B. 08. IFB Atch 2 - DDJC TRACY W16-B COLUMN REPAIRS_Structural Drawings_BCOES comments inc.pdf

1. THE FOLLOWING STRUCTURAL COMPONENTS REQUIRE A DEFERRED SUBMITTAL PREPARED BY

THE CONTRACTOR: STEEL FABRICATION SHOP DRAWINGS WITH CONTRACTOR FIELD

MEASUREMENTS FOR EACH REPAIR LOCATION. CONCRETE MIX DESIGN SUBMITTAL, CONCRETE

TRUCK DELIVERY TICKETS, CONTRACTOR SUPPLIED QUALITY ASSURANCE PLAN TO MEET

CONCRETE SPECIFIED MATERIAL STRENGTHS WITH LAB TEST RESULTS FOR 28 DAY STRENGTH.

2. DEFERRED SUBMITTALS CALLED OUT WILL BE SUBMITTED TO THE DESIGNER OF RECORD FOR

REVIEW AND COORDINATION, WITH APPROPRIATE QC SPECIAL INSPECTION TESTING.

SUBMITTAL ITEMS CALLED OUT "DESIGNED BY OTHERS" MUST BE DESIGNED, SIGNED AND

SEALED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION WHERE

WORK IS BEING PERFORMED.

3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION AND

SHALL NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY DISCREPANCIES. DIMENSIONS

SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY TEMPORARY BRACING DURING

CONSTRUCTION.

5. SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES

AND TYPICAL DETAILS.

6. OPENINGS, POCKETS, ETC. LARGER THAN 6" SHALL NOT BE PLACED IN CONCRETE SLABS,

DECKS, WALLS, ETC. UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR

APPROVED BY THE CONTRACTING OFFICER.

7. LOADS DUE TO CONSTRUCTION MATERIALS PLACED ON FLOORS OR ROOF SHALL NOT EXCEED

THE DESIGN LIVE LOADS.

8. FINISHED FLOOR ELEVATION 0'-0" ON THE STRUCTURAL DRAWINGS IS FOR REFERENCE ONLY, REFER TO THE CIVIL DRAWINGS FOR ACTUAL ELEVATION.

9. DO NOT EMBED ANY ITEMS NOT SHOWN ON ALL STRUCTURAL PLANS IN STRUCTURAL

CONCRETE WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER.

10. ALL EQUIPMENT ANCHOR BOLTS SHALL BE SET WITH TEMPLATES. THE CONTRACTOR SHALL

VERIFY SIZES, DIMENSIONS, AND LOCATIONS OF ALL EQUIPMENT ANCHOR BOLTS.

11. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, DUCTS, ETC. WITHOUT THE APPROVAL

OF THE CONTRACTING OFFICER.

12. DETAILS WHICH ARE NOT SHOWN WILL CONFORM, IN GENERAL, TO DETAILS OF SIMILAR

CONSTRUCTION SHOWN ELSEWHERE ON THE DRAWINGS.

GENERAL NOTES

MATERIAL PROPERTIES

CONCRETE: W/C RATIO NOT TO EXCEED 0.45

FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f'c = 4500 PSI SLAB-ON-GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f'c = 4000 PSI

REINFORCING STEEL: (ASTM A615 AND ASTM A706) . . . . . . . . . . . . . . . . . . Fy = 60 KSI

STRUCTURAL & MISC. STEEL:

MISC. STEEL ASTM A 36 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Fy=36 KSI HOLLOW STRUCTURAL SECTION ASTM A500, GRADE B. . . . . . . . . . . . . . . . Fy=46 KSI STRUCTURAL STEEL ASTM A 992 . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . Fy=50 KSI

LIGHT GAGE COLD-FORMED STEEL:

43 MIL AND LIGHTER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Fy=33 KSI 54 MIL AND HEAVIER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Fy=50 KSI

BOLTS:

IN CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F1554 GR. 36 IN STRUCTURAL STEEL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A-325

ASTM A-490

IN COLD FORMED STEEL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A-307

SOILS: DESIGN VALUES:

ALLOWABLE SOIL BEARING PRESSURE:

COMPACTED FILL SOILS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3000 PSF

1/3 INCREASE PERMITTED FOR COMBINATIONS

WITH WIND OR SEISMIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3500 PSF

PASSIVE SOIL COEFFICIENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.00 ACTIVE SOIL COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.35 SEISMIC ACTIVE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.15g SOIL FRICTION ANGLE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 DEG

COEFFICIENT OF FRICTION: CONCRETE ON BASE . . . . . . . . . . . . . . . . . 0.35

W/ VAPOR BARRIER . . . . . . . . . . . . . . . . . . . . . 0.20

FOUNDATION & EARTHWORK NOTES

DESIGN CRITERIA & LOADING

UFC 1-200-01 DOD BUILDING CODE, GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 STRUCTURAL ENGINEERING

2018 INTERNATIONAL BUILDING CODE

LIVE LOADS

ROOF: (REDUCIBLE) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF

FLOOR:

SLAB-ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150 PSF

GROUND SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 PSF

WIND LOAD

(ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES)

BASIC WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93 MPH EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C

SEISMIC LOAD

(ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES)

SITE LOCATION: LAT: 37.715305°, LONG: -121.390813°

RISK CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.098 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.386 g Sds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.878 g Sd1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.492 g SITE CLASSIFICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D ANALYSIS METHOD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ELF

LATERAL FORCE RESISTING SYSTEM

ORDINARY REINFORCED CONCRETE SHEAR WALLS (1968 ASBUILTS PRE-CAST CONCRETE PANEL

WALLS, CAST-IN-PLACE CONC. COLUMNS & FOOTINGS)

R = 4.0 OMEGA = 2.5 Cd = 4.0 RHO = 1.3 BASE SHEAR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V = CS*W=0.0386 x W

(ULT.)

ASD =(ULT./1.5) PER AISC 16 V = 0.026 x W (ASD)

CONCRETE NOTES

1. CONCRETE SHALL BE PER SPECIFICATIONS ON DRAWINGS, WITH SPECIFIED TESTING

PROCEDURES AND SPECIAL INSPECTIONS.

A. CONTRACTOR SHALL SUBMIT MIX DESIGNS AND ASSOCIATED TESTING DATA .

B. WEATHER PROTECTION FOR CAST-IN-PLACE CONCRETE SHALL BE PER EXECUTION

NOTE REFFERENCES FOR COLD WEATHER, AND FOR HOT WEATHER.

C. FRESHLY DEPOSITED CONCRETE IS TO BE PROTECTED FROM PREMATURE DRYING

AND EXCESSIVE HOT OR COLD TEMPERATURES. CURING AND PROTECTION

PROCEDURES ARE OUTLINED IN THE EXECUTION NOTE REFFERENCES.

D. FIELD QUALITY CONTROL AND TESTING REQUIREMENTS ARE REQUIRED.

2. CLEAN AND ROUGHEN CONSTRUCTION JOINTS, WET FORMS AND SUBGRADE, PRIOR TO

PLACING CONCRETE. NEW TO CURED CONCRETE PLACEMENT SHALL HAVE DUST FREE

CLEAN SATURATED SURFACE DRY MOISTEN THE CURED CONCRETE WITH ROUGHENED

SURFACE WHERE SPECIFIED, NO PONDED WATER PERMITTED.

3. CHAMFER ALL EXPOSED CORNERS OF CAST-IN-PLACE CONCRETE 3/4", UNLESS OTHERWISE

NOTED.

4. REINFORCED BAR LAP SPLICES SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-19).

5. MINIMUM COVER FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE

PROVISIONS OF THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI

318-19).

6. REINFORCEMENT SPACING SHOWN ARE CENTER TO CENTER OF BARS. REINFORCEMENT IS

CONTINUOUS, UNLESS NOTED OTHERWISE.

7. WELDING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE

AWS STRUCTURAL WELDING CODE, D1.4 AND SHALL BE CONTINUOUSLY INSPECTED. ALL

REINF. TO BE WELDED SHALL BE ASTM A706 GR. 60, U.N.O. IN THE DRAWING SET.

8. ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS SHALL BE

SECURED IN POSITION PRIOR TO PLACING CONCRETE.

9. ALL BENDS IN REINFORCING BARS SHALL BE MADE WITHOUT HEATING THE BARS.

10. TYPICAL SPACING OF TEMPERATURE STEEL IN CONCRETE SLABS MAY BE ADJUSTED UP TO

6" TO AVOID INTERFERENCES WITH EMBEDDED ITEMS.

11. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL CONDUITS IN CONCRETE. CORING OF

CONCRETE OR CUTTING OF ANY BARS IS NOT PERMITTED WITHOUT THE APPROVAL OF THE

CONTRACTING OFFICER. NO ELECTRICAL CONDUIT SHALL BE PLACED IN THE SLAB-ON-

GRADE SECTION.

12. ANY CONCRETE NOT FORMED AS SHOWN OR NOT TRUE TO THE INTENDED LINES, GRADES,

OR TOLERANCES, OR THAT HAS ROCK POCKETS, VOIDS OR EMBEDDED DEBRIS, SHALL BE

DEEMED DEFECTIVE. DEFECTIVE WORK IS TO BE REMOVED AND REPLACED WITH

CONFORMING WORK, OR WITH APPROVAL OF THE DOR AND CONTRACTING OFFICER,

REPAIRED TO SATISFACTION.

13. SLAB SHRINKAGE CRACKS, EDGE CURLS, OR SURFACES OUT OF TOLERANCE ARE DEFECTS

WHICH ARE TO BE REPAIRED OR REPLACED.

14. THE CONTRACTOR SHALL BE STRICTLY PROHIBITED FROM USING CONTRACT DRAWINGS AS

SHOP DRAWINGS.

STRUCTURAL STEEL NOTES

1. PRIOR TO WELDING OR PAINTING STEEL. MECHANICALLY WIRE BRUSH STEEL PER SSPC-SP 3

POWER TOOL CLEANING TO NEAR-WHITE METAL WITH THE SURFACE TO BE FREE OF ALL

PAINT, VISIBLE OIL, GREASE, DUST, DIRT, MILL SCALE, RUST, COATING, OXIDES, CORROSION

PRODUCTS, AND OTHER FOREIGN MATTER WHEN VIEWED WITHOUT MAGNIFICATION.

2. FIELD SNUG JAMB NUTS TO 100 FT-LBS MIN.

3. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH

THE PROVISIONS OF THE AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,

AND AISC 341-16 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.

4. ALL STEEL STRUCTURAL MEMBERS AND FASTENERS ARE TO CONFORM TO AISC THE

STANDARDS AND THE SPECIFICATIONS ON DRAWINGS

5. STRUCTURAL STEEL BOLT BEARING TYPE-CONNECTIONS ARE DESIGNED WITH THE THREADS

INCLUDED IN THE SHEAR PLANE, UNLESS OTHERWISE NOTED.

6. ALL CONNECTIONS SHALL BE DETAILED ACCORDING TO AISC PUBLICATION "DETAILING FOR

STEEL CONSTRUCTION."

7. ALL EXTERIOR STRUCTURAL STEEL AND CONNECTORS PERMANENTLY EXPOSED TO

WEATHER SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION. GALVANIZING FOR IRON AND

STEEL PRODUCTS SHALL CONFORM TO ASTM A 123. GALVANIZING FOR IRON AND STEEL

HARDWARE SHALL CONFORM TO ASTM A 153. ALL AREAS DAMAGED, UNCOATED OR

WELDED AFTER HOT-DIP GALVANIZING SHALL BE REPAIRED PER ASTM A 780.

8. STEEL FABRICATOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL AND

STRUCTURAL DRAWINGS.

9. SUBMIT SHOP DRAWINGS TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO

FABRICATION OR INSTALLATION OF STEEL OR ACCESSORIES.

10. STRUCTURAL STEEL SHALL BE DELIVERED TO THE JOB SITE FREE OF EXCESSIVE RUST, MILL

SCALE, GREASE, AND OTHER DELETERIOUS SUBSTANCES, AND SHALL BE SHOP PRIMED.

11. ALL WELDS ARE TO BE MADE WITH E70XX ELECTRODES AND SHALL CONFORM TO AMERICAN

WELDING SOCIETY SPECIFICATIONS FOR THE MATERIAL BEING WELDED. WELDING SHALL

ONLY BE PERFORMED BY A CERTIFIED WELDER. SEE SECTION 05 05 23.16 FOR WELDING

SPECIFICATIONS.

12. FILLER METAL TOUGHNESS FOR CJP GROOVE WELDS SHALL HAVE A CVN TOUGHNESS OF 20

FOOT-POUNDS AT ZERO DEG FAHRENHEIT AND COMPLY WITH AWS FILLER METAL SPECS.

WELD ELECTRODES IDENTIFIED AS E70T-4 OR 120 WILL NOT MEET THIS TOUGHNESS

REQUIREMENT AND SHALL NOT BE USED IN COMPLETE OR PARTIAL PENETRATION GROOVE

WELDS.

13. WELDING OF REINFORCING BARS TO BE IN ACCORDANCE WITH AWS DI.4. REINFORCING

STEEL TO BE WELDED SHALL BE GRADE A706 AND HAVE A CE NOT EXCEEDING 0.55.

14. WELDING OF SHEET METAL SHALL BE IN ACCORDANCE WITH IBC CHAPTER 22 AND AWS D1.3, SECTION A6.

15. NONDESTRUCTIVE TESTING OF GROOVE WELDS (FOR SPLICES, MOMENT CONNECTIONS,

ETC.) SHALL BE PERFORMED FOR 100% OF WELDS.

1. THE INFORMATION STATED IN THIS SECTION IS MERELY AN OVERVIEW OF EARTHWORK AND

GEOTECHNICAL REQUIREMENTS IN PREPARATION FOR THE STRUCTURAL COMPONENTS. ALL

SITEWORK, GRADING AND FOUNDATION PREPARATION SHALL BE IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE, OR BY DIRECTION OF A STATE LICENSED PROFESIONAL CIVIL OR

GEOTECHNICAL ENGINEER SOILS ENGINEER.

2. CONCRETE SLAB IS TO BE CLEANLY SAW CUT THROUGH DEMOLISHED & DISPOSED OF, SOILS ON THE SITE WITHIN NEW FOUNDATION EXCAVATIONS ARE TO BE 6" OVER-EXCAVATED REMOVED TO BEARING DEPTH, BOTTOM OF INSITU SOILS COMPACTED, A 6" LIFT OF 3/4" MINUS CRUSHED ROCK CALTRANS TYPE II AGGREGATE BASE COMPACTED IN BOTTOM OF FOOTING EXCAVATION, RE-USE

OF SOILS AS PROPERLY COMPACTED FILL SOILS ABOVE TOP OF FOOTINGS AS REQUIRED,

PLACED IN 6-8 INCH LIFTS COMPACTED TO 95% OF MAXIMUM PER ASTM D1557, DISPOSE OF

EXCESS SOILS NOT UTILIZED, TYP.

3. FILL SOILS ARE TO BE FREE OF ANY EXPANSIVE MATERIALS, DEBRIS OR ORGANIC MATTER. ANY

BOULDERS AND COBBLES LARGER THAN 3 INCHES IN DIAMETER SHOULD NOT BE USED IN FILL

MATERIAL WITHIN 5 FEET OF FINISH GRADE. ALL REQUIRED FILL SHOULD BE UNIFORMLY WELL

COMPACTED AND OBSERVED AND TESTED DURING PLACEMENT.

4. SLABS-ON-GRADE AND FOUNDATIONS ARE TO BE UNDERLAIN WITH 6" INCHES OF CALTRANS TYPE II AGGREGATE BASE THAT IS COMPACTED TO AT LEAST 95%. SEE PLANS AND DETAILS HEREIN

FOR ADDITIONAL REQUIREMENTS OF BASE SECTIONS AND VARRIER BARRIERS BENEATH

CONCRETE WORK.

5. EXCAVATIONS SHALL BE KEPT CLEAR OF ALL DEBRIS. TEMPORARY DRAINAGE ROUTES ARE TO BE

MAINTAINED AT ALL TIMES IN ORDER TO KEEP SURFACE WATER OUT OF EXCAVATIONS AND

FOUNDATION FORMS. PUMP FOOTING EXCAVATIONS IF WATER ACCUMULATES.

6. ALL FOOTINGS SHALL BE FORMED. FOUNDATIONS MAY BE PLACED IN NEAT EXCAVATIONS

PROVIDED COORDINATION WITH THE CONTRACTING OFFICER, AND ALL FOOTING WIDTHS ARE TO

BE INCREASED 2 INCHES FROM THE DIMENSIONS INDICATED ON THE STRUCTURAL DRAWINGS.

7. THE CONTRACTING OFFICER SHALL BE NOTIFIED 48 HOURS PRIOR TO THE PLACEMENT OF

FOUNDATIONS.

DEAD LOADS

STRUCTURE SELF WEIGHT PLUS MECHANICAL, ELECTRICAL, ARCHITECTURAL ITEMS.

ROOF JOIST AND FRAMING DESIGN LOADS PER S-100

1. ADHESIVES SHALL BE A CARTRIDGE TYPE, TWO-COMPONENT, SOLID EPOXY BASED SYSTEM

DISPENSED AND MIXED THROUGH A STATIC MIXING NOZZLE SUPPLIED BY THE MANUFACTURER.

THE ADHESIVE SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C-881 TYPE I AND TYPE IV, GRADE 3, CLASS C. ACCEPTABLE INSTALLATION AND PERFORMANCE TEMPERATURE RANGE SHALL BE VERIFIED WITH MANUFACTURER'S REPORT ISSUED BY ICC-ES AND SHALL HAVE BEEN TESTED

IN ACCORDANCE WITH ICC-ES AC308 FOR THE FOLLOWING:

A. SEISMIC AND WIND LOADING IN CRACKED AND UNCRACKED CONCRETE

B. LONG-TERM CREEP AT ELEVATED TEMPERATURES

C. STATIC LOADING AT ELEVATED TEMPERATURES

D. DAMP HOLES

E. FREEZE-THAW CONDITIONS

F. CRITICAL AND MINIMUM EDGE DISTANCES

G. STATIC TENSION AND SHEAR LOADING

2. ADHESIVE ANCHOR SHALL CONSIST OF I.) AN INSERT, AND II.) AN ADHESIVE FORMULA. INSERTS SHALL MEET THE REQUIREMENTS OF ASTM A193 GRADE B7, OR F1554, GRADE 36 FOR THREADED

RODS OR ASTM A615, GRADE 60 FOR REBAR. FOR EXTERIOR EXPOSURE THE THREADED INSERT

SHALL BE STAINLESS STEEL OR ZINC COATED CARBON STEEL. THE ZINC COATING SHALL BE

EITHER HOT-DIPPED IN ACCORDANCE WITH ASTM A153 CLASS C OR D; MECHANICALLY DEPOSITED

IN ACCORDANCE WITH ASTM B695, CLASS 65, TYPE I.

3. EPOXY ADHESIVES SHALL BE INSTALLED ONLY BY CERTIFIED PERSONNEL, AND IN ACCORDANCE

WITH THE MANUFACTURERS SPECIFICATIONS AND INSTRUCTIONS.

4. WHEN INSTALLING DRILLED ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.

MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE

ANCHOR.

EPOXY ADHESIVE ANCHORS

1. WEDGE ANCHORS SHALL BE AN IMPERIAL-SIZED STEEL THREADED STUD WITH AN INTEGRAL CONE

EXPANDER AND A THREE-SEGMENT EXPANSION CLIP. THE STUD SHALL BE MANUFACTURED FROM

CARBON STEEL AND THE EXPANSION CLIP SHALL HAVE TWO UNDERCUTTING EMBOSSMENTS PER

SEGMENT AND BE MANUFACTURED FROM 316 STAINLESS STEEL. THE ANCHOR SHALL HAVE BEEN

TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED CONCRETE PER ACI 355.2 AND ICC-ES

AC193 FOR THE FOLLOWING:

A. STATIC TENSION AND SHEAR LOADING IN CRACKED AND UNCRACKED CONCRETE

B. SEISMIC AND WIND LOADING IN CRACKED AND UNCRACKED CONCRETE

2. WEDGE ANCHORS SHALL BE INSTALLED FOLLOWING THE MANUFACTURER'S INSTRUCTIONS

3. WHEN INSTALLING DRILLED ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.

MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE ANCHOR

EXPANSION ANCHORS

SNOW LOAD

SHORING NOTES

1. SHORING SYSTEMS PROVIDED ON DRAWINGS ARE DESIGNED SYSTEMS FOR CONTRACTOR TO UTILIZE. THE CONTRACTOR HAS THE OPTION TO HIRE A LICENSED PROFESIONAL CIVIL ENGINEER OR

STRUCTURAL ENGINEER TO DESIGN ALTERNATIVE SHORING SYSTEMS TO BE SUBMITTED TO THE GOVERNMENT FOR APPROVAL. CONTRACTOR SUBMITTED ALTERNATIVE SHORING SYSTEMS SHALL BE DESIGNED AT THE CONTRACTORS EXPENSE UNDER THE BASE BID, FOR THE CONTRACTORS MEANS AND METHODS. THE CONTRACTOR SHALL SUBMIT SHORING SYSTEMS DESIGNS FOR

GOVERNMENT APPROVAL.

A. CONTRACTOR SHALL SUBMIT STEEL SHOP DRAWINGS OF PROPOSED SHORING SYSTEM.

B. MANUFACTURE INFORMATION OF PRE-ENGINEERED SHORING SYSTEMS.

C. ENGINEERING CALCULATIONS OF SHORING SYSTEM LOADING.

D. JACKING LIMITATIONS, SHOULD BE KEPT TO MINIMAL AMOUNTS REQUIRED TO TRANSFER LOADING, WITHOUT DAMAGE TO STRUCTURAL FRAMING SYSTEMS. END OF BEAM SPANS SHALL BE

KEPT TO +OR- 3/8" OUT OF JACKING MOVEMENT UP OR DOWN FROM CURRENT DESIGNED BEAM END ELEVATIONS.

E. COLUMN EXCAVATION LIMITS CAN BE MODIFIED WITH ENGINEERED SOLUTIONS TO PREVENT SLAB JACKING DAMAGE, AND/OR SAFE FOOTING EXCAVATIONS SET BACKS FROM APPLIED

LOADING.

F. SHORING SYSTEMS SHALL BE DESIGNED TO BE SAFE DURING AN ASCE 7 SEISMIC EVENT LOADING, OF THE SHORED BEAMS THAT RESIST BOTH GRAVITY AND LATERAL LOADING G. NEW HOLES DRILLED IN EXISTING BEAM FLANGES REQUIRE FIELD WELDED IN NEW STIFFNER PLATES AND BOTTOM FLANGE SLOTTED BEARING PLATE SHIM WELDED IN PLACE, TO REMAIN

IN PLACE AFTER SHORING SYSTEM REMOVED.

H. SHORING SYSTEMS AT PERMANT REPAIR LOCATIONS, HOLES DRILLED IN EXISTING BEAM FLANGES FOR TEMP. SHORING SYSTEMS SHALL ALIGN WITH PERMANENT FABRICATED STEEL

COLUMNS OR STEEL CORBEL BOLT FASTENING DETAILING. PREVENT ADDITIONAL BEAM HOLES, IN PERMANT REPAIRS, THAT ARE NOT SHOWN IN REPAIR DETAILS.

2. ADDITION OF STRUCTURAL STEEL CORBELS, AND/OR OF NEW STEEL COLUMN REPAIR OPTIONS UNDER THE BASE BID, REQUIRE SHORING SYSTEMS TO BE INSTALLED. EXISTING ANCHORS NEED TO BE CHIPPED OUT OF CONCRETE COLUMNS WITH SMALL CHIPPING HAMMER, FOR FLAT, NON- FRACTUREED SOUND CONCRETE BEARING SURFACE JUST BELOW ANCHOR DEPTHS FOR NEW CONCRETE POURING OF TOP OF COLUMNS. EXISTING BEAM FLANGES STANDARD HOLES NEED TO BE MAG DRILLED TO 1.5" LONG SMOOTH, CLEAN SLOTTED CONNECTIONS WITH ANCHORS CENTERED IN SLOTS WHEN CAST IN PLACE ON GREASED BEARING PLATES. PROVIDE NEW BASE PLATES, AND ANCHORS IN KIND WITH GREASED CONTACT SURFACES TO UNDERSIDE OF BEAM

FLANGE.

3. EXISTING TOPS OF CONCRETE COLUMN DAMAGE IS FROM THERMAL EXPANSION OF LONG SPANNING W-MEMBER ROOF FRAMING CONTINIOUS FROM WALL TO WALL BETWEEN INTERMEDIATE COLUMNS. FIELD OPSERVATIONS IDENTIFIED HEADED BOLT ANCHORS WHERE WELDED TO TOP OF COLUMN BASE PLATES ON UNDERSIDE, AND EXTEND THROUGH STANDARD AISC HOLES NOT ALLOWING STRAIN RELIEF ON RIGID CONCRETE COLUMNS. TOP CONC. COL. DAMAGE IS SUSPECTED TO BE FROM THERMAL CONTRACTION FROM STRESS/STRAIN RELATIONSHIPS, AND RESULTING IN ANCHOR SIDE FACE BLOW OUT PER ACI 318 WITH MINIMAL (1) #2 CONFINEMENT BAR IN ANCHOR DEPTH. REPAIRS ARE FOR PREVENTION OF ASCE 7 SEISMIC BEAM TO WALL SEPERATION.

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-001

ST

R

U C

TU

R

AL

N

O

TE

S

AN

D D

ES

IG

N L

O

AD

S

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

A.

J

O H

N

SO

N

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

N /A

REINF. CONC. COLUMN REPAIR SPECIFICATIONS:

THIS SPECIFICATION DESCRIBES THE GROUTING OF PORTIONS OF EXISTING COLUMN(S) CHIPPED OUT AROUND SPALL DAMAGED ANCHORS TO BE REPAIRED PER STRUCTURAL DRAWINGS, AND BASEPLATE GROUTING WITH A 100% SOLIDS, MOISTURE TOLERANT, NON-SHRINK, EPOXY GROUT.

EPOXY GROUT SHALL BE A THREE-COMPONENT PRODUCT, FLOWABLE MIX AND DELIVERED IN ACCORDANCE WITH MANUFACTURED SPECIFICATION. MIXING AND PLACEMENT SHALL BE IN ACCORDANCE WITH MANUFACTURE SPECIFICATIONS.

QUALITY ASSURANCE:

A. MANUFACTURING QUALIFICATIONS: THE MANUFACTURER OF THE SPECIFIED PRODUCT SHALL BE ISO 9001/9002 CERTIFIED AND HAVE IN EXISTENCE A RECOGNIZED ONGOING QUALITY ASSURANCE PROGRAM INDEPENDENTLY AUDITED ON A REGULAR BASIS.

B. CONTRACTOR QUALIFICATIONS: CONTRACTOR SHALL BE QUALIFIED IN THE FIELD OF CONCRETE REPAIR AND PROTECTION WITH A SUCCESSFUL TRACK RECORD OF 5 YEARS OR MORE. CONTRACTOR SHALL MAINTAIN QUALIFIED PERSONNEL WHO HAVE RECEIVED PRODUCT TRAINING BY A

MANUFACTURER'S REPRESENTATIVE.

C. INSTALL MATERIALS: IN ACCORDANCE WITH ALL SAFETY AND WEATHER CONDITIONS REQUIRED BY THE MANUFACTURERS INSTALLATION CUT SHEETS, OR AS MODIFIED BY APPLICABLE RULES AND REGULATIONS OF LOCAL, STATE AND FEDERAL AUTHORITIES HAVING JURISDICTION.

CONSULT MATERIAL SAFETY DATA SHEETS FOR COMPLETE HANDLING RECOMMENDATIONS.

DELIVERY, STORAGE, AND HANDLING:

A. ALL MATERIALS MUST BE DELIVERED IN ORIGINAL, UNOPENED CONTAINERS WITH THE MANUFACTURER'S NAME, LABELS, PRODUCT IDENTIFICATION, AND BATCH NUMBERS. DAMAGED MATERIAL MUST BE REMOVED FROM THE SITE IMMEDIATELY.

B. STORE ALL MATERIALS OFF THE GROUND AND PROTECT FROM RAIN, FREEZING OR EXCESSIVE HEAT UNTIL READY FOR USE.

C. CONDITION THE SPECIFIED PRODUCT AS RECOMMENDED BY THE MANUFACTURER.

POURING CONDITIONS:

A. ENVIRONMENTAL CONDITIONS: DO NOT APPLY MATERIAL IF IT IS RAINING OR SNOWING OR IF SUCH CONDITIONS APPEAR TO BE IMMINENT. MINIMUM APPLICATION TEMPERATURE 40ºF (5ºC) AND RISING.

B. PROTECTION: PRECAUTIONS SHOULD BE TAKEN TO AVOID DAMAGE TO ANY SURFACE NEAR THE WORK ZONE DUE TO MIXING AND HANDLING OF THE SPECIFIED PRODUCT. 1.05 SUBMITTALS A. SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE, TO INCLUDE: PRODUCT DATA SHEETS, AND APPROPRIATE MATERIAL SAFETY DATA SHEETS (MSDS).

PART 2 – PRODUCTS:

CONTRACTOR SHALL USE PRE-BAGGED GROUT AND EPOXY 2 PART PRODUCTS SHALL BE ENGINEERED PRODUCT SYSTEMS FROM THE SAME MANUFACTURE WITH SPECIFIED MIX RATIOS PER SUBMITTED MANUFACTURE SPECIFICATIONS MEETING THE SPECIFICATIONS HERE-IN. SUCH AS

SIKADUR 42 SYSTEM, OR EQUAL PRODUCT MEETING THE SPECIFICATIONS HERE-IN.

EPOXY RESIN ADHESIVE BINDER:

A. COMPONENT “A” SHALL BE A MODIFIED EPOXY RESIN OF THE EPICHLOROHYDRIN BISPHENOL A TYPE CONTAINING SUITABLE VISCOSITY CONTROL AGENTS. IT SHALL NOT CONTAIN BUTYL GLYCIDYL ETHER.

B. COMPONENT “B” SHALL BE PRIMARILY A REACTION PRODUCT OF A SELECTED AMINE BLEND WITH EPOXY RESIN OF THE EPICHLOROHYDRIN BISPHENOL A TYPE CONTAINING SUITABLE VISCOSITY CONTROL AGENTS AND ACCELERATORS.

C. COMPONENT “C” SHALL BE A BLEND OF SILICA SANDS AND PIGMENTS.

D. THE MATERIAL SHALL BE SUPPLIED IN FACTORY PROPORTIONED KITS OF 0.5 CU FT. AND 1.0 CU FT, WITH SUBMITTED FOR GOVERNMENT APPROVAL MANFACTURE CUT SHEETS. ALL PRODUCTS OF THE COMPLETE MIX DESIGN SYSTEM, SHALL BE FROM THE SAME MANUFACTURE WITH

COMPATABLE PRODUCTS. THE SYSTEM SHALL NOT CONTAIN ASBESTOS.

PERFORMANCE CRITERIA:

A. TYPICAL PROPERTIES OF THE MIXED EPOXY RESIN GROUT:

1. WORKING LIFE: 90 MINUTES

2. EFFECTIVE BEARING AREA: > 95%

3. CONSISTENCY: FLOWABLE

4. COLOR: CONCRETE GRAY

B. TYPICAL PROPERTIES OF THE CURED EPOXY RESIN GROUT (MATERIAL AND CURING CONDITIONS AT 73° F AND 50% RELATIVE HUMIDITY):

1. COMPRESSIVE PROPERTIES (ASTM C 579, METHOD B), MIN. CONTRACTORS HIRED QUALITY CONTROL MANAGER IS TO COLLECT THREE (3) MINIMUM 2"X2" GROUT CUBE SAMPLES FROM EACH BATCH OF EPOXY GROUT MIXED ONSITE, AND THREE (3) MINIMUM CUBES PER EACH COLUMN PATCH REPAIR. THE SURFACE SHALL BE CLEAN AND DUST FREE PRIOR TO COLUMN REPAIRS WITH PLACEMENT OF GROUT.

A. COMPRESSIVE STRENGTH AT 7 DAYS: 6,000 PSI

B. COMPRESSIVE STRENGTH AT 28 DAYS: 8,000 PSI

D. COMPRESSIVE CREEP (ASTM C-1181, 600 PSI AT 140˚F) 1 DAY 0.0108 IN/IN 28 DAY 0.0133 IN/IN

2. TENSILE PROPERTIES (ASTM C-307) AT 7 DAYS, MIN

A. TENSILE STRENGTH: 2,300 PSI (15.8 MPA)

3. FLEXURAL PROPERTIES (ASTM C-580) AT 7 DAYS, MIN.

A. FLEXURAL STRENGTH (MODULUS OF RUPTURE): 4,000 PSI (27.6 MPA)

B. TANGENT MODULUS OF ELASTICITY IN BENDING: 1,300,000 PSI (8,963 MPA)

4. SHEAR STRENGTH (ASTM D-732) AT 14 DAYS: 4,100 PSI (28.2 MPA)

5. WATER ABSOPRTION (ASTM C-413), 7 DAY (2-HOUR BOIL) 0.04%

6. BOND STRENGTH (ASTM C-882, MODIFIED), 7 DAY, MIN. BOND STRENGTH TO CONCRETE: 4,200 PSI (29.0 MPA), BOND STRENGTH TO STEEL: 3,800 PSI (26.2 MPA)

7. COEFFICIENT OF THERMAL EXPANSION (ASTM C-531) 24.5 X 10-6 IN/IN/˚F

8. THERMAL COMPATABILITY (ASTM C-884), PASSES TEST

9. PEAK EXOTHERM (ASTM D2471), CU FT./MASS 118˚F.

PART 3 - EXECUTION

SHORING SYSTEM:

SEE SHORING SYSTEM GENERAL NOTES. SHORING SYSTEM SHALL BE IN PLACE PRIOR TO CHIPPING OPERATIONS OR DEMO OF FOOTINGS.

SURFACE PREPARATION:

A. CHIPPING SHALL BE PERFORMED WITH MIN. SIZED CHIPPING HAMMER AROUND TOPS OF DAMAGE CONCRETE ANCHORS TO JUST BELOW A FLAT CHIPPED OUT PLANE JUST BELOW ANCHOR DEPTH.

REPLACE STEEL BASE PLATE AND ANCHORS IN KIND AFTER CUTTING AISC 16 SHORT SLOTTED 1.5" LONG CONNECTION IN EXISTING BEAM FLANGES, WITH NEW ANCHOR CENTERED IN SLOT.

THE CHIPPED OUT SUBSTRATE, BEARING PLATES, ANCHORS, AND BASEPLATE CONTACT AREA MUST BE CLEAN SOUND AND FREE OF STANDING WATER. REMOVE DUST, LAITANCE, OILS, GREASE, CURING COMPOUNDS, WAXES, IMPRENATIONS, FOREIGN PARTICLES, COATINGS AND DISINTEGRATED MATERIALS BY MECHANICAL MEANS (I.E. SANDBLASTING, BUSH HAMMERING). SANDBLAST METAL BASEPLATES TO A COMMERCIAL WHITE FINISH FOR MAXIMUM ADHESION. APPLY GROUT IMMEDIATELY AFTER APPROPRIATE STEEL STRUCTURAL REPAIR DETAIL HAS BEEN BOLTED INTO PLACE, TO PREVENT REOXIDIZING OF CLEANED MATERIALS AND CONFINEMENT CONTAINMENT OF GROUT. CONCRETE SUBSTRATE SHALL HAVE REACHED ITS DESIRED STRENGTH (MINIMUM, 3,000 PSI) AND MUST BE DIMENSIONALLY STABLE.

B. WHERE REINFORCING STEEL WITH ACTIVE CORROSION IS ENCOUNTERED, SANDBLAST THE STEEL TO A WHITE METAL FINISH TO REMOVE ALL CONTAMINANTS AND RUST.

MIXING AND APPLICATION:

A. MIXING THE EPOXY RESIN GROUT: POUR THE ENTIRE CONTENTS OF COMPONENTS ‘A’ AND ‘B’ INTO AN APPROPRIATE MIXING VESSEL (E.G 5-GAL BUCKET) AND MIX FOR 30 SECONDS WITH A 1/2 IN. JIFFY MIXING PADDLE (5 IN. BLADE DIAMETER) ON A SLOW-SPEED (400-600 RPM) 3/4 IN. DRIVE DRILL, TAKING CARE NOT TO ENTRAIN AIR DURING MIXING. IT IS CRITICAL TO THE PERFORMANCE OF THE GROUT THAT THERE BE NO APPRECIABLE AIR BUBBLES IN THE RESIN. SLOWLY ADD THE ENTIRE CONTENTS OF COMPONENT ‘C’ AND MIX UNTIL UNIFORMLY BLENDED (APPROX. 5 MINUTES).

B. FORMING: THE FLOWABLE CONSITENCY OF THE EPOXY GROUT SYSTEM REQUIRES THE USE OF FORMS TO CONTAIN THE MATERIAL AROUND THE BASEPLATES AND AT TOPS OF COLUMNS TO BE REPAIRED. IN ORDER TO PREVENT LEAKAGE, COMPLETELY SEAL ALL FORMS. APPLY POLYETHYLENE FILM OR WAX TO ALL FORMS TO PREVENT ADHESION OF THE GROUT. PREPARE FORM WORK TO MAIANTAIN A 2 INCH (50MM) LIQUID HEAD TO FACILITATE PLACEMENT. A GROUT BOX THAT CAN BE ATTACHED TO THE FORM WILL ENHANCE THE FLOWABILITY. PROJECTED ANCHOR BOLTS SHOULD BE WRAPPED WITH NEOPRENE FOAM RUBBER (OR SIMILAR) TO PREVENT THE GROUT FORM ADHERING TO THE BOLTS. THE USE OF EXPANSION JOINTS IS RECOMMENDED ON LARGE POURS TO MINIMIZE THE POTENTIAL FOR CRACKING IN THE EPOXY GROUT (MINIMUM

3-4 FT. SPACING IN EACH DIRECTION.

C. POUR THE MIXED GROUT INTO THE PREPARED FORMS FROM ONE SIDE ONLY TO ELIMINATE AIR ENTRAPMENT. BASEPLATE SHOULD HAVE VENT HOLE AROUND PERIPHERY TO PREVENT AIR POCKETS FOR DEVELOPING. MAINTAIN THE LIQUID HEAD TO ENSURE INTIMATE CONTACT WITH THE BASEPLATE. PLUNGERS MAY BE USED TO EASE PLACEMENT. PLACE SUFFICIENT EPOXY GROUT INTO THE FORMS TO RISE SLIGHTLY ABOVE THE UNDERSIDE OF THE BASEPLATE. GROUT DEPTH OF 1 INCH (25 MM) MINIMUM REQUIRED.

D. ADHERE TO ALL LIMITATIONS AND CAUTIONS FOR THE EPOXY RESIN GROUT IN THE MANUFACTURERS CURRENT PRINTED LITERATURE.

CLEANING:

A. THE UNCURED EPOXY RESIN GROUT CAN BE CLEANED FROM TOOLS WITH AN APPROVED SOLVENT. THE CURED EPOXY RESIN GROUT CAN ONLY BE REMOVED MECHANICALLY.

B. LEAVE FINISHED WORK AND WORK AREA IN A NEAT, CLEAN CONDITION WITHOUT EVIDENCE OF SPILLOVERS ONTO ADJACENT AREAS.

EPOXY GROUT SPECIFICATIONS

MATERIAL PROPERTIES:

CONCRETE: W/C RATIO NOT TO EXCEED 0.45

FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f'c = 4500 PSI SLAB-ON-GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f'c = 4000 PSI COLUMN REPAIR & BASE PLATES. . . . . . . . . . . . . . . . . (SEE EPOXY GROUT SPECS.)

CONCRETE FOR FOOTINGS AND SLABS:

CONCRETE SHALL BE BATCHED AND DELIVERED IN ACCORDANCE WITH (IAW) THE

REQUIREMENTS OF ASTM C 94. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH IAW MATERIAL PROPERTIES TABLE, SLUMP BETWEEN 2 AND 5 INCHES, AN AIR

CONTENT OF 5 +/- 1.5%, A MAXIMUM NOMINAL SIZE COARSE AGGREGATE OF 1-1/2 INCH, IN

ACCORDANCE WITH ACI 304R, AND A MAXIMUM WATER CEMENT RATIO OF 0.45, AND SHALL

CONTAIN 20 PERCENT POZZOLANIC MATERIALS.

CONCRETE CURE TIME:

STRUCTURAL FOOTINGS TO HAVE (100%)*(F'c = 4500 PSI) CURE STRENGTH DEMONSTRATED

BY STRENGTH CYLINDER TESTS PRIOR TO APPLYING LOADING ONTO NEW FOOTINGS.

ACCELERATOR ADDATIVES PERMITTED WITH APPROVED MIX DESIGN, AND PLACEMENT

PLAN.

CONCRETE SLUMP: BETWEEN 2 AND 5 INCHES, W/C RATIO NOT TO EXCEED 0.45

CONCRETE & EPOXY GROUT TESTING

SAMPLES FOR COMPRESSIVE STRENGTH, AIR CONTENT, SLUMP, AND UNIT WEIGHT SHALL

BE OBTAINED AND TESTED EVERY SHIFT IAW ASTM C 31, ASTM C 39, ASTM C 231, ASTM C

143, AND ASTM C 138. THREE (3) SPECIMENS FOR STRENGTH WILL BE FABRICATED EVERY

SHIFT. ONE (1) WILL BE TESTED AT SEVEN (7) DAYS FOR INFORMATION AND TWO (2) WILL

BE TESTED AT TWENTY-EIGHT (28) DAYS FOR ACCEPTANCE.

THREE (3) 6" DIAMETERx12" LENGTH CYLINDERS MINIMUM FOR EACH TRUCK OF

CONCRETE PLACED EACH DAY FOR EACH 10 CY OF CONCRETE OR

EACH NEW FTG OR TOP OF COLUMN GROUT POURED, WHICHEVER IS LESS. CONCRETE OR

EPOXY GROUT USED FOR TESTS SHALL BE REPRESENTATIVE OF

CONCRETE ACTUALLY PLACED. TEST ONE CYLINDER AT 7 DAYS

AND TWO AT 28 DAYS. ADDITIONAL CONCRETE TEST CYLINDERS SHALL BE ADDED AS

DEAMED NECESSARY BY THE CONTRACTORS QUALITY CONTROL MANAGER TO PROVIDE

SUFFICIENT TESTING OF CONCRETE AND GROUT STRENGTHS ABOVE MINIMUM CYLENDERS

QUANTITIES.

PRODUCTS

A. CEMENT - ASTM C150 , TYPE II

B. COURSE AGGREGATE - ASTM C33 (NORMAL WEIGHT)

C. FINE AGGREGATE - ASTM C33

D. WATER - SHALL BE POTABLE WATER

E. ADMIXTURES - ASTM C260 AIR ENTRAINMENT ASTM C618

POZZOLAN & FLY ASH ASTM C494 WATER REDUCING, RETARDING,

ACCELERATION

REINFORCING STEEL

A. REBAR - NEW BILLET STEEL CONFORMING TO ASTM

A615/A615M, GRADE 60. WELDED REBAR: LOW ALLOW STEEL CONFORMING TO ASTM A706,

GRADE 60.

B. WELDED WIRE FABRIC - CONFORM TO ASTM A185

CONCRETE SPECIFICATIONS:

EXECUTION

A. CONCRETE SHALL BE MEASURED, MIXED AND TRANSPORTED

PER ACI 304. CONCRETE SHALL BE BATCHED AND DELIVERED IN ACCORDANCE THE

REQUIREMENTS OF ASTM C 94

B. MAX TEMPERATURE - 90 DEGREES F.

C. MAX TIME IN MIXER - 90 MINUTES

D. CURING SHALL BE PER ACI 308

E. TESTING PER ACI C31 AND SPECIAL INSPECTION NOTES

F. PROVIDE 3/4 CHAMFERS AT ALL EXPOSED CORNERS

G. SPACING OF CONTRACTION JOINTS AND CONSTRUCTION

JOINTS IN SLAB ON GRADE SHALL BE 20 FEET, MAX.

H. WELDING OF REINFORCING SHALL BE PER AWS D1.4.

I. DEVELOPMENT LENGTH OF STRAIGHT AND HOOKED BARS

SHALL BE PER ACI 318.

J. BAR LAPS, CLASS C LAPS UNLESS OTHERWISE NOTED. LAPS

SHALL BE PER ACI 318.

K. DETAILING SHALL BE PER ACI 315

CONCRETE SPECIFICATIONS US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-002

SP

EC

IF

IC

AT

IO

N S

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS - TABLE 1705.6

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE

TO ACHIVE THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

INSPECTION REQUIRED CONTINUOUS PERIODIC

REFERENCED

STANDARD

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION - IBC TABLE 1705.3

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND

VERIFY PLACEMENT.

A. CERTIFIED MILL TEST REPORTS PROVIDED WITH EACH SHIPMENT

OF REINFORCING STEEL.

IBC 1908.4, ACI 318: CH. 20,

25.2, 25.3, 26.6.1 - 26.6.3

2. REINFORCING BAR WELDING:

A. VERIFY WELDABILITY OF REINF. BARS OTHER THAN ASTM A706

B. INSPECT SINGLE PASS FILLET WELDS, MAX. 5/16"

C. INSPECT ALL OTHER WELDS

AWS D1.4, ACI 318: 26.6.4

3. INSPECT ANCHORS AND EMBEDMENTS CAST IN CONCRETE. ACI 318: 17.8.2

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS:

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSIONED

LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT

DEFINED IN 4A.

ACI 318: 17.8.2

MANUFACTURER'S ICC

REPORT

5. VERIFY USE OF REQUIRED DESIGN MIX. IBC: 1904.1, 1904.2, 1908.2,

1908.3

ACI 318: CH. 19, 26.4.3,

26.4.4

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

IBC 1908.10, ASTM C172,

ASTM C31

ACI 318: 26.5, 26.12

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

IBC: 1908.6, 1908.7, 1908.8

ACI 318: 26.5

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES.

IBC 1908.9, ACI 318: 26.5.3 -

26.5.5

9. INSPECT PRESTRESSED CONCRETE FOR:

A. APPLICATION OF PRESTRESSING FORCES

B. GROUTING OF BONDED PRESTRESSING TENDONS

ACI 318: 26.10

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. ACI 318: 26.9

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING

OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO

REMOVAL OF SHORES AND FORMS FROM BEAMS AND

STRUCTURAL SLABS.

ACI 318: 26.11.2

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSION OF THE CONCRETE MEMEBER BEING FORMED. ACI 318: 26.11.1.2(B)

REQUIRED SPECIAL INSPECTIONS AND TESTS STRUCTURAL STEEL - IBC 1705.2

INSPECTION REQUIRED

1. VERIFY FABRICATOR CERTIFICATION. IBC 1704.2.5.1

4. INSPECTION TASKS PRIOR TO WELDING:

A. WELDING PROCEDURE SPECIFICATIONS AVAILABLE

B. MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE

C. MATERIAL IDENTIFICATION (TYPE/GRADE)

D. WELDER IDENTIFICATION SYSTEM

E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

F. FIT-UP OF GROOVE CJP WELDS OF HSS, T-, Y- AND K-

JOINTS WITHOUT BACKING

G. CONFIGURATION OF FINISH ACCESS HOLES

H. FIT-UP OF FILLET WELDS

AISC 341: J6.1

AISC 360: N5.4-1

AWS D1.1

5. INSPECTION TASKS DURING WELDING:

A. USE OF QUALIFIED WELDERS

B. CONTROL AND HANDLING OF WELDING CONSUMABLES

C. NO WELDING OVER CRACKED TACK WELDS

D. ENVIRONMENTAL CONDITIONS

E. WPS FOLLOWED

F. WELDING TECHNIQUES

G. PLACEMENT AND INSTALL OF STEEL HEADED STUD ANCHORS

AISC 341: J6.1

AISC 360: N5.4-2

AWS D1.1

6. INSPECTION TASKS AFTER WELDING:

A. WELDS CLEANED

B. SIZE, LENGTH AND LOCATION OF WELDS

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA

D. ARC STRIKES

E. K-AREA

F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

G. REPAIR ACTIVITIES

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT

OR MEMBER

I. NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE

APPROVAL OF THE EOR

AISC 341: J6.1

AISC 360: N5.4-3

AWS D1.1

7. INSPECTION TASKS PRIOR TO HIGH-STRENGTH BOLTING:

A. MANUFACTURER'S CERTIFICATION AVAILABLE FOR FASTENER

MATERIALS

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL

(GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM

SHEAR PLANE)

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE

FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED,

MEET APPLICABLE REQUIREMENTS

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES

AND METHODS USED

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS

AND OTHER FASTENER COMPONENTS

AISC 341: J7

AISC 360: N5.6-1

8. INSPECTION TASKS DURING HIGH STRENGTH BOLTING:

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN

ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS

REQUIRED

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO

THE PRE-TENSIONING OPERATION

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH

PREVENTED FROM ROTATING

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE

RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE

MOST RIGID POINT TOWARD THE FREE EDGES

9. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS AISC 360: N5.6-3

2. MATERIAL VERIFICATION OF CORRECT STRUCTURAL STEEL MATERIAL ASTM SPECIFICATION

3. INSPECTION OF WELDING:

A. SINGLE PASS FILLET

B. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS,

MULTI-PASS FILLET, SINGLE PASS FILLET OVER 5/16 INCH

AISC 341: J6.1

AISC 360: N5.4

AWS D1.1

3. REVIEW OF MATERIAL TEST REPORTS AND CERTIFICATIONS FOR

COMPLIANCE WITH CONSTRUCTION DOCUMENTS.

AISC 360: N3.2, N5.2

REQUIRED SPECIAL INSPECTIONS WOOD CONSTRUCTION - IBC 1705.5

1. ROOF DIAPHRAGMS

A. WOOD STRUCTURAL PANEL SHEATHING RATING AND

THICKNESS ACCORDING TO THE CONSTRUCTION DOCUMENTS

B. NAILING SPACING

2. HIGH LOAD ROOF DIAPHRAGMS

A. FRAMING MEMBER NOMINAL SIZE AT ADJOINING PANEL EDGES

B. NAILING NUMBER OF FASTENER LINES, SPACING BETWEEN

FASTENERS, AND DIAMETER AND LENGTH, EDGE MARGINS

IBC 1705.5.1

3. FIELD GLUING OPERATIONS OF ELEMENTS OF THE LATERAL FORCE

RESISTING SYSTEM.

4. NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF

ELEMENTS OF THE LATERAL FORCE RESISTING SYSTEM INCLUDING

SHEAR WALLS, DRAG STRUTS, BRACES AND HOLD DOWNS WHERE

FASTENTER SPACING IS 4 INCHES OR LESS ON CENTER.

IBC: 1705.11.1, 1705.12,

1705.12.2

IBC: 1705.11.1, 1705.12,

1705.12.2

5. PLATE CONNECTED WOOD TRUSSES

A. VERIFY, WHERE OVERALL HEIGHTS OF 60 INCHES OR

GREATER, INSTALLATION OF PERMANENT INDIVIDUAL TRUSS MEMBER

RESTRAINT/BRACING IN ACCORDANCE WITH THE APPROVED TRUSS

SUBMITTAL

B. VERIFY DURING CONSTRUCTION, WHERE CLEAR SPAN IS 60

FEET OR GREATER, TEMPORARY INSTALLATION RESTRAINT/BRACING

INSTALLED IN ACCORDANCE WITH APPROVED TRUSS SUBMITTAL

IBC: 1705.5.2

REQUIRED SPECIAL INSPECTIONS COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION

1. WELDING OPERATIONS OF ELEMENTS OF THE LATERAL FORCE

RESISTING SYSTEM.

2. SCREW ATTACHEMNT, BOLTING, ANCHORING AND OTHER FASTENING

OF ELEMENTS OF THE LATERAL FORCE RESISTING SYSTEM INCLUDING

SHEAR WALLS, BRACES, DIAPHRAGMS, DRAG STRUTS, COLLECTORS,

AND HOLD DOWNS WHERE FASTENTER SPACING IS 4 INCHES OR LESS

ON CENTER.

IBC: 1705.11.2, 1705.12.3

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

FREQUENCY

AISC 341: J7

AISC 360: N5.6-2

SPECIAL INSPECTIONS

1. STRUCTURES HAVE BEEN DESIGNED WITH MATERIALS THAT REQUIRE SPECIAL INSPECTION AND/OR MATERIAL TESTING.

2. SPECIAL INSPECTIONS ARE CONDUCTED IN ACCORDANCE WITH 2018 IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR AND ESTABLISHED INSPECTION AGENCY LICENSED TO PERFROM THE INSPECTION IN THE JURISDICTION WORK IS TO BE

COMPLETED.

3. THE TESTING AGENCY WILL PROVIDE COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE

GOVERNMENT.

4. CONTRACTOR RESPONSIBILITIES ARE OUTLINED IN IBC SECTION 1704.4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

COORDINATION OF SPECIAL INSPECTION WITH PROJECT SCHEDULE.

5. INSPECTIONS ARE PERFORMED IN ACCORDANCE WITH THE BREAKDOWNS OF MATERIAL SUBSETS REFERENCED IN 2018 IBC TABLES, AND PER THE REFERENCED DESIGN STANDARDS. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION PERTAINING TO THIS PROJECT. SPECIAL INSPECTOR DUTIES AND RESPONSIBILITIES ARE OUTLINED IN IBC SECTION 1704.2 AND 1704.3.

A. STEEL CONSTRUCTION IN ACCORDANCE WITH AISC 360 CHAPTER N, AISC 341 AND IBC SECTION 1705.2.

B. CONCRETE CONSTRUCTION IN ACCORDANCE WITH IBC TABLE 1705.3.

C. LEVEL 2 CMU IN ACCORDANCE WITH IBC SECTION 1705.4.

D. WOOD CONSTRUCTION IN ACCORDANCE WITH IBC SECTION 1705.5.

E. SOILS IN ACCORDANCE WITH IBC TABLE 1705.6.

6. PREFABRICATED WORK MUST BE PERFORMED BY AN APPROVED FABRICATOR, LICENSED IN ACCORDANCE WITH THE

GOVERNING AGENCY. SEE IBC SECTION 1704.2.5.

7. INSPECTION OF POST INSTALLED CONCRETE ANCHORS, INCLUDING EPOXY AND ADHESIVE GROUTED SHALL INCLUDE ALL PROVISIONS OF THE MANUFACTURERS ICC REPORT INCLUDING VISIAL VERIFICATION OF INSTALLATION PROCEDURES, HOLD DRILLED DEPTH, SPACING, EDGE DISTANCE, CLEANDING, CONCRETE CURING AGE, AND TEMPERATURE. ANCHORS MUST BE

INSTALLED ONLY BY QUALIFIED PERSONNEL.

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-003

SP

EC

IA

L

IN

SP

EC

TI

O N

S

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

N /A

CONCRETE TESTING:

THREE CYLINDERS FOR EACH TRUCK OF CONCRETE PLACED EACH DAY FOR EACH 10 CY OF CONCRETE OR EACH NEW FTG OR TOP OF COLUMN GROUT POURED, WHICHEVER IS LESS. CONCRETE USED FOR TESTS SHALL BE

REPRESENTATIVE OF CONCRETE ACTUALLY PLACED. TEST ONE CYLINDER AT 7 DAYS

AND TWO AT 28 DAYS

DAMAGED SPALLED COLUMN

SECTION 5 SECTION 4 SECTION 3

S-502

S-502

DAMAGED SPALLED COLUMN

S-502

DAMAGED SPALLED COLUMN

DAMAGED SPALLED COLUMN

S-502

S-502

S-503

Sim

S-504

Sim

DAMAGED SPALLED COLUMN

DAMAGED SPALLED COLUMN

S-502

S-503

Sim

S-504

Sim

S-502

S-502

S-503

Sim

S-504

Sim

S-502

S-502

S-502

S-503

Sim

S-504

Sim

S-502

S-502

S-502

S-503

Sim

S-504

Sim

____________________________________________________1

S-502

S-502

S-503

Sim

S-504

Sim

PLAN

N

O R

TH

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-101

FO

U

N D

AT

IO

N P

LA

N

S O

U

TH

H

AL

F

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

DAMAGED SPALLED COLUMN

SECTION 2 SECTION 1SECTION 3

DAMAGED SPALLED COLUMN

S-502

S-502

S-502

S-503

Sim

S-504

Sim

S-502

S-502

S-502

S-503

Sim

S-504

Sim

PLAN

N

O R

TH

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-102

FO

U

N D

AT

IO

N P

LA

N

N O

R

TH

H

AL

F

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-103

SO

U

TH

R

O O

F

FR

AM

IN

G P

LA

N

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-104

N O

R

TH

R O

O F

FR

AM

IN

G

P

LA

N

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

S-502

(E) 2" DRYPACK

MORTAR

GRID

3/16

(E) WF-

BEAM3/16

(E) DAMAGED

CONCRETE

WALL COLUMN

(E) 7" SLAB WITH #3 AT

12" O.C. PER ASBUILTS

PROTECT (E)

CONC. WALL.

(N) 3/8" PLT

(E) ANGLE CLIP &

ANCHORS TO

REMAIN

3/4" THK X GR. 50 PLT W/ (4) 13/16" WIDE

SHORT SLOTTED HOLES IN BEARING

PLATE, FIELD DRILL BEAM WEB FOR

SLOTTED BOLT HOLES ALIGNED

WIRE BRUSH TO BARE

METAL PRIOR TO WELDING.

PRIME AND PAINT TO

MATCH AFTER WELDED.

(N) (4 QTNY) 3/4" A490 THRU BOLTS AT

1 1/2" MIN. EDGE DIST. EA. WAY TYP.

COL. FTG

S-501

(E) FTG

RELOCATE (E)

UTILITIES OFF OF

CONC. COL. IN

WAY OF (N)

STEEL COL.

(N) HP8X36 COL. TIGHT

TO CONC. COL. FACE

(E) STEEL METAL

ROOF DECK

(E)

OWJ.

(E)

OWJ.

3/16

(E)

OWJ.

TOP FTG

-2'-0"

BOT. GIRDER BM

VARIES. 20'-6"

APROX. NEAR

WALL BY DIST.

LASOR. FIELD

VERIFY.

BOT. BM

VARIES: (BM

SLOPES WITH

ROOF DECK PITCH

SEE ASBUILTS

BOT. DECK

VARIES.

PROTECT (E) SLAB

BARS HOOKED INTO

WALL PANELS PER

ASBUILTS

PROTECT (E)

CONC. COL. WITH

#9 VERTS, AND #

2 STIRUPS AT 12"

8"

2' - 0" 3/4"

VARIES: APROX. 7" TO 9-1/2" BY BM SIZE & LOCATION.

S-503

Sim

(6) 3/8" TYP.

GUSSET

COPE COL FOR SLOPED BEARING PLATE.

(E ) M

IL

LE

D P

LT

(N) 3/8 THK BOX IN PLTS

3"

1"

1/

2"

7 3/8"

(N) 3/8

THK BOX

IN PLTS

TOP SLAB 0'-0"

5 5/8" 5 5/8"

2 13/16" 1 1/2" 1 3/4"

3/ 8" 1/2"

1' - 2"

5"

PLT

3/4"

1'

9"

1' - 2" 3/16

HP TO PLT

2" 2"

2"

(N) (5 QTNY) 3/4" X 0'-5"

MIN. EMBED HILTI EXP

ANCHOR OR EQUAL

HAMMER INTO CLEAN

TIGHT DRILLED

HOLES.

PLAN VIEW

8"

1/

8"

3/16

GUSSET,

TYP.

(N) 3/8 THK BOX IN

PLTS W/ SQ GROVE

WELDS BURNED IN

FLUSH TO PLTS EDGE

3/16

BOT. PLTS

8-1/2"

HEIGHT

4' - 0"

4'

0"

TEMP. SHORING AT WALL PHASE 1, LIFE SAFETY SHORING.

TEMP SHORING COL. CAN BE USED AS PRODUCTION

PERMANENT REPAIR, WITH ADDITION OF FTG AND CAST-IN-

PLACE ANCHORS PER 3/S-503 ON TEMP SHORING BASE PLT AS

SHOWN, TO HAVE PRODUCTION PERMANENT REPAIR

INSTALLED S-503 OR S-504 WITHIN 5 YEARS MAX.

PHASE 2 SAW CUT SLAB EXTENTS NOT PERMITTED WITHOUT S-502

INTERMEDIATE SHORING COL. IN PLACE, OR OTHER ENGINEERED

SHORING DESIGNED BY OTHERS AND SUBMITTED FOR GOV. APPROV.

OR BEVEL

GROVE WELD

PLT BEYOND SHOWN OFF

SET FOR CLARITY

3/16

FLUSH

(E) CONC.

WALL COL.

SEE ASBUILTS

COL. LOADED SLAB

PROTECTED ZONE

2"

3/

" M

AX

S Q

G R

O V E

R O

O T

G

AP

M

IN

1/

8"

1/8"

MIN.

1/8"

IF

/8 " G

AP

/3

2" 3/

8"

IF 1/8" GAP EA. SIDE

6 7/8"

3/ 8"

OR SQ GROVE

WELD BURNED

IN HOT

3/ 8"

1/8" TO 3/16"

1/ 8"

1/8" 1/8"

4"

3/16

HP TO PLT

3/4 GRADE 50 BEARING SHIM

PLATE SHIP LOOSE, SHOP

DRILL 13/16" WIDE (1/16"

LARGER THAN BOLT DIA.) BY

1-1/2" SHORT SLOTTED

HOLES WITH 1-1/2" MIN EDGE

DISTANCE EA. WAY TYP.

BEAM ABOVE

8"

8 1/8"

9 1/2"

3"

1/

2"

1/ 2"

1/ 2"

FIELD DRILL BEAM

WEB FOR SHORT

SLOTTED HOLES

HOLES. USE SHIM

PLT. AS TEMPLATE.

TORCH OR PLASMA

CUTTER, NOT

PERMITTED

1/

2"

1/ 2"

C L

1 3/4" 1 3/4"

1'

1/

2"

1/

3 7/8"

3 7/8" 3/16 8

WELD SHIM TO

BMSL

O

TT

ED

H

O

LE

1/

2"

3/ 4"

3/ 4"

TO

P

C O

L.

P

LT

1'

4"

M

IN

. T

YP

SL

O

T

ED

G E

C O

VE

R

3/

4" M

IN

. T

O W

EL

D

ED

P

LT

E

N D

H O

LE

E

D G

E C

LR

3/

4"

3/

4"

2"

M

IN

3/

4"

3/16

/3 2"

1/

2"

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

Fi le

P at h:

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

R :\d

2\

Tr ac y D

LA

W ar eh ou se

R ep ai rs

_S tru ct ur al .rv t 6/

3/

:3 3:

P

M

S-501

TE

M

P.

C

O L.

R

EP

AI

R

S H

O R

IN

G

TR

AC

Y

AR

M Y

D

EP

O T, T R

AC

Y

C

AL

IF

O

R N

IA

SA

C R

AM

EN

TO

D

IS

TR

IC

T

IN

-H

O U

SE

D

ES

IG

N

J

S

TR

EE

T

SA

C

R

AM

EN

TO

, C A

A.

J

O H

N

SO

N

A.

J

O H

N

SO

N

/S / M

. O N

IN

ES

M . O

N

IN

ES

JU

N

E 3, S-

SP

EC

N

O

D

ES

IG

N

F

IL

E N

O

0%

D

ES

IG

N

W

AR

EH

O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

N /A

1/2" = 1'-0"S-501

1 TYP. TEMP. SHORING COLUMN AT WALL

1 1/2" = 1'-0"S-501

2 BASE PLT. BOT COL. TEMP SHORING AT WALL

1 1/2" = 1'-0"S-501

BEARING PLT. TOP COL. AT WALL TEMP

SHORING

(E) WF-BEAM

(E) 7" SLAB WITH #3 AT

12" O.C. PER ASBUILTS

DO NOT EXCAVATE DEEPER THAN

EXISTING FTG.

3/4" THK X GR. 50 BEARING PLATE,

FIELD DRILL BEAM FLANGE FOR STD

BOLT HOLES

(N) (4 QTNY) 3/4" A490 THRU BOLTS AT

1 1/2" MIN. EDGE DIST. EA. WAY TYP.

TEMP. SHORING SYSTEM

REQUIRED PRIOR TO DEMO,

OR EXCAVATION OF (N) FTG.

3/4" THICK X 2'-0" X 2'-0" MIN. BEARING

PLATE ON SLAB.

(N) 3/8" PLT

EA. SIDE TYP.

3/16

3/16 8

WELD SHIM TO

BM

(N) HP8X36 TEMP.

SHORING COL.

3/16

3/16

SHOP WELD

BOT. GIRDER BM

VARIES.

CONTRACTOR TO

VERIFY AND

COORDINATE WITH

STEEL

FABRICATOR.

FIELD DRILL BEAM WEB FOR

STD BOLT HOLES. TORCH OR

PLASMA CUTTER, NOT

PERMITTED

1"

TYP.

1 1/2"

1 1/2"

TYP.

1 1/2" 1"

M

IN

. C U

T

PL

T

SL

O

PE

1' - 4 1/2"

VAR

IES

2' - 0"

3/4"

TEMP. SHORING COL.

AT DAMAGED CONC.

COL. LOCATIONS PER

PLAN

1/

2"

3"

1"

1"

3/8" PLT

TYP.

GUSSET

W

IT

H F

AB

R

IC

AT

O R

F O

R T

IG

H

T

FI

T.

SL

O

PE

D

S H

IM

W

EL

D

ED

T

O B

EA

M

C O

N

TR

AC

TO

R T

O V

ER

IF

Y

C O

O R

D

IN

AT

E

5" M

IN

(N) 3/8 THK BOX IN

PLTS EA. SIDE

EXCAVATION LIMITS1

1' - 6"

4'-0" MIN

SAW CUT (E) 7" SLAB

WITH #3 AT 12" O.C. PER

ASBUILTS

UNDERMINED SLABS

BACKFILLED WITH

CONCRETE.

EXCAVATION.

SEE S-001 MATERIAL PROPERTIES, GENERAL

NOTES, AND STEEL NOTES:

CONTRACTOR TO VERIFY ALL DIMENSIONS AND

COORDINATE WITH STEEL FABRICATOR.

SEE DEFFERED STEEL FABRICATION SUBMITAL

NOTES.

INSURE BEARING PLATE DRILLED SLOTTED

HOLES ALIGN WITH W-MEMBER FLANGE

DRILLED STD HOLES WITH ALIGNED SMOOTH

CLEAN EDGES. GREASE BOLTS, CONTACT

SURFACES BETWEEN PLTS, AND TIGHTEN

BOLTS IN MIDDLE OF FABRICATED SLOTTED

BOLT HOLES TO ALLOW FOR THERMAL

EXPANSION.

TOP SLAB 0'-0"

S-502

S-502

GRADE 50, 1/2" THK X 8 1/2" X

7 1/2" FACE PLATE EA. SIDE

TYP.

3/4"

3/4"

3/16

3/4 GRADE 50

BEARING SHIM

PLATE SHIP

LOOSE, SHOP

DRILL 13/16"

WIDE BY 1-1/2"

SHORT SLOTTED

HOLES WITH

1-1/2" MIN EDGE

DISTANCE EA.

WAY TYP.

BEAM ABOVE

8"

8 1/8"

9 1/2"

3"

1/

2"

1/ 2"

1/ 2"

FIELD DRILL BEAM

WEB FOR SHORT

SLOTTED HOLES

HOLES. USE SHIM

PLT. AS TEMPLATE.

TORCH OR PLASMA

CUTTER, NOT

PERMITTED

1/

2"

1/ 2"

C L

1 3/4" 1 3/4"

PL

T

(S

H

IM

1'

6"

SH

IM

P

LT

1'

6"

1/

3 7/8"

3 7/8"

1/

2"

1/ 2"

G U

S S

ET

3"

3/16 8

WELD SHIM TO

BMSL

O

TT

ED

H

O

LE

1/

2"

3/ 4"

3/ 4"

TO

P

C O

L.

P

LT

BE

AR

IN

G

P

LT

'-4

/2

GRADE 50, 1/2" THK X 8 1/2" X

7 1/2" FACE PLATE EA. SIDE

TYP.

TO

E

D G

E P L

T.

M

IN

C

O

VE

R

SL

O

T

ED

G E

1/

2"

1/ 4"

1/

4"

1/

2"

3/ 4"

3/ 4"

1/

2"

3/ 4"

3/ 4"

PL

T

1'

1/

2"

2'

0"

2' - 0" 3/16

HP TO PLT

2…