LYDA FISHWAY 2022 drawing.pdf

PORTLAND

SALEM

ASTORIA

BEND

MADRAS

TILLAMOOK

ALBANY

EUGENE

SEASIDE

THE DALLES

LINCOLN

CITY

McMINNVILLE

NEWBERG

SANDY

NEWPORT DETROIT

CORVALLIS

LEBANON

SWEETHOME

WALDPORT

FLORENCE

REEDSPORT

COOS

BAY

OAKRIDGE

SUTHERLAND

ROSEBURG

COQUILLE

PORT

ORFORD

GOLD

BEACH

BROOKINGS

CAVE

JCT.

GRANTS

PASS

MEDFORD

ASHLAND

KLAMATH FALLS

CHILOQUIN

LA

PINE

PRINEVILLESISTERS

REDMOND

CONDON

PAISLEY

BURNS

LAKEVIEW

MITCHELL

JOHN DAY

DAYVILLE

FOSSIL

ARLINGTON

HEPPNER

BOARDMAN

UMATILLA

HERMISTON

PENDLETON

UKIAH

PILOT ROCK

LA GRAND

ELGIN

WALLOWA

LOSTINE

ENTERPRISE

JOSEPH

UNION

NORTH

POWDER

BAKER CITY

PRAIRIE CITY UNITY

VALE

ONTARIO

NYSSA

JORDAN

VALLEY

SENECA

SCALE: N.T.S.VICINITY MAP1

G1

PROJECT LOCATION

PROJECT LOCATION

FISHWAY INFORMATION

FISHWAY TYPE: VERTICAL SLOT

STRUCTURE TYPE: STAINLESS STEEL

MAX Q: 8.4 CFS

AVG Q: 5.0 CFS

LOW Q: 4.3 CFS

ENGINEER

OREGON DEPARTMENT OF FISH AND WILDLIFE

FISH DIVISION

FISH SCREENING AND PASSAGE PROGRAM

4034 FAIRVIEW INDUSTRIAL DRIVE SE

SALEM, OR 97302

(503)947-6224

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LYDA FISH PASSAGE IMPROVEMENTS PRELIMINARY NOT

FOR

CONSTRUCTION

SCALE: N.T.S.LOCATION MAP2

G1

SHEET LIST

G-SHEETS

G1 TITLE SHEET

G2 STANDARD ABBREVIATIONS AND SYMBOLS

G3 CONSTRUCTION SPECIFICATIONS

G4 CONSTRUCTION SPECIFICATIONS CONT'D

G5 CONSTRUCTION SPECIFICATIONS CONT'D

C-SHEETS

C1 EXISTING SITE PLAN

C2 STAGING AND DEWATERING PLAN

C3 SITE PLAN

S-SHEETS

S1 FISHAY LAYOUT

S2 SEGMENT A LAYOUT

S3 SEGMENT A LAYOUT

S4 SEGMENT B LAYOUT

S5 SEGMENT B INSIDE ELEVATION VIEW

S6 SEGMENT B LAYOUT

S7 SEGMENT C LAYOUT

S8 SEGMENT C LAYOUT

S9 SEGMENT C INSIDE ELEVATION VIW

S10 TURNING POOL SCHEMATIC

S11 CONNECTION DETAILS

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A - TOE WIDTH

AB - ANCHOR BOLT

ABDN - ABANDON

AC - ASPHALT CONCRETE

AD - AREA DRAIN

ADDL - ADDITIONAL

ADJ - ADJACENT

AFF - ABOVE FINISH FLOOR

AFG - ABOVE FINISH GRADE

AGGR - AGGREGATE

AJ - ADJUSTABLE

AL - ALUMINUM

ALTN - ALTERNATE

ALUM - ALUMINUM

ANCH - ANCHOR

APPROX - APPROXIMATE

APVD - APPROVED

AUX - AUXILIARY

AVG - AVERAGE

- BOUNDARY LINE

BLDG - BUILDING

BLK - BLOCK

BM - BEAM OR BENCHMARK

BO - BOTTOM OF

BOP - BOTTOM OF PIPE

BOT - BOTTOM

BRG - BEARING

BRKR - BREAKER

BTW - BETWEEN

BV - BALL VALVE

°C - DEGRESS CENTRIGRADE

C - CONDUIT

C TO C - CENTER TO CENTER

CAB - CABINET

CB - CATCH BASIN

CC - CONTROL CABLE

CD - CHECK DAM

CFM - CUBIC FEET PER MINUTE

CFS - CUBIC FEET PER SECOND

CHAN - CHANNEL

CJ - CONSTRUCTION JOINT

℄ OR CL - CENTERLINE

CLR - CLEAR

CMP - CORRUGATED METAL PIPE

CONC - CONCRETE

CONN - CONNECTION

CONSTR - CONSTRUCTION

CONT - CONTINUOUS`

CONT'D - CONTINUED

COORD - COORDINATE

CTR - CENTER

CNTD - CENTERED

CU FT - CUBIC FEET

CU IN - CUBIC INCH

CU YD - CUBIC YARD

CV - CHECK VALVE

Db - BAR OR BOLT DIAMETER

DEG - DEGREE

DET - DETAIL

DF-L - DOUGLAS FIR/LARCH

DIA - DIAMETER

DISCH - DISCHARGE

DTI - DIRECT TENSION INDICATOR

DTLS - DETAILS

DWG - DRAWING

E - EAST

EA - EACH

EL - ELEVATION

ELEV - ELEVATION

EF - EACH FACE

EOC - EDGE OF CONCRETE

EOP - EDGE OF PAVING

EP - EDGE OF PAVING

EQL - EQUAL

EW - EACH WAY

EXP - EXPANSION

EXST - EXISTING

°F - DEGREES FARENHEIT

FAB - FABRICATION

f'c - CONCRETE COMPRESSIVE STRENGTH

FB - FLAT BAR

FD - FLOOR DRAIN

FDN - FOUNDATION

FF - FINISHED FLOOR

FG - FINISH GRADE

FNSH - FINISH

FT - FOOT OR FEET

FTG - FOOTING

Fy - STEEL TENSILE YIELD STRESS

SB - SEDIMENT BASIN

SCH - SCHEDULE

SECT - SECTION

SF - SQUARE FEET

SHT - SHEET

SIM - SIMILAR

SQ - SQUARE

SQ FT - SQUARE FEET

SQ IN - SQUARE INCHES

SPECS - SPECIFICATIONS

S.S./SS - STAINLESS STEEL

STL - STEEL

STR - STRUCTURE

STRL - STRUCTURAL

STRUCT - STRUCTURAL

T&B - TOP AND BOTTOM

T&G - TONGUE AND GROOVE

T/ - TOP OF

TF - FOOTING THICKNESS

TH - TOP HINGED

THD - THREAD

THK - THICKNESS

THRU - THROUGH

TOC - TOP OF CONCRETE

TOS - TOP OF SLAB

TOW - TOP OF WALL

TS - TUBE STEEL

TW - WALL THICKNESS

TYP - TYPICAL

UHMW - ULTRA-HIGH MOLECULAR

WEIGHT POLYETHYLENE PLASTIC

UNO - UNLESS NOTED OTHERWISE

UON - UNLESS OTHERWISE NOTED

V - VOLTS, VALVE

VB - VAPOR BARRIER

VEL - VELOCITY

VERT - VERTICAL

W - WEST OR WIDTH

W/ - WITH

WD - WOOD

WS - WATER SURFACE, WATERSTOP

WSE - WATER SURFACE ELEVATION

WTR - WATER

XFMR - TRANSFORMER

∠ - ANGLE

° - DEGREES

Δ - DELTA

Ø - DIAMETER

± - PLUS OR MINUS

@ - AT

G - GROUND

GA - GAUGE

GAL - GALLON

GALV - GALVANIZED

GRTG - GRATING

GV - GATE VALVE

H - HEIGHT

HDPE - HIGH DENSITY POLYETHYLENE PLASTIC

HGL - HYDRAULIC GRADE LINE

HK - HOOK

HORIZ - HORIZONTAL

HP - HORSE POWER

HWL - HIGH WATER LEVEL

ID - INSIDE DIAMETER

IE - INVERT ELEVATION

IN - INCH

INV - INVERT

JCT - JUNCTION

JT - JOINT

KIP - THOUSAND POUNDS

KW - KILOWATT

L - LENGTH

LAT - LATITUDE

LB(S) - POUND(S)

LF - LINEAR FEET

LG - LONG

LLV - LONG LEG VERTICAL

LONG - LONGITUDINAL

LPT - LOW POINT

LWL - LOW WATER LEVEL

MATL - MATERIAL

MAX - MAXIMUM

MB - MACHINE BOLT

MFD - MANUFACTERED

MFR - MANUFACTURER

MH - MANHOLE

MIN - MINIMUM

MISC - MISCELLANEOUS

MTL - METAL

N - NORTH

NA - NOT APPLICABLE

NC - NORMALLY CLOSED

NEUT - NEUTRAL

NGVD - NATIONAL GEODETIC VERTICAL

DATUM

NIC - NOT IN CONTACT

N.O. - NORMALLY OPEN

NO. - NUMBER

NS - NONSHRINK

NTE - NOT TO EXCEED

NTS - NOT TO SCALE

O TO O - OUT TO OUT

OC - ON CENTER

OD - OUTSIDE DIAMETER OR OVERFLOW

DRAIN

OF - OUTSIDE FACE

OPNG - OPENING

PBE - POOL BOTTOM ELEVATION

PERF - PERFORATED

PERP - PERPENDICULAR

PH - PHASE

PJF - PREMOLDED JOINT FILLER

⅊ - PROPERTY LINE

PL - PLATE

PLWD - PLYWOOD

PRES - PRESSURE

PROP - PROPERTY

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

PT - PRESSURE TREATED

PVC - POLYVINYL CHLORIDE PLASTIC

PVMT - PAVEMENT

R OR RAD- RADIUS

RC - REINFORCED CONCRETE

RD - ROAD

REF - REFERENCE

REINF - REINFORCED

REQD - REQUIRED

RR - RIPRAP/RAILROAD

R.O. - ROUGH OPENING

RPM - REVOLUTION PER MINUTE

SECTION (LETTER) OR DETAIL

(NUMBER) DESIGNATION

SHOWS THE VIEW OR

SECTION

ON DRAWING WHERE SECTION OR

DETAILS ARE TAKEN OR

SHEET/DRAWING NUMBER WHERE

SHOWN

DETAIL AND SECTION DESIGNATION

CONTROL POINT STATION SETUP (TS)OR(BS)

CIVIL SHEETS MARKERS AND LINE TYPES

MAJOR CONTOURS

MINOR CONTOURS

TREE (ANY) UTILITY POLE

CONSTRUCTION AND DRAWING REFERENCES

CONSTRUCTION NOTE DETAIL CALL OUT DETAIL OR DRAWING REVISION

SCALE: 3"=1'-0"

DETAIL INFO

DETAILX

BOOK NUMBERXX

X

XX GC

X

XX X

PRELIMINARY NOT

FOR

CONSTRUCTION

STREAM NAME

WATER SURFACE

X

XX

STREAM AND DITCH FLOW DESIGNATION

DRAWING ELEVATION

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EARTHWORK CONT'D

B. CRUSHED AGGREGATE BASE FOR SLABS - 1" MINUS CRUSHED GRAVEL OR CRUSHED ROCK FREE OF

ORGANIC MATERIAL.

2.2 PERFORATED FOUNDATION DRAINS

A. PERFORATED PIPE

1. ASTM D2729, 4"Ø RIGID PVC PIPE.

2. SLOTS OR

2" DIAMETER HOLES, 6" OC, IN 2 ROWS AT 80 DEGREE ANGLES

3. WRAP WITH FILTER FABRIC

B. FILTER FABRIC

1. NON-WOVEN POLYPROPYLENE

2. MINIMUM TENSILE STRENGTH 100 PSI (ASTM D1682)

3. GRAB ELONGATION 15-70 (ASTM D1682)

4. MINIMUM BURST STRENGTH 200 PSI (ASTM D751)

C. DRAIN ROCK - CLEAN NATURAL GRAVEL MEETING THE FOLLOWING GRADATION:

SIEVE %PASSING

2" 100 4" 70-100 #4 40-100 #100 0-8 #200 0-4

A. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES PRIOR TO BEGINNING

EXCAVATION.

B. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING OPEN EXCAVATIONS FROM THE WEATHER

AND SLOPE INSTABILITY. MATERIAL WHICH IS MADE UNSUITABLE BY THE WEATHER WILL BE

REPLACED BY THE CONTRACTOR WITH STRUCTURAL FILL AT NO COST TO THE OWNER/AGENCY.

3 EXECUTION

3.1 GENERAL

A. STRIP THE ENTIRE AREA WITHIN THE STRUCTURE PERIMETER TO A MINIMUM OF 6 INCHES, TO

INCLUDE ALL GRASS, WEED ROOTS, TRASH AND VEGETATION. REMOVE ALL MATERIALS

GENERATED BY THE STRIPPING OPERATION FROM THE SITE. STOCKPILE ANY MATERIAL

DETERMINED BY THE ENGINEER'S REPRESENTATIVE AS SUITABLE FOR FUTURE USE.

B. AFTER STRIPPING PROOF ROLL THE STRUCTURE SITE.

1. PROOF ROLL WITH FULLY LOADED, TANDEM AXLE DUMP TRUCK OR

EQUIVALENT,

2. PROVIDE TWO COMPLETE COVERAGES IN OPPOSITE DIRECTIONS.

3. NOTIFY ENGINEER'S REPRESENTATIVE AND HAVE THEM PRESENT DURING PROOF

ROLLING

4. OVEREXCAVATE AREAS THAT BUMP OR RUT WITH COMPACTED

STRUCTURAL FILL WHERE DIRECTED BY THE ENGINEER.

3.2 SITE PREPARATION

A. PLACE STRUCTURAL FILL, WHERE REQUIRED, BEGINNING AT SUBGRADE, DESCRIBED ABOVE, AND

SPREAD IN LEVEL LAYERS NOT EXCEEDING 8" COMPACTED THICKNESS. COMPACT EACH

LAYER TO 93% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D1557). THE WATER

CONTENT AT THE TIME OF COMPACTION SHALL BE WITHIN ±3% OF OPTIMUM.

3.7 STRUCTURAL FILL

A. PLACE 6" OF GRANULAR BASE OVER STRUCTURAL FILL OR UNDISTURBED NATIVE SOIL. COMPACT

BASE COURSE TO 93% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D1557).

B. FINISH GRADE FOR FOOTINGS TO THE LINES AND GRADES SHOWN ON THE PLANS.

3.8 PREPARATION OF GRANULAR BASE FOR SLABS AND FOOTINGS

A. PLACE 4" PVC PERFORATED PIPE AROUND PERIMETER OF FOUNDATION WALL SURROUND

PERFORATED PIPE WITH MINIMUM 2 FOOT BY 2 FOOT LAYER OF DRAIN ROCK OR AS SHOWN

ON PLANS AND DETAILS. SEPARATE DRAIN ROCK FROM UNCLASSIFIED FILL WITH FILTER FABRIC.

SEE FOUNDATION PLAN AND DETAILS.

3.9 FOUNDATION DRAINS

CONCRETE FORMWORK

1 GENERAL

1.1 CONTRACT CONDITIONS

A. NONE SPECIFIED

1.2 DESCRIPTION

A. WORK INCLUDED: FORMS FOR ALL CAST-IN-PLACE CONCRETE INDICATED ON THE DRAWINGS AND

SUBSEQUENT REMOVAL OF ALL SUCH FORMS.

1.3 REFERENCES

A. GUIDE TO FORMWORK OF CONCRETE, ACI 347, AMERICAN CONCRETE INSTITUTE,

CURRENT EDITION.

B. FORMWORK FOR CONCRETE, SP-4, AMERICAN CONCRETE INSTITUTE,

CURRENT EDITION.

1.4 SUBMITTALS

A. NONE REQUIRED UNLESS SPECIFICALLY REQUESTED BY ENGINEER.

1.5 PRODUCT DELIVERY, STORAGE AND HANDLING

A. USE ALL MEANS NECESSARY TO PROTECT FORMWORK MATERIALS BEFORE,

DURING AND AFTER INSTALLATION AND PROTECT THE INSTALLED WORK AND MATERIALS

OF ALL OTHER TRADES.

B. IN THE EVENT OF DAMAGE, IMMEDIATELY MAKE ALL REPAIRS AND REPLACEMENT

NECESSARY TO THE APPROVAL OF THE ENGINEER AND AT NO ADDITIONAL COST TO THE

OWNER.

A. PLYWOOD FORMS: 58" MEDIUM DENSITY OVERLAY FOR ALL EXPOSED CONCRETE. PLYWOOD TO BE

NEW FOR THIS PROJECT. BURIED OR PERMANENTLY CONCEALED CONCRETE MAY BE FORMED

WITH BB FORMPLY, OR EQUAL, OR LUMBER.

B. ROUND COLUMN FORMS: SONOTUBE OR STEEL FORM

C. KEY, JOINTS AND CHAMFERS: DOUGLAS FIR MATERIAL MOLDING OR APPROVED, CONFORMING

TO SHAPE AND DIMENSIONS SPECIFIED OR DETAILED.

D. TIES: METAL TIES, NO METAL WITHIN 1" OF SURFACE AFTER TIE REMOVAL. ALIGN TIE HOLES

WHERE FINISH IS EXPOSED.

E. FORM OIL: SEI GCC-100 FRW WATER-BASED, OR APPROVED BY ENGINEER. FORM OIL FOR

CONCRETE TO BE PAINTED OR LEFT IN NATURAL FINISH CONTACT ENGINEER FOR

INFORMATION.

F. SCREED JOINT: BURKE KEYED KOLD JOINT OR APPROVED BY ENGINEER.

G. EXPANSION JOINTS: BURKE COMPANY FIBER EXPANSION JOINT, OR APPROVED BY ENGINEER.

H. CONTROL JOINTS: ZIPSTRIP OR APPROVED BY ENGINEER

2 PRODUCTS

2.1 MATERIALS

A. COMPLY WITH ALL PERTINENT RECOMMENDATIONS CONTAINED IN AMERICAN CONCRETE

INSTITUTE PUBLICATIONS SP-4 AND ACI-347, CURRENT EDITIONS.

3 EXECUTION

3.1 FORMWORK DESIGN

A. VERIFY LINES, LEVELS AND MEASUREMENT BEFORE PROCEEDING WITH FORMWORK.

B. ALIGN FORM JOINTS. SYMMETRICALLY ALIGN EXPOSED FORM TIE HOLES. MINIMIZE FORM JOINTS.

C. DO NOT APPLY FORM RELEASE AGENT WHERE CONCRETE SURFACES RECIEVE SPECIAL FINISHES

OR APPLIED COATINGS WHICH MAY BE AFFECTED BY AGENT.

D. COORDINATE WORK OF OTHER TRADES IN FORMING AND SETTING OPENINGS, SLOTS, RECESSES, CHASE, SLEEVES, BOLTS, FILLETS, ANCHORS AND OTHER INSERTS. CAP ENDS OF FUTURE USE

SLEEVES WITH DUCT TAPE.

E. PROVIDE 34" CHAMFER STRIPS ON EXTERNAL CORNERS OF ALL EXPOSED VERTICAL AND

HORIZONTAL CONCRETE WORK UNLESS OTHERWISE NOTED ON PLANS.

F. BRACE ALL FORMWORK TO MAINTAIN DESIGNED POSITION, DIMENSIONS AND CONTOURS.

G. MAKE FORMS TIGHT TO PREVENT CONCRETE LEAKAGE.

H. REMOVE ALL FOREIGN MATTER FROM FORMS BEFORE PLACING CONCRETE.

3.2 FORMWORK ERECTION

3.3 ANCHORAGE ITEMS: INSTALL DOWELS, ANCHOR BOLTS, ANCHOR PLATES, ANGLES, INSERTS AND ALL

OTHER EMBEDDED ITEMS SHOWN ON DRAWINGS OR AS SPECIFIED.

A. SLAB ON GRADE EDGE FORMS: 12 HOURS

B. SIDE FORMS FOR WALLS, BEAMS AND COLUMNS: 72 HOURS

C. BEAM SOFFITS AND ELEVATED SLABS: 7 DAYS AND 100% OF DESIGN STRENGTH.

3.4 MINIMUM CURE TIME PRIOR TO FORM REMOVAL:

C. STREAM BED MATERIAL - COORDINATE WITH ODFW DISTRICT BIOLOGIST

2.3 RIPRAP

A. ROCK

1. HARD, DENSE, AND DURABLE

(A). MINIMUM SPECIFIC GRAVITY, ASTM C97: 2.5

2. MAXIMUM ABSORPTION, ASTM C97: 2%

3. MAXIMUM LOSS, SULFATE SOUNDESS, ASTM C88: 10%

B. EITHER QUARRY ROCK OR BOULDERS MAY BE USED FOR RIPRAP

C. SHAPE

1. PREDOMINANTLY ANGULAR

2. MAXIMUM DIMENSION NOT GREATER THAN 3 TIMES MINIMUM DIMENSION

3. MAXIMUM DIAMETER AND/OR WEIGHT INDICATED ON PLANS

D. GRADATION

1. REASONABLY WELL GRADED WITH A MIXTURE OF STONE SIZES RANGING FROM LARGEST TO

SMALLEST SUCH THAT RIPRAP GRADATION SHALL FALL WITHIN THE FOLLOWING LIMITS:

(A). 24" RIPRAP

PARTICLE Ø % PASSING

36" 100 24" 50 1" 0

EARTHWORK CONT'D

A. FOR THE PURPOSE OF THIS PROJECT STAFF FROM THE OREGON DEPARTMENT OF FISH AND

WILDLIFE WILL BE PERFORMING THE CONSTRUCTION ACTING AS THE CONTRACTOR AND WILL

HEREIN AFTER BE REFERRED TO AS CONTRACTOR

B. INTENT: THE SCOPE OF WORK IS TO CONSTRUCT A PRE-FABRICATED STEEL FISHWAY, FOR THE POINT OF DIVERSION KNOWN AS LYDA. OFF CHANNEL WORK INCLUDES BUT IS NOT LIMITED TO:

EXCAVATION, SPOILS DISPOSAL, SUB-BASE PREPARATION, STRUCTURAL FILL PLACEMENT,

BACKFILL & COMPACTION, FURNISHING AND INSTALLING RIP RAP, FURNISHING AND INSTALLING , SITE CLEAN UP AND RESTORATION. CONTRACTOR SHALL INCLUDE ALL NECESSARY MATERIALS

AND LABOR TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND DESCRIBED IN THESE

SPECIFICATIONS.

C. COMPLETION TIME: ALL OFF CHANNEL WORK SHALL BE COMPLETED BETWEEN

D. COST FOR DELAY: NONE SPECIFIED

E. TEMPORARY FACILITIES: THE CONTRACTOR SHALL FURNISH ALL TEMPORARY FACILITIES SUCH AS

POWER, LIGHTS, HEAT, WATER, TELEPHONE, SANITARY AND JOB OFFICE AS NEEDED TO PERFORM

THE WORK.

F. THE OWNER WILL BE REQUIRED TO OBTAIN AND PAY FEES FOR ANY OTHER NECESSARY PERMITS

IN WASCO COUNTY. PRIOR TO COMMENCEMENT OF WORK, THE OWNER SHALL CONFIRM WITH

THE ENGINEER THAT THE AGENT OF THE PROPERTY HAS GIVEN CLEARANCE FOR THE WORK. THE AGENT HAS RECEIVED THE FILL AND REMOVAL PERMITS. THE OWNER SHALL BE RESPONSIBLE FOR

COMPLYING WITH ALL CONDITIONS AND REQUIREMENTS OF THESE PERMITS DURING

CONSTRUCTION.

G. ENVIRONMENTAL PROTECTION:

1. THE CONTRACTOR SHALL AT ALL TIMES DIRECT HIS/HER ACTIVITIES IN SUCH A MANNER TO

MINIMIZE ADVERSE EFFECTS ON THE ENVIRONMENT. HANDLING OF FUELS AND OTHER

SUBSTANCES SHALL BE CONDUCTED SO NO SPILLAGE OR LEAKING, DIRECTLY OR THROUGH

THE SOIL, WILL OCCUR THAT MAY POLLUTE ADJACENT STREAMS OR GROUND WATER

SUPPLIES, OR BECOME HAZARDOUS TO HUMAN OR AQUATIC LIFE.

2. PRESSURE WASH AND WIRE BRUSH CLEAN ALL NEW EXPOSED CONCRETE SURFACES PRIOR

TO FLOODING WITH WATER. REMOVED ALL FORM OIL, SCALE, CEMENT DUST, AND

RESIDUE FROM EXPOSED SURFACES. DO NOT DAMAGE FINISHED SURFACES THAT REQUIRE

A MEASURED SURFACE ROUGHNESS TOLERANCE.

3. EXCAVATION, BACKFILL AND PLACEMENT OF CONCRETE SHALL BE IN WORK AREAS ISOLATED

FROM THE ACTIVE FLOWING RIVER BY SUITABLE SETTLING BASIN AWAY FROM THE

STREAM TO PREVENT CONTAMINATION OF THE STREAM. UPON COMPLETION OF

CONSTRUCTION, THE SURFACES SHALL BE RESTORED AT THE SETTLING BASIN.

4. IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE HIS/HER CONSTRUCTION

SCHEDULE AND MATERIAL AND EQUIPMENT DELIVERIES WITH THE AFOREMENTIONED

PROVISIONS AND RESTRICTION AND WITH THE REQUIREMENTS OF SECTION 1.1 (B) AND

WITH THE REQUIREMENTS OF APPLICABLE PERMITS.

H. ACCESS TO THE WORK AREA

1. CONTRACTOR SHALL COORDINATE ACCESS TO THE SITE WITH AGENT FOR FOR

ACCESS TO THE WORK AND STORAGE AREAS DURING THE CONSTRUCTION PERIOD. ANY

WORK REQUIRED TO MAKE THESE ROADS SERVICEABLE FOR CONSTRUCTION OPERATIONS

SHALL BE AT THE CONTRACTOR'S EXPENSE.

2. THE CONTRACTOR SHALL REPAIR ANY DAMAGE TO ACCESS FACILITIES AND ROADWAYS FOR

WHICH THE OWNER IS RESPONSIBLE AND SHALL RESTORE THEM TO CONDITIONS AT LEAST

EQUALING PRE-CONSTRUCTION CONDITIONS.

3. THE CONTRACTOR SHALL TAKE REASONABLE MEASURE TO LIMIT ENTRY OF PERSONS AND

VEHICLES TO THE WORK AREAS TO EMPLOYEES, AGENTS, ETC., REQUIRED FOR THE

PERFORMANCE OF THIS CONTRACT, AND TO AUTHORIZED PERSONNEL OF FEDERAL, STATE

AND LOCAL AGENCIES, AND TO OTHERS HAVING A RIGHT THERETO.

I. RESTORATION OF EXISTING FACILITIES: UPON COMPLETION OF THE CONSTRUCTION WORK, THE

CONTRACTOR SHALL RESTORE ALL AREAS UTILIZED FOR PERFORMANCE OF THE WORK TO

A CONDITION SATISFACTORY TO THE AGENT FOR THE LANDOWNER MEETING

PRE-CONSTRUCTION CONDITIONS.

GENERAL

1 GENERAL

1.1 DESCRIPTION

3.5 GRADES

A. PERFORM ALL WORK TO LINES, GRADES AND CROSS SECTIONS SHOWN ON THE DRAWINGS.

B. FINAL GRADES SHALL MATCH EXISTING GRADES UNLESS OTHERWISE NOTED ON THE

DRAWINGS. WHERE FINAL GRADES ARE INDICATED ON THE DRAWINGS, GRADES SHALL

SLOPE UNIFORMLY BETWEEN ELEVATIONS SHOWN. ALL FINAL GRADES SHALL BE FREE OF

HOLLOWS, WHICH WOULD POND RAINWATER AND SHALL SLOPE TO ALLOW FOR SURFACE

DRAINAGE. WHERE PRACTICABLE, NO SUCH SLOPES SHALL BE FLATTER THAN 2%, EXCEPT

WHERE SPECIFICALLY SHOWN OTHERWISE. ALL EARTHWORK SHALL HAVE FINISHED

SURFACES, WHICH HAVE NEAT, REASONABLY UNIFORM APPEARANCE.

C. ALL MATERIAL SOURCES ARE SUBJECT TO THE ENGINEER'S APPROVAL. APPROVAL OF A

MATERIAL SOURCE SHALL NOT BE CONSTRUED AS AN APPROVAL FOR ALL MATERIALS

REMOVED FROM THAT SOURCE.

3.6 DEMOLITION AND DISPOSAL

A. ALL DEMOLITION DEBRIS AND ALL WASTE MATERIALS RESULTING FROM CLEARING,

GRUBBING, AND REMOVAL OF EXISTING STRUCTURES, ROCK , CONCRETE, AND

MISCELLANEOUS DEBRIS, SHALL BE REMOVED FROM THE SITE AND LEGALLY DISPOSED OF

BY THE CONTRACTOR IN ACCORDANCE WITH ALL APPLICABLE LAWS, ORDINANCES, RULES,

AND REGULATIONS.

A. THE CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE DRAWINGS.

EXTREME CARE SHALL BE TAKEN TO ISOLATE EXCAVATION OF MATERIALS FROM THE STREAM

WATERS WITH COFFERDAM, SANDBAGS, OR OTHERS METHODS TO PREVENT MUD OR DEBRIS

FROM ENTERING THE STREAM WATERS.

B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CARE OF WATER, DEWATERING AND

DRAINAGE OF WORK AREAS DURING CONSTRUCTION AND SHALL MAINTAIN ALL EXCAVATIONS

AND OTHER PARTS OF THE WORK FREE FROM WATER AS REQUIRED FOR THE SATISFACTORY

CONSTRUCTION OF EACH PART OF THE WORK. EXCAVATION SHALL BE PERFORMED IN THE DRY,

UNLESS OTHERWISE SPECIFIED. CARE OF WATER, DEWATERING AND DRAINAGE SHALL BE

PERFORMED SUCH THAT THE SUBGRADE IS FREE OF SOFT AREAS ATTRIBUTABLE TO AN

UNDRAINED SOIL MASS.

C. THE CONTRACTOR SHALL PROPERLY STOCKPILE SLOPES WHERE REQUIRED TO PREVENT EROSION OR SLOPE INSTABILITY. EROSION FENCING SHALL BE PLACED AT THE TOE OF THE STOCKPILE

SLOPE.

D. STOCKPILE TOPSOIL AND MATERIAL UNSUITABLE FOR BACKFILL OR EMBANKMENT, BUT SUITABLE

FOR USE IN SURFACE RESTORATION; SUCH MATERIAL THEN TO BE USED FOR SURFACE

RESTORATION. SEE VEGETATION SECTION.

3.3 EXCAVATION

2. BACKFILL OR EMBANKMENT SHALL BE PLACED ON FIRM, UNDISTURBED AND DEWATERED

SUBGRADE. NO BACKFILL OR EMBANKMENT SHALL BE PLACED OVER VEGETATION,

SURFACE ORGANICS, TREE STUMPS, TOPSOIL, ROOTS OR DEBRIS OF ANY KIND, OR

SATURATED OR EXCESSIVELY DISTURBED, FROZEN, OR UNCOMPACTED SUBGRADE. THE

CONTRACTOR SHALL PROPERLY DEWATER THE SUBGRADE AND MAINTAIN IT IN A

DEWATERED CONDITION FOR CONSTRUCTION OPERATIONS. ALL STUMP HOLES, CAVITIES

AND OTHER DEPRESSIONS SHALL BE BACKFILLED. THE CONTRACTOR'S SELECTION OF

EQUIPMENT SHALL BE APPROPRIATE TO THE SUBGRADE CONDITIONS.

3. NO BACKFILL OR EMBANKMENT SHALL BE PLACED UNLESS THE INSPECTOR IS PRESENT

EXCEPT AS APPROVED BY THE ENGINEER.

C. SOURCES:

1. MATERIALS FOR REQUIRED FILL AND BACKFILL SHALL BE OBTAINED FROM REQUIRED

EXCAVATION AND/OR FROM SOURCES SELECTED BY THE CONTRACTOR AND APPROVED BY

THE ENGINEER.

2. ALL MATERIALS FROM REQUIRED EXCAVATION AND TRENCHING WHICH ARE SUITABLE FOR

EMBANKMENTS, AND/OR BACKFILLING, SHALL BE STOCKPILED IN AN ORDERLY MANNER

FOR FUTURE USE.

(A). STOCKPILES SHALL BE LOCATED A SUFFICIENT DISTANCE FROM THE BANKS OF THE

EXCAVATION OR TRENCH TO AVOID OVERLOADING AND TO PREVENT SLIDES OR CAVE-INS.

D. PLACEMENT & CONSTRUCTION

1. BACKFILL AND EMBANKMENT MATERIALS SHALL BE PLACED AND COMPACTED (EXCEPT

WHERE INDICATED OTHERWISE) IN CONTINOUS HORIZONTAL LAYERS. SUCCEEDING LAYERS

SHALL NOT BE PLACED UNTIL THE PRECEDING LAYER HAS BEEN SATISFACTORILY

COMPACTED AND TESTED. THE SUBGRADE SHALL BE COMPACTED PRIOR TO PLACEMENT

OF THE FIRST LAYER.

(A). COMPACTION BESIDE STRUCTURES: ALL GENERAL BACKFILL PLACED WITHIN 10'-0" OF

A STRUCTURE (WALL, FOOTING, SLAB) SHALL BE SPREAD IN UNIFORM LIFTS NOT TO

EXCEED 8" IN THICKNESS AND COMPACTED TO 92% OF ITS MAXIMUM MODIFIED PROCTOR

DRY DENSITY (ASTM D1557). THE WATER CONTENT AT THE TIME OF COMPACTION SHALL

BE WITHIN ±3% OF OPTIMUM.

3.4 BACKFILL AND EMBANKMENT CONT'D

D. BACKFILL

1. ALL BACKFILL MATERIAL REQUIRED TO OBTAIN INDICATED GRADES NOT UNDER STRUCTURES

SHALL BE SELECTED NATURAL FILL MATERIAL FROM EITHER PREAPPROVED ON-SITE

EXCAVATION OPERATIONS OR FROM AN APPROVED OFF-SITE BORROW. IT SHALL CONSIST

OF THE FOLLOWING:

(A). WELL GRADED FREE DRAINING OR CRUSHED ROCK UP TO 11

2" MAXIMUM SIZE

(B). NOT MORE THAN 15% OF FINES PASSING THROUGH A #200 SIEVE.

3. PLACEMENT BELOW WATER SURFACE SHALL BE CONTROLLED IN A MANNER SATISFACTORY

TO THE ENGINEER.

4. PLACEMENT OF SMALL STONE TO CHOKE THE INTERSTICES BETWEEN LARGER ROCKS FOR

LEVELING THE SURFACE WILL NOT BE PERMITED.

5. BREAKING OF INDIVIDUAL PIECES IN PLACE EITHER BY BLASTING OR MECHANICAL METHODS

WILL NOT BE PERMITTED.

6. RIPRAP SHALL BE PLACED TO ITS FULL COURSE THICKNESS AT ONE OPERATION AND IN SUCH

MANNER AS TO AVOID DISPLACING THE UNDERLYING MATERIAL.

7. PLACING RIPRAP BY DUMPING INTO CHUTES OR BY SIMILAR METHODS LIKELY TO CAUSE

SEGREGATION OF THE VARIOUS SIZES WILL NOT BE PERMITTED.

8. THE DESIRED DISTRIBUTION OF THE VARIOUS SIZES OF STONES THROUGHOUT THE MASS

SHALL BE OBTAINED BY SELECTIVE LOADING AT THE QUARRY OR OTHER SOURCE, BY

CONTROLLED BUMPING OF SUCCESSIVE LOADS DURING PLACING, OR BY OTHER METHODS

OF PLACEMENT THAT WILL PRODUCE THE SPECIFIED RESULTS.

9. REARRANGING OF INDIVIDUAL STONES BY MECHANICAL EQUIPMENT OR BY HAND WILL BE

REQUIRED TO THE EXTENT NECESSARY TO CORRECT DEFICIENCIES.

10. RIPRAP MATERIALS THAT DO NOT MEET THE SPECIFIED REQUIREMENTS FOR SIZE, QUALITY, OR DISTRIBUTION OF SIZES, SHALL BE REMOVED AND REPLACED WITH SUITABLE

MATERIALS AT NO ADDITIONAL COST TO THE OWNER/AGENCY.

D. TOLERANCES

1. RIPRAP SHALL BE PLACED TO THE FULL THICKNESS SHOWN ON THE DRAWINGS AND NO

MINUS TOLERANCE WILL BE PERMITTED.

2. A GREATER THICKNESS WILL BE PERMITTED PROVIDED THE OUTSIDE SLOPES PRESENT A

UNIFORM APPEARANCE WITH A MINIMUM OF PIECES PROJECTING OUTSIDE THE FINISHED

SLOPE SURFACE.

3.10 RIPRAP PLACEMENT CONT'D

EARTHWORK CONT'D

A. WORK INCLUDED - ALL EXCAVATION AND BACKFILL WITHIN THE PERIMETER OF THE STRUCTURE, THE DITCH(ES), EXCAVATION(S), THE BYPASS PIPE EXCAVATION, THE DISCHARGE PIPE

EXCAVATION, THE JUNCTION BOX EXCAVATION. INCLUDING BUT NOT LIMITED TO STRIPPING,

EXCAVATION AND BACKFILL FOR FOOTINGS, WALLS AND SLABS. FOUNDATION DRAINS AND BASE

ROCK PLACEMENT FOR SLABS ON GRADE. THIS ITEM ALSO INCLUDES REMOVAL OF ALL

UNSUITABLE MATERIALS, ALL DEMOLITION, OTHER SITE WORK, AND RELATED OPERATIONS FROM

THE SITE AS WELL AS PURCHASING SELECT MATERIALS REQUIRED BY SPECIFICATION.

EARTHWORK

1 GENERAL

1.1 DESCRIPTION

1.2 SUBMITTALS

A. STRUCTURAL FILL - SUBMIT SAMPLES OF PROPOSED STRUCTURAL FILL MATERIALS TO THE

ENGINEER ALONG WITH LABORATORY ANALYSIS SHOWING THAT THE MATERIAL MEETS JOB

SPECIFICATIONS.

1.3 QUALITY ASSURANCE

A. NOTIFY THE ENGINEER 48 HOURS PRIOR TO REQUIRED TESTING OR INSPECTIONS.

B. REQUIRED TESTS AND INSPECTIONS

1. SUBGRADE INSPECTION BY THE ENGINEER'S REPRESENTATIVE PRIOR TO BEGINNING ANY FILL.

2. ONE COMPACTION TEST PER EVERY 4000 SF OF SUBGRADE PLACEMENT. 2 FEET OF DEPTH

MAX PLACEMENT WITHOUT A TEST.

3. SUBGRADE INSPECTION PRIOR TO COVERING WITH BASEROCK.

C. ALL TESTS WILL BE PERFORMED BY THE OWNER'S TESTING LAB. REQUIRED TESTS AS LISTED

ABOVE WILL BE PAID BY THE OWNER. RETESTS OF FAILING TESTS WILL BE BILLED TO THE

CONTRACTOR. ANY OVERTIME PREMIUM WILL BE PAID BY THE CONTRACTOR.

D. ANY FILL MATERIAL USED IN THE PROJECT SHALL BE FREE OF CONSPICUOUS PLASTICITY, FROZEN

MATERIAL, PEAT, OR WASTE AS LARGE ROOTS, OVERSIZE ROCK, LUMBER, LOGS AND OTHER

FOREIGN MATERIAL AND SHALL BE FURNISHED FROM AN APPROVED SOURCE.

A. STRUCTURAL FILL - FURNISH STRUCTURAL FILL MEETING THE REQUIREMENTS LISTED BELOW:

1. WELL GRADED GRANULAR MATERIALS. PIT RUN GRAVEL, CRUSHED ROCK OR QUARRY ROCK.

2. NO PEAT, ROOTS, SOD OR OTHER DELETERIOUS MATERIALS.

3. MAXIMUM SIZE = 4"Ø

4. LESS THAN 12% PASSING #200 SIEVE.

5. PRIOR APPROVAL REQUIRED BEFORE PLACING FILL MATERIALS.

2 PRODUCTS

2.1 FILL MATERIALS

A. ALL EARTHEN MATERIALS, EXCEPT RIPRAP, PLACED BELOW INDICATED OR DIRECTED FINISH

GRADES ARE SUBJECT TO THE REQUIREMENTS OF THIS SUBSECTION EXCEPT AS SPECIFICALLY

INDICATED OTHERWISE.

B. GENERAL

1. THE CONTRACTOR SHALL FILL TO LINES AND GRADES SHOWN ON THE DRAWINGS AND AS

SPECIFIED HEREIN USING MATERIALS DESIGNATED. WHERE EXISTING SURFACE LEVELS ARE

BELOW PLANNED GRADE OR SUBGRADE ELEVATIONS OR EXCESS EXCAVATION IS

PERFORMED, BACKFILL SHALL BE PROVIDED TO INDICATED GRADES OR SUBGRADES.

3.4 BACKFILL AND EMBANKMENT

2.1 FILL MATERIALS CONT'D

A. RIPRAP FOUNDATION PREPARATION

1. SLOPES TO BE PROTECTED BY RIPRAP SHALL BE FREE OF BRUSH, TREES, STUMPS, AND OTHER

OBJECTIONABLE MATERIAL AND SHALL BE TRIMMED AND DRESSED TO PRESENT A TRUE,

EVEN PLANE WITH NO ABRUPT RIDGES OR DEPRESSIONS. ALL SOFT OR SPONGY MATERIAL

SHALL BE REMOVED AS DIRECTED BY THE ENGINEER AND REPLACED WITH STRUCTURAL

FILL.

2. EXCAVATION OF RIPRAP TOE TRENCHES SHALL BE COORDINATED WITH THE PLACEMENT OF

RIPRAP IN SUCH A MANNER AS TO PREVENT THE TOE TRENCHES FROM BEING FILLED WITH

OTHER MATERIALS PRIOR TO THE PLACEMENT OF RIPRAP BEDDING AND STONE; AND ANY

SUCH MATERIAL DEPOSITED IN THE TOE TRENCH PRIOR TO PLACEMENT OF RIPRAP SHALL

BE REMOVED AND DISPOSED OF AT NO COST TO THE OWNER.

3. SEE PLANS FOR SPECIFIC CONSTRUCTION DETAILS.

B. RIPRAP CONSTRUCTION

1. RIPRAP SHALL BE PLACED ON THE PREPARED SLOPES, IN THE TOE, AND AROUND

STRUCTURES WITHIN THE LIMITS SHOWN ON THE DRAWINGS, OR AS OTHERWISE

REQUIRED BY THE ENGINEER.

2. THE FINISHED RIPRAP SLOPES SHALL PRESENT A REASONABLY UNIFORM AND REGULAR

SURFACE NOT STEEPER THAN THOSE SHOWN ON THE DRAWINGS.

3. THE CONTRACTOR SHALL MAINTAIN THE RIPRAP PROTECTION IN ANY INCOMPLETE REACH

UNTIL FINAL ACCEPTANCE AND ANY MATERIAL DISPLACED SHALL BE REPLACED, AT HIS/HER

EXPENSE, TO THE SLOPES, LINES AND GRADES SHOWN ON THE DRAWINGS.

4. A COMPLETE REACH OF RIPRAP SHALL CONSIST OF ALL REQUIRED RIPRAP BETWEEN

INDICATED DISCONTINUITIES AND SHALL INCLUDE ALL REQUIRED TOE TRENCH BACKFILL.

C. PLACEMENT

1. RIPRAP STONE SHALL BE PLACED ON THE PREPARED BASE IN SUCH A MANNER AS TO

PRODUCE A WELL-KEYED MASS OF ROCK WITH INDIVIDUAL STONES TIGHLY IN CONTACT

WITH THE LEAST PRACTICABLE AMOUNT OF VOID SPACES.

2. THE FINISHED RIPRAP SHALL BE FREE FROM POCKETS OF STONE LESS THAN THE SPECIFIED

MINIMUM SIZE OR WHICH WOULD PREVENT CONTACT BETWEEN THE SPECIFIED SIZES.

3.10 RIPRAP PLACEMENT

VEGETATION

A. COORDINATE WITH LOCAL ODFW BIOLOGIST TO DETERMINE WHICH SPECIES AND PLANTING PLAN

FOR ALL DISTURBED OR EXPOSED SOILS DUE TO PROJECT.

1 GENERAL

1.1 DESCRIPTION

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A. NONE SPECIFIED

CONCRETE REINFORCEMENT

1 GENERAL

1.1 CONTRACT CONDITIONS

A. WORK INCLUDED: FURNISH AND INSTALL ALL REINFORCEMENT AND ASSOCIATED ITEMS

REQUIRED AND/OR INDICATED ON THE DRAWINGS FOR ALL CAST-IN-PLACE CONCRETE.

1.2 DESCRIPTION

A. INTERNATIONAL BUILDING CODE (IBC)

1. CHAPTER 19

B. AMERICAN CONCRETE INSTITUTE (ACI)

1. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318 LATEST EDITION

2. ACI DETAILING MANUAL, SP-66 LATEST EDITION

3. STANDARD TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS,

C. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

1. REINFORCING BARS: ASTM A615 STANDARD SPECIFICATION FOR DEFORMED AND PLAIN

BILLET-STEEL BARS FOR CONCRETE REINFORCEMENT.

2. WELDED WIRE FABRIC: ASTM A185, STANDARD SPECIFICATION FOR WELDED STEEL

WIRE FABRIC FOR CONCRETE REINFORCEMENT.

D. CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

1. MANUAL OF STANDARD PRACTICE

2. PLACING REINFORCING BARS

1.3 REFERENCES

A. SUBMIT SHOP DRAWINGS SHOWING SIZES AND DIMENSIONS FOR FABRICATION AND PLACING OF

REINFORCING STEEL AND BAR SUPPORTS.

B. INDICATE BAR SCHEDULES, STIRRUP SPACING AND DIAGRAMS OF BENT BARS. IDENTIFY BAR

FUNCTION ON MATERIAL LIST AND SHOP DRAWINGS (TRANSVERSE, LONGITUDINAL, DOWELS,

STIRRUPS, TIES, ETC.)

C. DO NOT BEGIN FABRICATION PRIOR TO RECEIVING REVIEWED COPIES OF THE SUBMITTALS FROM

THE ENGINEER.

1.4 SUBMITTALS

A. ACCEPTABLE MANUFACTURERS: REGULARLY ENGAGED IN MANUFACTURE OF STEEL BAR AND

WELDED WIRE FABRIC REINFORCING.

B. SUBMIT MILL TEST CERTIFICATES IDENTIFYING CHEMICAL AND PHYSICAL ANALYSIS OF EACH LOAD

AND REINFORCING STEEL DELIVERED.

C. NOTIFY ENGINEER IN AMPLE TIME FOR ON SITE OBSERVATION OF REINFORCING STEEL

PLACEMENT BEFORE POURING CONCRETE, MINIMUM 72 HOURS.

1.5 QUALITY ASSURANCE

A. DELIVER REINFORCEMENT TO PROJECT SITE IN BUNDLES MARKED WITH METAL TAGS INDICATING

BAR SIZE AND LENGTH.

B. HANDLE AND STORE MATERIALS TO PREVENT CONTAMINATION.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING

A. COMPLY WITH ALL REQUIREMENTS OF ACI 318 CHAPTER 3 FOR MATERIALS.

B. COMPLY WITH ALL REQUIREMENTS OF ACI 318 CHAPTER 7 FOR FABRICATION OF REINFORCING

STEEL.

2 PRODUCTS

2.1 CODE REQUIREMENTS

A. BARS: ASTM A615 GRADE 60

NOTE: WHEN WELDING REBAR THE ONLY REBAR THAT IS READY TO WELD IS

W-GRADE (LOW ALLOY-A706)

B. WELDED WIRE FABRIC: ASTM A185

2.2 MATERIALS

A. COMPLY WITH ALL REQUIREMENTS OF ACI 318 CHAPTER 7 FOR FABRICATION AND PLACING OF

REINFORCING STEEL.

B. INSPECTION:

1. PRIOR TO INSTALLATION OF THE WORK OF THIS SECTION, CAREFULLY INSPECT THE INSTALLED

WORK OF ALL OTHER TRADES AND VERIFY THAT ALL SUCH WORK IS COMPLETE TO THE

PONT WHERE THIS INSTALLATION MAY PROPERLY COMMENCE.

2. VERIFY THAT CONCRETE REINFORCEMENT IS INSTALLED IN STRICT ACCORDANCE WITH ALL

PERTINENT CODES AND REGULATIONS, THE APPROVED SHOP DRAWINGS AND THE

ORIGINAL DESIGN.

C. BENDING

1. BENDING AND CUTTING SHALL CONFORM TO ACI 315 AND APPLICABLE PROVISIONS OF ACI

318. ALL HOOKS SHOWN ON THE DRAWINGS ARE TO BE STANDARD HOOKS EXCEPT WHERE

DESIGNATED OTHERWISE.

D. SPLICING

1. REINFORCING BARS SHALL BE FURNISHED IN FULL LENGTHS WHERE POSSIBLE.

2. WHERE SPLICING IS REQUIRED FOR RECOMMENDED, THE LENGTH OF THE SPLICE SHALL BE

48 BAR DIAMETERS.

3. SPLICE DETAILS ARE SUBJECT TO ALL APPLICABLE PROVISIONS OF ACI 318.

4. SPLICES SHALL BE LOCATED AT POINTS OF LOW TENSILE STRESS WHERE POSSIBLE,

OTHERWISE DISTRIBUTED TO AVOID A CONCENTRATION OF SPLICES AT A PARTICULAR LINE

OR LEVEL.

5. IN ALL CASES SPLICES AT LOCATIONS NOT SHOWN ON THE DRAWINGS ARE SUBJECT TO THE

ENGINEER'S APPROVAL.

6. NO SPLICES SHALL BE MADE IN CONCRETE REINFORCEMENT WHERE THE SECTION IS NOT

SUFFICIENT TO PROVIDE A MINIMUM OF 2 BAR DIAMETERS CLEAR COVER AND A

MINIMUM CLEARANCE OF 3 BAR DIAMETERS BETWEEN SPLICED BARS AND ADJACENT

BARS.

7. BARS SHALL BE RIGIDLY WIRED AT SPLICES.

E. DISCREPANCIES: IN THE EVENT OF DISCREPANCY, IMMEDIATELY NOTIFY THE ENGINEER. DO NOT

PROCEED WITH INSTALLATION IN AREAS OF DISCREPANCY UNTIL ALL SUCH DISCREPANCIES

HAVE BEEN FULLY RESOLVED.

F. PLACING:

1. PLACEMENT OF ALL REINFORCEMENT SHALL CONFORM TO ACI 318. MINIMUM CLEAR

DISTANCE BETWEEN BARS 1" OR 1 BAR DIAMETER WHICHEVER IS GREATER.

2. WIRE ALL INTERSECTIONS WITH 18 GUAGE BLACK ANNEALED WIRE. SUPPORT ADEQUATELY

BY CHAIRS AND SPACERS; FOOTING REINFORCEMENT MAY BE SUPPORTED ON CONCRETE

BLOCKS. MAINTAIN MINIMUM 3 INCH CLEARANCE TO GROUND.

3. BEFORE PLACING CONCRETE, CLEAN REINFORCEMENT OF BOND INHIBITING COATINGS.

4. PLACE, SUPPORT, AND SECURE REINFORCEMENT AGAINST DISPLACEMENT.

5. PROVIDE 2 - #4 x 4'-0" LONG DIAGONALLY AT ALL SLAB-ON-GRADE RE-ENTRANT CORNERS.

6. PROVIDE .0018 TIMES CONCRETE CROSS SECTIONAL AREA REINFORCING STEEL EACH WAY

FOR ALL CONCRETE UNLESS OTHERWISE NOTED.

7. ALL LAP SPLICES TO BE 48 BAR DIAMETERS UNLESS OTHERWISE NOTED.

8. WHERE CONCRETE IS TO BE DRILLED LATER FOR ANCHOR BOLTS, EXPANSION SHELLS,

EXPANSION BOLTS, ETC., AS REQURIED IN THE DRAWINGS, SPECIAL CARE SHALL BE TAKEN

TO COORDINATE EXACT LOCATION OF REINFORCEMENT SUCH THAT IT WILL NOT INTERFERE

WITH SUCH DRILLING.

3 EXECUTION

3.1 INSTALLATION

A. WORK INCLUDED: MECHANICAL ANCHORS FOR CONNECTING WOOD AND STEEL MEMBERS TO

CONCRETE. TYPES OF FASTENERS INCLUDED ARE:

1. ADHESIVE ANCHORS

2. EXPANSION ANCHORS

3. POWDER ACTUATED FASTENERS

B. CAST IN PLACE ANCHOR BOLTS ARE SPECIFIED UNDER STRUCTURAL STEEL

CONCRETE ANCHORS

1 GENERAL

1.1 DESCRIPTION

A. HILTI PRODUCT TECHNICAL GUIDE

B. SIMPSON STRONG-TIE TECHNICAL GUIDE

C. RAMSET/RED HEAD TECHNICAL GUIDE

1.2 REFERENCES

A. NOT REQUIRED IF SPECIFIED PRODUCT IS USED.

B. IF ANY PRODUCT(S) OTHER THAN THE SPECIFIED PRODUCT(S) IS/ARE PROPOSED SUBMITTALS

MUST BE RECEIVED AND APPROVED PRIOR TO THEIR USE. THESE SUBMITTALS MUST INCLUDE

THE FOLLOWING INFORMATION:

1. AN ANCHOR BY ANCHOR LISTING OF THE PROPOSED ANCHORS AND WHAT SPECIFIED

ANCHOR EACH PROPOSED ANCHOR IS REPLACING.

2. ICBO REPORT NUMBERS FOR ALL PROPOSED ANCHORS.

3. EVIDENCE THAT THE RATED CAPACITY OF THE PROPOSED ANCHOR IS EQUAL OR GREATER

THAN THE SPECIFIED ANCHOR.

4. ANY DIFFERENCES IN HOLE DEPTH, SPACING, EDGE DISTANCE, END DISTANCE OR

INSTALLATION METHOD WHICH ARE REQUIRED BY THE PROPOSED PRODUCT.

5. SPECIAL INSPECTION REQUIREMENTS IF DIFFERENT FROM SPECIFIED PRODUCT.

1.3 SUBMITTALS

A. SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC CHAPTER 17 ARE REQUIRED FOR:

1. ALL EPOXY ANCHORS

2. EXPANSION ANCHORS WHERE SHOWN ON PLANS

3. POWDER ACTUATED FASTENERS WHERE SHOWN ON PLANS

1.4 QUALITY ASSURANCE

A. EXPANSION ANCHORS

1. HILTI KWIK-BOLT II

2. SIMPSON STRONG-TIE SLEEVE ALL

3. RAMSET/RED HEAD TRUBOLT

B. ADHESIVE ANCHORS

1. HILTI HIT EPOXY ADHESIVE

2. SIMPSON STRONG-TIE ET EPOXY ADHESIVE

3. SIMPSON STRONG-TIE SET EPOXY ADHESIVE

4. RAMSET/RED HEAD C6 EPOXY ADHESIVE

2 PRODUCTS

2.1 MATERIALS

A. ALTERNATE ANCHORS MAY BE SUBSTITUTED SUBJECT TO THE FOLLOWING CONDITIONS:

1. PROPOSED PRODUCT MUST BE SAME TYPE OF ANCHOR AS THE SPECIFIED PRODUCT (I.E.

EXPANSION ANCHORS MAY NOT BE SUBSTITUTED WHERE ADHESIVE ANCHORS ARE SHOWN.)

2. DIAMETER FOR EXPANSION ANCHORS AND ADHESIVE ANCHORS MUST BE THE SAME AS THE

DIAMETER SHOWN ON THE PLANS.

3. PROPOSED PRODUCT MUST HAVE A CURRENT ICBO REPORT LISTING WHICH COVERS THE

SPECIFIC APPLICATION FOR WHICH THE PRODUCT IS BEING USED.

4. CAPACITIES, AS SHOWN IN THE ICBO REPORT, MUST BE EQUAL OR GREATER THAN THE

VALUES FOR THE SPECIFIED PRODUCT.

5. SUBMITTALS, AS DESCRIBED IN SECTION 1.3 ABOVE MUST BE APPROVED PRIOR TO THE USE

OF ALTERNATE MATERIALS ON THE JOB.

2.2 ALTERNATE MANUFACTURERS

A. DO NOT INSTALL ANY DRILLED IN CONCRETE ANCHORS UNTIL CONCRETE HAS CURED FOR AT

LEAST 10 DAYS.

B. MAINTAIN PROPER EDGE DISTANCES AS REQUIRED BY THE MANUFACTURER AND AS SHOWN ON

THE PLANS.

3 EXECUTION

3.1 INSTALLATION - GENERAL

A. INSTALL ACCORDING TO MANUFACTURERS INSTRUCTIONS AND CURRENT ICBO REQUIREMENTS.

3.2 INSTALLATION - EXPANSION ANCHORS

A. INSTALL ACCORDING TO MANUFACTURERS INSTRUCTIONS AND CURRENT ICBO REQUIREMENTS.

3.3 INSTALLATION - ADHESIVE ANCHORS

A. INSTALL ACCORDING TO MANUFACTURERS INSTRUCTIONS AND CURRENT ICBO REQUIREMENTS.

3.4 INSTALLATION - POWDER ACTUATED FASTENERS

A. CONCRETE PROPORTIONS: CONCRETE SHALL BE STONE CONCRETE COMPOSED OF CEMENT, FINE

AGGREGATE, COARSE AGGREGATE AND WATER.

B. DESIGN: PREPARE THE DESIGNS OF MIXES FOR EACH CLASS OF CONCRETE SPECIFIED TO BE USED.

DESIGN CONCRETE MIXES IN ACCORDANCE WITH IBC STANDARD 19-3 TO PRODUCE THE

STRENGTH FOR EACH TYPE OF CONCRETE WITH THE SLUMPS AND MAXIMUM SIZES OF

COURSE AGGREGATE SPECIFIED. COMPRESSIVE STRENGTH, MAXIMUM WATER CONTENT AND

MAXIMUM SLUMP SHALL BE AS FOLLOWS:

1. CONCRETE, UNLESS OTHERWISE SPECIFIED:

(A). COMPRESSIVE STRENGTH AT 28 DAYS: 4,500 PSI

(B). MINIMUM CEMENT CONTENT: 61

2 SACK PER CUBIC YARD

(C). MAXIMUM SLUMP: 4 INCH

2. AIR ENTRAINMENT:

(A). FOR ALL EXPOSED CONCRETE: 4% TO 7%

(B). FOR ALL OTHER CONCRETE: NOT REQUIRED

C. TESTING

1. TESTING AND ANALYSIS OF CONCRETE WILL BE PERFORMED BY ENGINEER'S

REPRESENTATIVE.

2. CONCRETE TESTING IS REQUIRED EVEN WHEN SPECIAL INSPECTION IS NOT REQUIRED.

3. PERFORM THE FOLLOWING TESTS WHENEVER TESTING IS REQUIRED:

(A). SLUMP TEST PER ASTM C143

(B). CAST FOUR CONCRETE CYLINDERS

(C). AIR ENTRAINMENT TEST, WHERE AIR ENTRAINED CONCRETE IS

REQUIRED

4. FREQUENCY OF TESTS

(A). NOT LESS THAN ONCE PER DAY

(B). NOT LESS THAN ONCE PER 150 CUBIC YARDS OF CONCRETE IN A GIVEN

DAY

(C). NOT LESS THAN ONCE PER 5000 SQUARE FEET OF SLAB OR WALL AREA

5. LAB CURE ALL SAMPLES. PROTECT SAMPLES FROM ADVERSE WEATHER CONDITIONS.

6. TEST CYLINDERS AT THE FOLLOWING DATES:

(A). ONE BREAK AT 7 DAYS

(B). TWO BREAKS AT 28 DAYS

(C). HOLD ONE CYLINDER IN CASE OF PROBLEMS WITH 28 DAY

BREAK

7. SEND COPIES OF REPORT TO THE OWNER'S REPRESENTATIVE, THE CONTRACTOR, AND THE

ENGINEER

D. WEATHER REQUIREMENTS:

1. COLD WEATHER: CONFORM TO ACI 306. PROCEDURES FOR PLACING AND PROTECTING

CONCRETE WORK DURING FREEZING WEATHER BY ENGINEER'S APPROVAL ONLY. ASSUME

ALL RISKS FOR CONCRETE WORK DURING FREEZING WEATHER. REMOVE AND REPLACE

FROZEN CONCRETE AT CONTRACTOR'S EXPENSE. KEEP ABOVE FREEZING POINT UNTIL

THOROUGHLY SET. USE NO ADMIXTURES TO PREVENT FREEZING WITHOUT PRIOR

APPROVAL.

2. HOT WEATHER: CONFORM TO ACI 305. TEMPORARILY DISCONTINUE PLACEMENT WHEN, IN

THE OPINION OF ENGINEER'S REPRESENTATIVE, CLIMATIC CONDITIONS OF SUN, HEAT,

WIND, OR HUMIDITY PREVENT PROPER PLACEMENT, CONSOLIDATION OR FINISHING. USE OF

APPROVED RETARDANT ADMIXTURE SHALL BE PROVIDED AT NO ADDITIONAL CHARGE TO

THE OWNER IF, IN THE OPINION OF THE ENGINEER, CLIMATIC CONDITIONS SO INDICATE.

E. FIBER REINFORCED CONCRETE

1. WHERE FIBER REINFORCED CONCRETE IS USED ON THE PROJECT A DELIVERY TICKET,

SIGNED BY THE WEIGHMASTER, SHALL BE AVAILABLE TO THE ENGINEER'S REPRESENTATIVE

UPON REQUEST.

2. THE DELIVERY TICKET SHALL INCLUDE, IN ADDITION TO THE ITEMS NOTED IN SECTION OF

ASTM C94, THE TYPE AND AMOUNT OF FIBERS ADDED TO THE CONCRETE MIX.

CAST IN PLACE CONCRETE CONT'D

1 GENERAL

1.4 QUALITY ASSURANCE

A. PORTLAND CEMENT: TYPE I OR II LOW ALKALI PCC THAT CONFORMS TO ASTM C-150

B. CONCRETE AGGREGATES: CONFORM TO ASTM C-33. 34" MAXIMUM SIZE FOR EXPOSED CONCRETE.

2" MAXIMUM SIZE FOR FOOTINGS.

C. WATER: CLEAN AND FREE OF SUBSTANCES HARMFUL TO CONCRETE

D. GROUTING: NON-SHRINK, PRE-MIXED GROUT. MASTER BUILDERS, SONNEBORN, FOSROC, OR

EQUAL. CONFORM TO ASTM C-1107

E. WATER REDUCING ADMIXTURE

1. MID-RANGE WATER REDUCING ADMIXTURE

2. NO CALCIUM CHLORIDE

3. ASTM C-494, TYPE A ADMIXTURE

F. AIR ENTRAINING ADMIXTURES FOR CONCRETE: CONFORM TO ASTM C-260

G. LIQUID MEMBRANE-FORMING COMPOUNDS FOR CURING CONCRETE: CONFORM TO ASTM C-309.

PROVIDE SEI GCC-300 OR APPROVED.

H. LIQUID MEMBRANE-FORMING COMPOUNDS HAVING SPECIAL PROPERTIES FOR CURING AND

SEALING CONCRETE: CONFORM TO ASTM C-1315. PROVIDE ONLY VOC COMPLIANT

MATERIALS.

I. EXPANSION JOINT MATERIAL: PREFORMED, NON-EXTRUDING RESILIENT FILLER SATURATED WITH

BITUMINOUS MATERIALS HAVING PRESERVATIVE CHARACTERISTICS. BURKE FIBER EXPANSION

JOINT OR APPROVED EQUAL. 12' THICKNESS UNLESS OTHERWISE NOTED ON PLANS.

J. CONCRETE BONDING AGENT: FOX INDUSTRIES FX-752 OR APPROVED BY ENGINEER

2 PRODUCTS

2.1 MATERIALS

A. NOTIFY ENGINEER IN AMPLE TIME FOR ON SITE OBSERVATIONS OF REINFORCING STEEL

PLACEMENT BEFORE POURING CONCRETE. MINIMUM 72 HOURS.

B. EXAMINE AREA SCHEDULED TO RECEIVE CONCRETE MIX FOR CONDITIONS THAT WILL ADVERSELY

AFFECT EXECUTION, PERMANENCE OR QUALITY OF WORK AS FOLLOWS:

1. FORMWORK ERECTED AND CLEAN

2. REINFORCEMENT PLACED CORRECTLY INTO POSITION

3. WATER, SNOW AND ICE REMOVED FROM FORMS

3 EXECUTION

3.1 PERIODIC ON SITE OBSERVATION

CAST IN PLACE CONCRETE CONT'D

A. ADD FIBROUS CONCRETE REINFORCEMENT TO CONCRETE MATERIALS AT THE TIME CONCRETE IS

BATCHED IN AMOUNTS AS STATED SECTION 2.2(C)

B. MIX BATCHED CONCRETE IN STRICT ACCORD WITH FIBROUS CONCRETE REINFORCEMENT

MANUFACTURER'S INSTRUCTION AND RECOMMENDATIONS FOR UNIFORM AND COMPLETE

DISPERSION

C. PROVIDE CONCRETE MEETING REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE AND ALL

SUPPLEMENTS AS ADOPTED BY THE MOST RECENT REPORT OF THE INTERNATIONAL CONGRESS

OF BUILDING OFFICIALS

D. PROVIDE THE SERVICES OF A QUALIFIED TECHNICAL REPRESENTATITVE TO INSTRUCT THE

CONCRETE SUPPLIER IN PROPER BATCHING AND MIXING OF MATERIALS TO BE PROVIDED, AS

REQUIRED.

3.2 FIBROUS REINFORCEMENT

A. CONCRETE TRANSPORT: MOVE FROM PLANT TO JOB SITE AS RAPIDLY AS PRACTICAL. CONTACT ENGINEER FOR APPROVAL IF TRAVEL TIME BETWEEN PLANT AND PROJECT WILL EXCEED 1 HOUR OF TIME. AVOID SEPARATION OR LOSS OF INGREDIENTS. MAXIMUM CLEAR DROP 5 FEET; 12 FEET IF

TREMIE IS USED.

B. VIBRATION OF CONCRETE: COMPACT WITH MECHANICAL VIBRATORS. DO NOT USE FOR

TRANSPORTING CONCRETE. PROVIDE A SPARE VIBRATOR AT JOB SITE DURING ALL CONCRETE

POURS.

C. BONDING AND GROUTING: BEFORE DEPOSITING NEW CONCRETE ON OR AGAINST CONCRETE WHICH HAS SET, THOROUGHLY CLEAN AND ROUGHEN SURFACES, REMOVING LAITANCE, LOOSE PARTICLES

AND FOREIGN MATTER

D. FLOOR LEVELS: SCREED TO TRUE LEVELS OF SLOPES, FURNISH TOLERANCE AT SURFACE OF CONCRETE PLUS OR MINUS 18" IN 10 FEET NOT TO EXCEED 38" PLUS OR MINUS, OVER ENTIRE AREA. FINISH

FLOOR PATCHING SHALL BE FLUSH WITH EXISTING CONCRETE.

E. MECHANICAL SCREEDS ARE PERMITTED

F. POUR RETAINING WALLS IN SECTIONS NOT TO EXCEED 24'. PROVIDE 12" EXPANSION JOINT MATERIALS

BETWEEN POURS.

G. CONSTRUCTION JOINTS SHALL BE PLACED FOR EVERY 2000SF OF SLAB POUR. CONTROL JOINTS SHALL

BE PLACED EVERY 600SF OF SLAB POUR. SEE DETAILS IN PLANS FOR JOINT CONSTRUCTION.

H. DURING CURING PERIOD, THE CONCRETE SHALL BE PROTECTED FROM DAMAGING MECHANICAL

DISTURBANCES, SUCH AS LOAD STRESSES, HEAVY SHOCK, AND EXCESSIVE VIBRATION.

3.3 INSTALLATION

A. DO NOT BACKFILL CONCRETE WALLS UNTIL CONCRETE HAS REACHED 100% OF DESIGN STRENGTH

AND MINIMUM 96 HOURS.

B. BACKFILL THAT DOES NOT EXCEED TWO FEET HIGHER ON ONE SIDE THAN THE OTHER IS

PERMITTED AFTER 72 HOURS.

3.4 BACKFILLING

A. PROVIDE FINISHED AS FOLLOWS:

1. VERTICAL EXPOSED CONCRETE: SMOOTH FORM FINISH. FILL ALL HOLES GREATER THAN 14"

IN ANY DIMENSION. REMOVE ALL FINS, PROJECTIONS AND FORM MARKS. PROVIDE

CONCRETE SMOOTH TO THE TOUCH WITHIN THE FISHWAY.

2. SLABS: DENSE SMOOTH STEEL TROWEL FINISH.

B. AFTER FORM TIE REMOVAL, FILL HOLES WITH STANDARD GROUT MIXED AS DRY AS FEASIBLE, RAM

SOLID AND RUB SMOOTH.

C. SLOPE ALL EXTERIOR WALKS AND SLABS A MINIMUM 18" PER FOOT ACROSS WIDTH TO DRAIN.

D. DEFECTS IN POURED-IN-PLACE CONCRETE WORK: CORRECT AGGREGATE POCKETS,

HONEYCOMBING OR OTHER DEFECTS BY PATCHING AND SACKING TO SATISFACTION OF

ENGINEER OR ENGINEERS REPRESENTATIVE, IMMEDIATELY FOLLOWING FORM REMOVAL. COAT

WITH CONCRETE BONDING AGENT BEFORE PATCHING.

E. ALL EXPOSED CONCRETE: GRIND OFF ALL FINS AND PROJECTIONS. SURFACES SHOULD BE TRUE, SMOOTH AND EVEN.

3.5 CONCRETE FINISHING

A. CURE BY MOISTENING ALL CONCRETE SURFACES. KEEP MOIST FOR 7 DAYS. USE FOG SPRAY

CONTINUOUSLY WHEN TEMPERATURES EXCEED 80°F.

B. CURING COMPOUNDS ARE PERMITTED. SUBMIT TO ENGINEER FOR APPROVAL PRIOR TO USE.

3.6 CURING

A. REMOVE AND REPLACE, AT CONTRACTOR'S EXPENSE, WHEN DIRECTED BY THE ENGINEER, ANY

WORK JUDGED BY THE ENGINEER TO BE IN NON-COMPLIANCE WITH THESE SPECIFICATIONS.

3.7 DEFECTIVE WORK

STRUCTURAL STEEL

1 GENERAL

A. WORK INCLUDED: STRUCTURAL STEEL FRAMING MEMBERS, STEEL SUPPORT MEMBERS, AND

MISCELLANEOUS STEEL CONNECTIONS AND SUPPORTS WITH REQUIRED BRACING, WELDS,

FASTENERS, GUARDRAILS/HANDRAILS, AND GRATING.

1.1 DESCRIPTION

A. ASTM A36 - STANDARD SPECIFICATION FOR CARBON STRUCTURAL STEEL

B. ASTM A53 - STANDARD SPECIFICATION FOR PIPE, STEEL, BLACK AND HOT DIPPED, ZINC-COATED

WELDED AND SEAMLESS

C. ASTM A 123/123M - SPECIFICATION FOR ZINC (HOT-DIP GALVANZIED) COATINGS ON IRON AND

STEEL PRODUCTS

D. ASTM A153/153M - SPECIFICATION FOR ZINC COATING (HOT-DIP GALVANIZED) ON IRON AND

STEEL HARDWARE

E. ASTM A307 - STANDARD SPECIFICATION FOR CARBON STEEL BOLTS AND STUDS, 60,000 PSI

TENSILE STRENGTH

F. ASTM A325 - STANDARD SPECIFICATION FOR HIGH STRENGTH BOLTS FOR STRUCTURAL STEEL

JOINTS

G. ASTM F436 - STANDARD SPECIFICATION FOR HARDENED STEEL WASHERS

H. ASTM A500 - STANDARD SPECIFICATION FOR COLD-FORMED WELDED AND SEAMLESS CARBON

STEEL STRUCTURAL TUBING IN ROUNDS AND SHAPES

I. ASTM A501 - STANDARD SPECIFICATION FOR HOT-FORMED WELDED AND SEAMLESS CARBON

STEEL STRUCTURAL STEEL TUBING

J. ASTM A572 - STANDARD SPECIFICATION FOR HIGH STRENGTH, LOW-ALLOY,

COLUMBIUM-VANADIUM STEELS OF STRUCTURAL QUALITY

K. ASTM F593 - STANDARD SPECIFICATION FOR STAINLESS STEEL BOLTS, HEX CAP SCREWS, AND

STUDS

L. ASTM F594 - STANDARD SPECIFICATION FOR STAINLESS STEEL NUTS

M. ASTM A 992 - STANDARD SPECIFICATION FOR STEEL FOR STRUCTURAL SHAPES FOR USE IN

BUILDING FRAMING

N. RCSC - RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS - SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS

O. AWS - ANSI/AWS D1.1 - STRUCTURAL WELDING CODE

P. AISC - AMERICAN INSTITUTE FOR STEEL CONSTRUCTION - SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS

1.2 REFERENCES

CAST-IN-PLACE CONCRETE

A. WORK INCLUDED: ALL CAST-IN-PLACE CONCRETE INCLUDING FOOTINGS, SLABS, COLUMNS,

BEAMS, SIDEWALKS AND CURBS AND ALL EQUIPMENT TO INSTALL INDICATED ITEMS.

1 GENERAL

1.1 DESCRIPTION

A. INTERNATIONAL BUILDING CODE, CURRENT EDITION, CHAPTER 19

B. INTERNATIONAL BUILDING CODE STANDARD 19-3, READY-MIX CONCRETE (BASED ON ASTM C94) C. ASTM 211 - STANDARD RECOMMENDED PRACTICE FOR SELECTING PROPORTIONS OF CONCRETE

D. AMERICAN CONCRETE INSTITUTE, HOT WEATHER CONCRETING (ACI 305)

E. AMERICAN CONCRETE INSTITUTE, COLD WEATHER CONCRETING (ACI 306)

1.2 REFERENCES

A. SUBMIT MIX DESIGNS TO THE ENGINEER AT LEAST 14 DAYS PRIOR TO FIRST SCHEDULED

CONCRETE PLACEMENT.

B. SUBMIT SEPARATE MIX DESIGN FOR EACH TYPE OF CONCRETE TO BE USED ON THE PROJECT.

C. MIX DESIGNS MUST INCLUDE THE FOLLOWING:

1. BATCH WEIGHTS PER CUBIC YARD FOR CEMENT, AGGREGATES AND WATER

2. MANUFACTURER, PRODUCT AND AMOUNT PER CUBIC YARD FOR EACH ADMIXTURE

3. MAXIMUM WATER/CEMENT RATIO

4. MANUFACTURER, PRODUCT AND WEIGHT PER CUBIC YARD FOR FIBROUS REINFORCEMENT,

WHERE USED

5. SUPPLIER'S MIX NUMBER

6. RECORD OF 30 PAST CYLINDER BREAKS FOR THE MIX BEING USED INDICATING PAST

SUCCESSFUL STRENGTH PERFORMANCE IN ACCORDANCE WITH IBC 1905. REQUIRED

AVERAGE STRENGTH MUST EXCEED THE DESIGN STRENGTH BY THE AMOUNTS GIVEN IN IBC

1905.

D. SUBMIT DELIVERY TICKET IN ACCORDANCE WITH ASTM C94 SECTION 16. ALL INFORMATION LISTED IN C94 SUBSECTION 16.1, 16.2.7, AND 16.2.8, AND QUANTITY OF WATER ADDED BY

THE TRUCK OPERATOR FROM THE MIXING TANK, SHALL BE FURNISHED ON THE DELIVERY

TICKET.

1.3 SUBMITTALS

A. FIBROUS REINFORCEMENT SHALL BE USED IN AREAS SHOWN ON PLANS.

B. FIBROUS REINFORCEMENT SHALL BE POLYPROPYLENE FIBERS AS PRODUCED BY FIBER MESH

COMPANY. PROVIDE FIBER MESH 300 FOR USE IN BATCH MIX.

C. RATE OF ADDITION OF FIBERS SHALL BE 1.5LB/CU YD UNLESS A DIFFERENT AMOUNT IS APPROVED

BASED ON SUBMITTAL INFORMATION.

2.2 FIBROUS REINFORCEMENT

A. ALL CONCRETE TO BE PLANT MIX BY A FIRM REGULARLY ENGAGED IN PLANT MIXING AND

DELIVERY.

B. MIX AND DELIVER IN ACCORDANCE WITH REQUIREMENTS OF ASTM C94 (READY MIXED

CONCRETE) OR ASTM C685 (CONCRETE MADE BY VOLUMETRIC BATCHING AND CONTINUOUS

MIXING).

2.3 MIXES

A. CONDUITS AND PIPES SHALL NOT BE PASSED THROUGH STRUCTURAL MEMBERS EXCEPT WHERE

DETAILED ON THE DRAWINGS. EXCEPT WHERE DETAILED ON THE DRAWINGS OR APPROVED BY

THE ENGINEER, NO REINFORCEMENT SHALL BE DISPLACED OR CUT TO PROVIDE CLEARANCE

FOR PENETRATIONS, INSERTS, OR EMBEDMENTS.

3.8 INSETS, EMBEDMENTS, ETC.

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STRUCTURAL STEEL

1 GENERAL

A. SHOP DRAWINGS: SUBMIT SHOP DRAWINGS FOR APPROVAL 14 DAYS PRIOR TO BEGINNING

FABRICATION. INCLUDE THE FOLLOWING INFORMATION ON SHOP DRAWINGS:

1. SIZES, SHAPES, WEIGHT OF EACH PIECE AND DIMENSION OF ALL MATERIALS USED.

2. FABRICATION DETAILS.

3. DETAILS OF ALL WELDED AND BOLTED CONNECTIONS.

B. CERTIFICATIONS: SUBMIT MILL TEST REPORTS CERTIFYING THE MATERIALS MEET THE

REFERENCED ASTM SPECIFICATIONS:

1. STRUCTURAL SHAPES AND PLATES

2. BOLTS, NUTS AND WASHERS

C. SUBMIT WELDER CERTIFICATION PAPERS FOR ALL WELDERS DOING FIELD WELDING. SUBMIT

LETTER FROM MANUFACTURER STATING ALL OFFSITE FABRICATION IS DONE BY CERTIFIED

WELDERS.

D. SUBMIT REPORTS FROM SPECIAL INSPECTOR TO CONTRACTOR AND ENGINEER AS THEY ARE

GENERATED.

1.3 SUBMITTALS

A. PROVIDE SPECIAL INSPECTION FOR ALL WELDING IN ACCORDANCE WITH IBC CHAPTER 17.

B. SPECIAL INSPECTION IS REQUIRED FOR ALL WELDING REGARDLESS OF WHETHER IT IS PERFORMED

IN THE FIELD OR IN THE SHOP.

C. PROVIDE NON-DESTRUCTIVE TESTING FOR WELDED CONNECTIONS BETWEEN THE PRIMARY

MEMBERS OF MOMENT FRAMES IN ACCORDANCE WITH IBC SECTION 1703. AS A MINIMUM

THIS TESTING MUST INCLUDE:

1. PROVIDE ULTRASONIC TESTING FOR ALL COMPLETE PENETRATION GROOVE WELDS IN

JOINTS AND SPLICES.

2. FOR COMPLETE PENETRATION GROOVE WELDS ON MATERIAL LESS THAN

16"

CONTINUOUS INSPECTION IS REQUIRED BUT ULTRASONIC TESTING IS NOT.

1.4 QUALITY ASSURANCE

2 PRODUCTS

A. WIDE FLANGE BEAMS - ASTM A992, GRADE 50

B. CHANNELS, ANGLES AND PLATES - ASTM A36

C. COVER PLATES AT MOMENT CONNECTIONS - ASTM…