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U.S. Department of Justice Federal Bureau of Prisons

U.S. Medical Center for Federal Prisoners 1900 West Sunshine

Springfield, MO 65807

CONST. CONTRACT NO.

DELIVER ORDER NO.

A/E CONTRACT NO.

BUILDING NAME

ADDRESS

CITY, STATE, ZIP

BUILDING NO.

PROJECT TITLE

SUBMISSION STAGE

SUBMISSION DATE

DRAWN BY

CHECKED BY

FLOOR NO.

DISCIPLINE

SHEET NAME

SHEET NUMBER

PROPERTY OF THE UNITED STATES GOVERNMENT

COPYING, DISSEMINATION, OR DISTRIBUTION OF THESE DRAWINGS, PLANS,

SPECIFICATIONS, OR INFORMATION TO UNAUTHORIZED PERSONS IS PROHIBITED.

Do not remove this notice

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Medical Reference Lab

4B2J

1900 West Sunshine

COVER SHEET

11/25/2015 Final Construction Documents

Springfield, Missouri, 65807

Medical Reference Laboratory

1900 West Sunshine Springfield Missouri, 65807

SITE ORIENTATION MAP

N.T.S.

NN

MEDICAL REFERENCE LABORATORY

FEDERAL BUREAU OF PRISONS

NEW FACILITY

1 NORTH - EXTERIOR VIEW

W. SUNSHINE ST.

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PROJECT SITE

MARK DATE DESCRIPTION

DRAWING INDEX

Sheet

Number Sheet Name

GENERAL

G000 COVER SHEET

G001 CODE PLAN

CIVIL

C100 GENERAL NOTES

C200 SURVEY

C300 SITE DEMOLITION & EROSION CONTROL

C400 SITE PLAN

C500 GRADING

C600 UTILITIY PLAN

C700 DETAILS

STRUCTURAL

S000 GENERAL NOTES

S100 FOUNDATION PLAN

S200 FOUNDATION DETAILS

S300 ROOF FRAMING PLAN

S400 FRAMING DETAILS

ARCHITECTURAL

A101 FLOOR PLAN

A102 CLERESTORY PLAN

A103 ROOF PLAN

A104 REFLECTED CEILING PLAN

A201 EXTERIOR ELEVATIONS

A202 EXTERIOR ELEVATIONS

A210 INTERIOR ELEVATIONS

A301 BUILDING SECTIONS

A302 BUILDING SECTIONS

A310 WALL SECTIONS / DETAILS

A311 WALL SECTIONS

A401 ACCESSORY SCHEDULE & RESTROOM LAYOUT

A411 ENLARGED FLOOR PLANS & MILLWORK DETAILS

A501 PARTITION TYPES & NOTES

A601 DOOR & HARDWARE SCHEDULE

A611 FINISH PLAN & LEGEND

A612 EQUIPMENT PLACEMENT PLAN

A913 PARTITION DETAILS

A914 PARTITION DETAILS

FIRE PROTECTION

FA001 GENERAL NOTES & DETAILS

FA101 FIRE ALARM FLOOR PLAN

FS001 FIRE SPRINKLER GENERAL NOTES AND DETAILS

FS101 FIRE SPRINKLER FLOOR PLAN

PLUMBING

P000 PLUMBING SYMBOLS AND LEGENDS

P100 PLUMBING WATER AND GAS PLAN

P101 PLUMBING WASTE AND VENT PLAN

P200 PLUMBING DETAILS

P201 PLUMBING DETAILS

P300 PLUMBING SCHEDULES

MECHANICAL

M000 MECHANICAL SYMBOLS AND LEGENDS

M100 MECHANICAL HVAC FLOOR PLAN

M101 MECHANICAL PIPING PLAN

M300 MECHANICAL DETAILS

M301 MECHANICAL DETAILS

M302 MECHANICAL SECTIONS

M400 MECHANICAL SCHEDULES

M401 MECHANICAL SCHEDULES

M500 MECHANICAL CONTROL DIAGRAMS AND SEQUENCES

M501 MECHANICAL CONTROL DIAGRAMS AND SEQUENCES

M502 MECHANICAL CONTROL DIAGRAMS AND SEQUENCES

M503 MECHANICAL CONTROL DIAGRAMS AND SEQUENCES

ELECTRICAL

E000

ES100

EL100

EP100

E300 E400 E501

ELECTRICAL LEGEND AND GENERAL NOTES

ELECTRICAL SITE PLAN

LIGHTING PLAN

POWER PLAN

ELECTRICAL DETAILS

ELECTRICAL ONE-LINE DIAGRAM

ELECTRICAL SCHEDULES

DRAWING INDEX

Sheet

Number Sheet Name

REF.

1 2 3

A

B

C

TRAINING

ROOM

MOLECULAR

LAB

MICROBIOLOGY

LAB

GENERAL

LAB

HALLWAY

MEN'S

RESTROOM

WOMEN'S

RESTROOM

ENTRANCE

HALL

VESTIBULE

MRL

RECEPTION

MRL MGR

OFFICE

STORAGE

DATA &

PHONE

LAB

OFFICE

LAB

OFFICE

JANITOR

RECEIVING

MECH

ROOM

LAB

WORKROOM

PRIMARY BUILDING EGRESS

EGRESS WIDTH = 34"

MAXIMUM ALLOWABLE COMMON PATH OF TRAVEL = 100'

MAXIMUM ALLOWABLE EXIT ACCESS TRAVEL DISTANCE = 300'

ACTUAL EXIT ACCESS TRAVEL DISTANCE = 97'

EGRESS WIDTH = 68.5"

MAXIMUM ALLOWABLE COMMON PATH OF TRAVEL = 100'

MAXIMUM ALLOWABLE EXIT ACCESS TRAVEL DISTANCE = 300'

ACTUAL EXIT ACCESS TRAVEL DISTANCE = 119'

EGRESS WIDTH = 72"

EGRESS WIDTH = 72"

MAXIMUM ALLOWABLE COMMON PATH OF TRAVEL = 100'

MAXIMUM ALLOWABLE EXIT ACCESS TRAVEL DISTANCE = 300'

ACTUAL EXIT ACCESS TRAVEL DISTANCE = 108'

101A

101B

116A

113 114

111110

116B

115B 115A

C.P.O.T = 58'-10"

C.P.O.T = 45'-3"

MAX. TRAVEL DISTANCE = 119'118

106105

SEMI RECESSED FIRE

EXTINGUISHER

SURFACE MOUNTED FIRE

EXTINGUISHER CABINET

SURFACE MOUNTED FIRE

EXTINGUISHER CABINET

FIRE EXTINGUISHER

CODE SUMMARY:

BUILDING: 2012 INTERNATIONAL BUILDING CODE

MECHANICAL: 2012 INTERNATIONAL MECHANICAL CODE

PLUMBING: 2012 NATIONAL PLUMBING CODE

ELECTRICAL: 2010 NATIONAL ELECTRICAL CODE

FIRE/LIFE SAFETY: 2010 NATIONAL FIRE PROTECTION ASSOCIATION

ENERGY: 2012 IECC

ACCESSIBILITY: ARCHITECTURAL BARRIERS ACT ACCESSIBILITY STANDARDS

(ABAAS) CURRENT EDITION

CODE ANALYSIS: USE / OCCUPANCY

OCCUPANCY GROUP: B

CONSTRUCTION TYPE: 5B (FULLY SPRINKLERED)

ALLOWABLE AREA: 2 STORY / 9,000 GSF (UNSPRINKLERED)

300% INCREASE FOR FULLY SPRINKLERED = 27,000GSF

ACTUAL BUILDING AREA: 1 STORY / 6,745 GSF

PER IBC TABLE2902.1

BUSINESS AREA: 6,204 GSF

@ 100 GSF / OCCUPANT = 63 OCCUPANTS

ACCESSORY USE AREA:541 GSF

@ 300 GSF / OCCUPANT = 2 OCCUPANTS

TOTAL OCCUPANCY = 65 OCCUPANTS

CODE ANALYSIS: FIXTURE COUNT IBC 2902.1

TOILETS: 1PER 25 OCCUPANTS FOR THE FIRST 50 OCCUPANTS = 2

1 PER 50 FOR REMAINDER EXCEEDING 50 = 1

TOTAL REQUIRED = 3

PROVIDED = 4

LAVATORIES: 1 PER 40 OCCUPANTS FOR THE FIRST 80 OCCUPANTS = 2 REQUIRED

PROVIDED = 4

DRINKING FOUNTAIN: 1 PER 100 OCCUPANTS REQUIRED = 1 REQUIRED

PROVIDED = 2

SERVICE SINK: 1 REQUIRED, 1 PROVIDED

TOILET FIXTURES DIVIDED EVENLY BETWEEN MEN'S AND WOMEN'S RESTROOMS

UP TO 50 PERCENT OF THE MEN'S TOILET FIXTURES CAN BE URINALS, 1 PROVIDED

CODE ANALYSIS: EGRESS

COMMON PATH OF TRAVEL PER IBC TABLE 1014.3 =100' MAXIMUM.

EXIT ACCESS TRAVEL DISTANCE PER IBC TABLE 1016.2 = 300' MAXIMUM

CORRIDOR WIDTH PER IBC TABLE 1018.2 = 44" MINIMUM

MINIMUM EGRESS WIDTH PER IBC 1005.3.2:

OCCUPANT LOAD x 0.2" = 13" MINIMUM

ACTUAL EGRESS WIDTH = 174.5" (SEE CODE PLAN)

REQUIRED EXITS = 2

ACTUAL PROVIDED = 3

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U.S. Department of Justice Federal Bureau of Prisons

U.S. Medical Center for Federal Prisoners 1900 West Sunshine

Springfield, MO 65807

CONST. CONTRACT NO.

DELIVER ORDER NO.

A/E CONTRACT NO.

BUILDING NAME

ADDRESS

CITY, STATE, ZIP

BUILDING NO.

PROJECT TITLE

SUBMISSION STAGE

SUBMISSION DATE

DRAWN BY

CHECKED BY

FLOOR NO.

DISCIPLINE

PLAN TYPE

SHEET NUMBER

AND FILENAME

PROPERTY OF THE UNITED STATES GOVERNMENT

SENSITIVE BUT UNCLASSIFIED

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Medical Reference Lab

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1900 West Sunshine

CODE PLAN

11/25/2015 Final Construction Documents

Springfield, Missouri, 65807

Medical Reference Laboratory

1/4" = 1'-0"1 CODE PLAN

1/4" = 1'-0"

CODE SUMMARY

MARK DATE DESCRIPTION

11/24/2015

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U.S. Department of Justice Federal Bureau of Prisons

U.S. Medical Center for Federal Prisoners 1900 West Sunshine

Springfield, MO 65807

CONST. CONTRACT NO.

DELIVER ORDER NO.

A/E CONTRACT NO.

BUILDING NAME

ADDRESS

CITY, STATE, ZIP

BUILDING NO.

PROJECT TITLE

SUBMISSION STAGE

SUBMISSION DATE

DRAWN BY

CHECKED BY

FLOOR NO.

DISCIPLINE

PLAN TYPE

SHEET NUMBER

AND FILENAME

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Medical Reference Laboratory

Springfield, Missouri, 65807

Final Construction Documents

11/25/2015

Wallace Engineering - Structural Consultants, Inc.

Professional Engineering Corporation Missouri Certificate of Aurthorization #001268

SPG PROJECT 4B2J

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JJM

DLS

1900 West Sunshine

GENERAL NOTES

DESIGN PARAMETERS

1. BUILDING CODE IBC 2012

RISK CATEGORY II

2. LIVE LOADS

A. ROOF 20 PSF

3. ROOF SNOW LOAD

A. GROUND SNOW LOAD, Pg 20 PSF

B. FLAT ROOF SNOW LOAD, Pf 20 PSF

C. SNOW EXPOSURE FACTOR, Ce 1.0

D. SNOW LOAD IMPORTANCE FACTOR, I 1.0

E. THERMAL FACTOR, Ct 1.0

4. WIND DESIGN DATA

A. BASIC WIND SPEED (3 SECOND GUST), Vult 115 MPH

B. WIND EXPOSURE CATEGORY C

C. INTERNAL PRESSURE COEFFICIENT, GCpi +/- 0.18

D. DESIGN WIND PRESSURE ON COMPONENTS AND CLADDING (ASD)

1.) WALLS (200 SQUARE FEET EFFECTIVE WIND AREA)

END ZONES 15.1 PSF

INTERIOR ZONES 14.1 PSF

2.) PARAPETS (50 SQUARE FEET EFFECTIVE WIND AREA)

END ZONES 32.6 PSF

INTERIOR ZONES 32.6 PSF

3.) ROOF, ASD (NET UPLIFT)

CORNER ZONES 14.0 PSF

END ZONES 14.0 PSF

INTERIOR ZONES 11.1 PSF

E. WIDTH OF END ZONE 4.5 FT

5. EARTHQUAKE DESIGN DATA

A. SEISMIC IMPORTANCE FACTOR, Ie 1.0

B. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, Ss 0.193

C. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, S1 0.103

D. SITE CLASS C

E. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER, Sds 0.154

F. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER, Sd1 0.117

G. SEISMIC DESIGN CATEGORY B

H. STRUCTURAL SYSTEM

1.) BASIC SEISMIC FORCE-RESISTING SYSTEM TYPE BEARING WALL SYSTEM

2.) VERTICAL ELEMENT TYPE INTERMEDIATE REINFORCED

MASONRY SHEAR WALLS

3.) DESIGN BASE SHEAR, ASD 0.027 W

4.) RESPONSE MODIFICATION FACTOR, R 4

J. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

GENERAL NOTES

MASONRY

1. CONCRETE MASONRY UNITS SHALL MEET ASTM SPECIFICATION C90, GRADE N TYPE I BLOCK WITH A MINIMUM UNIT COMPRESSIVE STRENGTH = 2800 PSI. THE SPECIFIED DESIGN COMPRESSIVE STRENGTH OF THE CONCRETE MASONRY ASSEMBLY (f'm) SHALL BE 2000 PSI.

2. MORTAR SHALL MEET ASTM SPECIFICATION C270 FOR TYPE "S" MORTAR.

3. GROUT SHALL MEET ASTM SPECIFICTION C476 AND HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH

OF 2000 PSI.

4. GROUT PLACED BY THE LOW LIFT GROUTING METHOD SHALL BE MECHANICALLY CONSOLIDATED USING A VIBRATOR WITH A MAXIMUM 3/4 INCH DIAMETER HEAD. REFERENCE THE CONCRETE UNIT MASONRY

SPECIFICATION FOR HIGH LIFT GROUTING PROCEDURES.

5. HORIZONTAL JOINT REINFORCEMENT SHALL BE LADDER TYPE (REFERENCE THE CONCRETE UNIT MASONRY SPECIFICATION). JOINT REINFORCEMENT SHALL BE SPACED AT 8 INCHES ON CENTER BELOW

FINISHED FLOOR AND IN PARAPETS, AND 16 INCHES ON CENTER ABOVE FINISHED FLOOR.

6. CONCRETE MASONRY SHALL BE LAID IN RUNNING BOND.

7. CONCRETE MASONRY BELOW FINISHED FLOOR SHALL BE NORMAL WEIGHT UNITS AND SHALL HAVE ALL THE CELLS FULLY GROUTED. CONCRETE MASONRY ABOVE FINISHED FLOOR SHALL BE MEDIUM WEIGHT OR LIGHT WEIGHT AND IS TO BE GROUTED ONLY AT REINFORCED CELLS AND BOND BEAMS. ALL CELLS

WITH REINFORCING SHALL BE GROUTED SOLID.

8. REFER TO WALL SECTIONS AND DETAILS FOR MISCELLANEOUS BOND BEAM LOCATIONS AND EMBEDDED ITEMS. USE OPEN KNOCK OUT BOND BEAM BLOCK. DO NOT USE TROUGH TYPE BLOCKS FOR BOND

BEAMS. DO NOT CONTINUE BOND BEAM REINFORCING THROUGH CONTROL JOINTS.

9. REINFORCING STEEL SHALL MEET ASTM SPECIFICATION A615, GRADE 60.

10. ANCHORS INSTALLED IN GROUT FILLED CONCRETE MASONRY UNITS SHALL ONLY BE USED WHERE SPECIFIED IN THE CONTRACT DOCUMENTS . ANCHORS MUST BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. USE HILTI HIT-HY 150 MAX ADHESIVE ANCHORING SYSTEM (OR HILTI HIT ICE ADHESIVE ANCHORING SYSTEM OR HILTI KWIK BOLT 3 EXPANSION ANCHOR). REFERENCE CONTRACT DOCUMENTS FOR ANCHOR SIZE AND EMBEDMENT. SUBSTITUTIONS TO

THE SPECIFIED ANCHORS MUST BE APPROVED BY THE ENGINEER-OF-RECORD.

11. CONSTRUCTION BRACING FOR MASONRY WALLS SHALL BE DESIGNED AND DETAILED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. MASONRY SUBMITTALS SHALL CONTAIN A LETTER, SEALED BY THE PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION, STATING DESIGN LOADS AND CRITERIA WHICH WERE USED IN BRACING DESIGN.

THE BRACING DESIGN DRAWINGS SHALL BE SIGNED AND SEALED BY THE PROFESSIONAL ENGINEER

RESPONSIBLE FOR THEIR PREPARATION AND SHALL BE ISSUED TO THE AUTHORITY HAVING

JURISDICTION AFTER SUBMITTAL REVIEW AND PRIOR TO STARTING MASONRY CONSTRUCTION.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM YIELD STRESS (Fy):

. YIELD ASTM SPECIFICATION

A. W, WT SHAPES: 50 KSI A992

B. BARS, PLATES, CHANNELS, ANGLES: 36 KSI A36

C. SQUARE, RECTANGULAR HSS: 46 KSI A500, GRADE B

D. ROUND HSS: 42 KSI A500, GRADE B

E. STRUCTURAL STEEL PIPE: 35 KSI A53, GRADE B

F. ANCHOR RODS: 36 KSI F1554

G. ALL-THREAD RODS: 36 KSI A36

H. HEADED STUD ANCHORS: 65 KSI TENSILE STRESS A108, GRADES 1010-1020

2. BOLTS FOR STEEL BEAM AND COLUMN CONNECTIONS SHALL BE 3/4-INCH DIAMETER ASTM A325-N

HIGH-STRENGTH BOLTS UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS. ALL BOLTED

CONNECTIONS ARE BEARING TYPE UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS. ALL BOLTS

SHALL BE TIGHTENED SNUG TIGHT UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS . FOR

PRETENSIONED OR SLIP-CRITICAL JOINTS, THE METHOD OF INSTALLATION SHALL BE TURN-OF-NUT WITH MATCH MARKING, TWIST-OFF-TYPE TENSION CONTROL BOLT ASSEMBLIES (ASTM F1852), OR DIRECT

TENSION INDICATORS (ASTM F959).

3. WELDING SHALL MEET ANSI / AWS D1.1, STRUCTURAL WELDING CODE LATEST REVISION. ELECTRODES

SHALL BE 70 KSI, LOW HYDROGEN.

4. PROVIDE DOUBLE NUTS AND DOUBLE WASHERS FOR STEEL COLUMN ANCHOR BOLTS TO ALLOW FOR ADJUSTMENT IN BASE PLATE ELEVATION. PROVIDE 1 1/2 INCH NON-SHRINK GROUT UNDER BASE PLATE AFTER ERECTION. USE 2 1/2 INCH NON-SHRINK GROUT WHEN COLUMN ANCHOR BOLTS ARE 1 1/4 INCH DIAMETER OR LARGER. NON-SHRINK GROUT SHALL BE NON-METALLIC WITH A MINIMUM COMPRESSIVE

STRENGTH OF 5,000 PSI AT 28 DAYS.

5. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR INCLUDING THE COSTS FOR ALL

MISCELLANEOUS STEEL SHOWN IN THE CONTRACT DOCUMENTS. THESE COSTS SHALL INCLUDE, BUT ARE NOT LIMITED TO, MISCELLANEOUS STEEL ITEMS SHOWN ON THE STRUCTURAL, ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS.

6. PROVIDE GALVANIZED L7x4x1/2 (LLH) CONT FOR ALL BRICK LINTELS, UNO. EXTEND ANGLE 2'-0" BEYOND

EDGES OF OPENING TO BEAR ON BRICK

STEEL JOISTS

1. STEEL JOISTS SHALL BE AS INDICATED ON THE PLANS AND SHALL BE IN ACCORDANCE WITH THE

SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (SJI) AND MEET THE FOLLOWING:

A. JOISTS SHALL BE DESIGNED FOR THE UNIFORM LOAD CAPACITY (AS SPECIFIED IN THE SJI STANDARD LOAD TABLES) IN ADDITION TO THE CONCENTRATED LOADS SHOWN IN THE CONTRACT DOCUMENTS.

B. JOISTS THAT SUPPORT CONCENTRATED LOADS SHALL HAVE THEIR CHORDS DESIGNED TO

WITHSTAND ALL BENDING STRESSES, OR THE LOADS SHALL OCCUR WITHIN 3 INCHES OF JOIST PANEL POINTS, OR THE JOIST SHALL BE REINFORCED PER THE "JOIST REINFORCING DETAIL" SHOWN HEREIN.

CONCENTRATED LOADS SHALL BE CENTERED ON JOISTS AND NOT ATTACHED TO THE EDGE OF CHORD

ANGLES.

C. JOISTS SHALL RESIST THE NET UPLIFT PRESSURE AS INDICATED ON THE "ROOF (NET UPLIFT)"

SECTION OF THE DESIGN PARAMETERS FOR "DESIGN WIND PRESSURE ON COMPONENTS AND

CLADDING". THIS PRESSURE SHALL ACT ALONE. AN ALLOWABLE STRESS INCREASE IS NOT PERMITTED.

D. FOR ALL MEMBERS THAT REQUIRE SPECIFIC ORIENTATION, PROVIDE TAG AT ONE END AND DEFINE

LOCATION OF TAGGED END ON ERECTION DRAWINGS.

E. JOIST MANUFACTURER SHALL DETERMINE THE SEAT DEPTH AND WIDTH OF BEARING AND

COORDINATE THE SAME WITH THE STEEL FABRICATOR. THE FOLLOWING SEAT DEPTHS ARE ASSUMED IN

THE CONTRACT DOCUMENTS: 2 1/2 INCH FOR K-SERIES JOISTS.

2. K-SERIES JOISTS SHALL BE WELDED TO SUPPORTING STEEL WITH MINIMUM 1/8 INCH FILLET WELDS 2 INCHES LONG EACH SIDE OR WITH TWO 1/2 INCH DIAMETER ASTM A307 BOLTS OR THE EQUIVALENT, UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS. WHEN NEAR OR AT A COLUMN, BOLT JOIST TO

SUPPORTING STEEL IN CONFORMANCE WITH OSHA.

3. JOIST BRIDGING AND ERECTION STABILITY SHALL BE PROVIDED IN ACCORDANCE WITH THE OCCUPATIONAL SAFETY AND HAZARD ADMINISTRATION (OSHA) AND THE SPECIFICATIONS OF THE STEEL

JOIST INSTITUTE (SJI).

4. JOIST RTU LOADS ARE PROVIDED ON THE ROOF FRAMING PLAN, REFERENCE CONTRACT DOCUMENTS

FOR LOAD LOCATIONS, VALUES AND SUPPORT FRAMING.

5. JOIST MANUFACTURER SHALL DESIGN THE COMPRESSION CHORD OF ALL JOISTS SUPPORTING ROOF TOP UNITS, SKY LIGHTS, AND OTHER STRUCTURES FOR AN UNBRACED LENGTH APPLICABLE TO THE CONDITIONS AT THE PROJECT WHERE THE UNBRACED LENGTH IS GREATER THAN THE SJI MAXIMUM.

(REFERENCE ARCHITECTURAL AND MECHANICAL DRAWINGS)

6. DESIGN JOISTS FOR INTERNAL ROOF DRAINLINE LOCATIONS, IF REQUIRED. ADD 50 PLF FOR 8 INCH DIAMETER AND SMALLER, ADD 75 PLF FOR 10 INCH DIAMETER, ADD 102 PLF FOR 12 INCH DIAMETER, ADD 122 PLF FOR 14 INCH DIAMETER, ADD 200 PLF FOR 18 INCH DIAMETER. REFERENCE MECHANICAL AND

PLUMBING DRAWINGS FOR EXACT LOCATION.

7. JOIST DESIGNS SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED, EMPLOYED OR RETAINED BY THE JOIST MANUFACTURER.

8. SHOP DRAWING SHALL BE REVIEWED BY THE ARCHITECT AND THE ENGINEER-OF-RECORD PRIOR TO

JOIST FABRICATION.

STEEL DECK

1. ROOF DECK

A. ROOF DECK SHALL BE GALVANIZED TYPE "B". DEPTH SHALL BE AS SHOWN IN THE CONTRACT

DOCUMENTS.

B. ROOF DECK IS REQUIRED TO ACT AS A DIAPHRAGM. CONNECTIONS SHALL BE IN ACCORDANCE WITH STEEL DECK INSTITUTE SPECIFICATIONS. REFER TO THE ROOF DIAPHRAGM CONNECTION DIAGRAM FOR

ATTACHMENT.

C. DECKING SHALL BE CONTINUOUS OVER A MINIMUM OF (2) SPANS UNLESS NOTED OTHERWISE IN THE

CONTRACT DOCUMENTS.

2. NON-COMPOSITE DECK

A. COMPOSITE ROOF DECK SHALL BE GALVANIZED NON-COMPOSITE STEEL DECK. DEPTH SHALL BE AS

SHOWN IN THE CONTRACT DOCUMENTS.

B REFER TO THE ROOF DIAPHRAGM CONNECTION DIAGRAM FOR ATTACHMENT.

C DECKING SHALL BE CONTINUOUS OVER A MINIMUM OF (2) SPANS, UNLESS NOTED OTHERWISE IN

CONTRACT DOCUMENTS.

3. PROVIDE L5x3x1/4 (LLV) FIELD FABRICATED FRAME BETWEEN SUPPORTS AT ROOF OPENINGS LARGER

THAN 10", UNO

4. NO HANGING LOADS SHALL BE ATTACHED TO ROOF DECK.

GENERAL NOTES

GENERAL

1. STRUCTURAL ELEMENTS ARE NON-SELF SUPPORTING AND REQUIRE INTERACTION WITH OTHER ELEMENTS FOR STABILITY AND RESISTANCE TO LATERAL FORCES. FRAMING AND WALLS SHALL BE TEMPORARILY BRACED BY THE CONTRACTOR UNTIL PERMANENT BRACING, FLOOR AND ROOF DECKS, AND WALLS HAVE BEEN INSTALLED AND CONNECTIONS BETWEEN THESE ELEMENTS HAVE BEEN MADE.

2. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR IS SOLELY RESPONSIBLE

FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATION OF CONSTRUCTION AND

SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO.

3. THE SIZE AND LOCATION OF EQUIPMENT PADS AND PENETRATIONS THROUGH THE STRUCTURE FOR

MECHANICAL, ELECTRICAL, AND PLUMBING WORK SHALL BE VERIFIED BY THE CONTRACTOR.

PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ENGINEER-OF-RECORD. REFER TO

MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OPENING LOCATIONS NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

4. USE ONLY DIMENSIONS INDICATED IN THE CONTRACT DOCUMENTS. DO NOT SCALE CONTRACT

DOCUMENTS OR USE ANY DIMENSIONS TAKEN FROM ELECTRONIC DRAWING FILES.

5. ASSUME EQUAL SPACING IF NOT INDICATED IN CONTRACT DOCUMENTS.

6. THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN CONJUCTION WITH THE CONTRACT DRAWINGS. WHERE REQUIREMENTS INDICATED ON THE CONTRACT

DRAWINGS DIFFER FROM THE SPECIFICATIONS, NOTIFY THE ARCHITECT AND THE

ENGINEER-OF-RECORD.

7. ARCHITECTURAL, MECHANICAL AND ELECTRICAL COMPONENTS AND SYSTEMS SHALL BE DESIGNED AND

CONSTRUCTED TO RESIST SEISMIC FORCES AS DETERMINED IN CHAPTER 13 OF ASCE 7.

8. DURING WELDING OR ANY OTHER CONSTRUCTION ACTIVITY THAT GENERATES SPARKS OR INTENSE

HEAT, THE CONTRACTOR SHALL PROVIDE ADEQUATE FIRE PROTECTION TO THE STRUCTURE AND

CONTENTS.

FOUNDATIONS

1. FOUNDATION DESIGNS, SUBGRADE PREPARATION NOTES, AND EARTH MOVING SPECIFICATION ARE

BASED ON THE RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, BY: TERRACON

CONSULTANTS, INC. DATED: JANUARY 7, 2015

2. FOOTING DESIGNS ARE BASED ON A NET ALLOWABLE SOIL BEARING PRESSURE OF 2800 PSF. FOOTINGS SHALL BEAR IN 30 INCHES MINIMUM BELOW ADJACENT GRADE AS NOTED IN THE GEOTECHNICAL

REPORT.

3. CONTRACTOR AND TESTING LABORATORY REPRESENTATIVE SHALL READ THE GEOTECHNICAL REPORT AND BECOME THOROUGHLY FAMILIAR WITH SITE AND SUBGRADE INFORMATION GIVEN THEREIN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING EXACT QUANTITIES OF CUT AND FILL FOR ESTIMATING AND CONSTRUCTION. SUBGRADE SHALL BE PREPARED AS NOTED IN THE EARTH MOVING

SPECIFICATION.

4. A QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER, LICENSED IN THE STATE WHERE THE

PROJECT IS LOCATED AND WORKING FOR THE TESTING LABORATORY, SHALL DETERMINE

CONFORMANCE OF THE FOUNDATION BEARING STRATA WITH THE FOUNDATION DESIGN CRITERIA

ABOVE, AND ALL OTHER CONTRACT DOCUMENTS. TESTING LABORATORY SHALL NOTIFY CONTRACTOR, ARCHITECT AND ENGINEER-OF-RECORD OF ANY CONDITIONS NOT IN ACCORDANCE WITH FOUNDATION

DESIGN CRITERIA OR CONTRACT DOCUMENTS.

5. USE ONLY STRUCTURAL FILL MATERIAL AS NOTED IN THE SPECIFICATION FOR FILL BELOW BUILDING AND

FIVE FEET BEYOND THE EDGES OF THE BUILDING.

6. FOOTINGS SHALL BE POURED AGAINST UNDISTURBED SOIL, UNLESS NOTED OTHERWISE IN CONTRACT

DOCUMENTS.

7. AVOID DAMAGE TO UNDERGROUND UTILITIES INCLUDING, BUT NOT LIMITED TO, WATER MAINS, SANITARY

SEWERS AND BURIED CABLES WHICH MIGHT EXTEND ACROSS OR ADJOIN SITE.

CONCRETE

1. MINIMUM COMPRESSIVE STRENGTH (f'c) AT THE END OF 28 DAYS SHALL BE AS FOLLOWS:

A. FOOTINGS 3000 PSI

C. SLABS-ON-GRADE 3000 PSI

D. SLABS ON NON-COMPOSITE DECK 3000 PSI

E. INTERIOR TOPPING SLABS 4000 PSI

F. EXTERIOR STRUCTURAL CONCRETE 4500 PSI

G. SIDEWALKS 3500 PSI

REFER TO SPECIFICATIONS FOR MAXIMUM WATER/CEMENT RATIOS, MINIMUM CEMENT CONTENTS AND OTHER MIX DESIGN REQUIREMENTS. CONCRETE SHALL BE NORMAL WEIGHT (145 PCF), UNLESS NOTED

OTHERWISE.

2. EXTERIOR CONCRETE AND CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL BE AIR-ENTRAINED.

REFER TO CAST-IN-PLACE CONCRETE SPECIFICATION FOR AIR CONTENT.

3. MATERIALS OR ADMIXTURES SHALL NOT CONTAIN ANY CALCIUM CHLORIDE.

4. REINFORCING STEEL SHALL MEET THE FOLLOWING:

A. DEFORMED BARS ASTM A615, GRADE 60

B. WELDABLE DEFORMED BARS ASTM A706, GRADE 60

C. WELDED WIRE FABRIC ASTM A185

D. STEEL FIBERS ASTM A820

5. WHERE DOWELS ARE INDICATED BUT NOT SIZED, PROVIDE DOWELS THAT MATCH SIZE AND LOCATION OF MAIN REINFORCING STEEL AND LAP SPLICE WITH THE MAIN REINFORCING STEEL. REINFORCING BARS

SHALL BE SPLICED AS NOTED IN THE REINFORCING LAP SCHEDULE.

6. REFER TO ACI 318 LATEST EDITION FOR CONCRETE COVER, ACI 315 LATEST EDITION FOR DETAILING PRACTICES AND FABRICATION, AND ACI 301 LATEST EDITION FOR STANDARD PRACTICE FOR MIXING AND

PLACING CONCRETE.

7. "C.J." INDICATES SAW CUT CONTRACTION JOINT OR DOWELED CONSTRUCTION JOINT IN SLAB-ON-GRADE.

REFERENCE CAST-IN-PLACE CONCRETE SPECIFICATION FOR ACCEPTED SAW CUT METHODS. SLAB POURS SHALL BE SEPARATED BY A DOWELED CONSTRUCTION JOINT. CONTRACTION/CONSTRUCTION JOINTS SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER-OF-RECORD.

8. PROVIDE CORNER BARS THAT MATCH AND LAP CONTINUOUS REINFORCEMENT SIZE AND QUANTITY AT

INTERSECTIONS AND CORNERS OF WALLS AND FOUNDATIONS.

9. PROVIDE #3 Z-BAR SPACERS AT 24 INCHES ON CENTER EACH WAY FOR CONCRETE WALLS HAVING

REINFORCING STEEL IN BOTH FACES.

10. ANCHORS INSTALLED IN HARDENED CONCRETE SHALL ONLY BE USED WHERE SPECIFIED ON THE CONTRACT DRAWING. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REINFORCING. HOLES SHALL BE DRILLED, DRY AND CLEANED AND ANCHORS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S PUBLISHED WRITTEN INSTRUCTIONS AND APPLICABLE ESR REPORT. REFERENCE DETAILS FOR ANCHOR SIZE AND EMBEDMENT. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED ON THE CONTRACT DRAWINGS SHALL BE SUBMITTED BY THE

CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE SIGNED AND

SEALED BY THE PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION AND LICENSED IN

THE STATE WHERE THE PROJECT IS LOCATED.

ABBREVIATIONS

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.H. OPPOSITE HAND

P.A.F. POWER ACTUATED FASTENER

P.M.E.J PREMOLDED EXPANSION JOINT

PCF POUNDS PER CUBIC FOOT

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY. QUANTITY

R.O. ROUGH OPENING

RE: REFER

REINF. REINFORCING

REQD. REQUIRED

RTU ROOF TOP UNIT

S.D.S. SELF-DRILLING SCREWS

SCHED. SCHEDULE

SIM. SIMILAR

SPECS. SPECIFICATIONS

STD. STANDARD

STL. STEEL

T&B TOP AND BOTTOM

T.O. TOP OF

T.O.P. TOP OF PIER

T.O.W. TOP OF WALL

TRANS. TRANSVERSE

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT. VERTICAL

W.P. WORK POINT

W.W.F. WELDED WIRE FABRIC

WT. WEIGHT

ABBREVIATIONS

EQ. EQUAL

EXIST. EXISTING

F.F.E. FINISHED FLOOR ELEVATION

F.S. FAR SIDE

FDN. FOUNDATION

FTG. FOOTING

G.B. GRADE BEAM

GA. GAGE

GALV. GALVANIZED

H.S.A. HEADED STUD ANCHOR

HORIZ. HORIZONTAL

IBC INTERNATIONAL BUILDING

CODE

INFO. INFORMATION

J.B.E. JOIST BEARING ELEVATION

JT. JOINT

K UNIT OF 1,000 POUNDS (KIP)

KSI KIPS PER SQUARE INCH

LBS. POUNDS

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

MAX. MAXIMUM

MECH. MECHANICAL

MFR. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

N.I.C. NOT IN CONTRACT

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

NO. NUMBER

ABBREVIATIONS

A.B. ANCHOR BOLTS

A.F.F. ABOVE FINISHED FLOOR

ACI AMERICAN CONCRETE

INSTITUTE

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

ARCH. ARCHITECTURAL

B.L. BLOCK LINTEL

B.O. BOTTOM OF

B.O.D. BOTTOM OF DECK

BAL. BALANCE

BLDG. BUILDING

BRG. BEARING

C.J. CONTRACTION JOINT

C.L. CENTER LINE

CLR. CLEAR

CMU CONCRETE MASONRY UNIT

COL. COLUMN

CONC. CONCRETE

CONST. CONSTRUCTION

CONT. CONTINUOUS

D.B.A. DEFORMED BAR ANCHOR

DIA. DIAMETER

DWG. DRAWING

E.F. EACH FACE

E.J. EXPANSION JOINT

E.O.D. EDGE OF DECK

E.O.S. EDGE OF SLAB

E.W. EACH WAY

ELEV. ELEVATION

SPECIAL INSPECTIONS

1. THE GENERAL CONTRACTOR SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS PER SECTION 1704 OF THE IBC. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE AUTHORITY HAVING JURISDICTION, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THESE INSPECTIONS ARE IN

ADDITION TO THE INSPECTIONS SPECIFIED IN THE PROJECT SPECIFICATIONS.

2. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE AUTHORITY HAVING JURISDICTION, AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE AUTHORITY HAVING JURISDICTION AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON BY THE PERMIT APPLICANT AND

THE AUTHORITY HAVING JURISDICTION PRIOR TO THE START OF WORK.

3. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SPECIAL INSPECTOR REGARDING INDIVIDUAL INSPECTION FOR ITEMS LISTED ON THE STATEMENT OF SPECIAL INSPECTIONS AND AS NOTED ON THE AUTHORITY HAVING JURISDICTION APPROVED PLANS. ADEQUATE NOTICE AND ACCESS TO APPROVED PLANS SHALL BE PROVIDED SO THAT THE SPECIAL INSPECTOR HAS TIME TO BECOME FAMILIAR WITH THE PROJECT.

4. FABRICATORS OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES SHALL CONFORM TO THE REQUIREMENTS OF SECTION 1704.2 OF THE

IBC.

STATEMENT OF SPECIAL INSPECTIONS (IBC 2012)

REQUIRED VERIFICATION AND INSPECTION TASK

FREQUENCY OF INSPECTION

CONTINUOUS PERIODIC

I. STEEL CONSTRUCTION (IBC TABLE 1704.3)

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

--- X

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. --- X

2. INSPECTION OF HIGH STRENGTH BOLTING:

A. SNUG-TIGHT JOINT. --- X

B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH MATCHMARKING, TWIST-OFF BOLT

OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION.

--- X

C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUT MATCHMARKING OR

CALIBRATED WRENCH METHODS OF INSTALLATION.

X ---

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:

A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360. --- X

B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS.

--- X

C. MANUFACTURER'S CERTIFIED TEST REPORTS. --- X

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION

DOCUMENTS.

--- X

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. --- X

5. INSPECTION OF WELDING:

A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: --- ---

1) COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS. X ---

2) MULTIPASS FILLET WELDS. X ---

3) SINGLE-PASS FILLET WELDS > 5/16" X ---

4) PLUG AND SLOT WELDS. X ---

5) SINGLE-PASS FILLET WELDS < OR = 5/16" --- X

6) FLOOR AND ROOF DECK WELDS. --- X

B. REINFORCING STEEL: --- ---

1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706 --- X

2) SHEAR REINFORCEMENT X ---

3) OTHER REINFORCING STEEL. --- X

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE

A. DETAILS SUCH AS BRACING AND STIFFENING. --- X

B. MEMBER LOCATIONS. --- X

C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. --- X

II. CONCRETE CONSTRUCTION (IBC TABLE 1704.4)

1. INSPECTION OF REINFORCING STEEL AND PLACEMENT. --- X

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1704.3, ITEM 5B. --- ---

3. INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE

WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

X ---

4. INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE. --- X

5. VERIFYING USE OF REQUIRED DESIGN MIX. --- X

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE.

X ---

7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X ---

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. --- X

IV. MASONRY CONSTRUCTION - LEVEL 2 (IBC TABLE 1704.5.2)

1. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION DOCUMENTS AND THE

APPROVED SUBMITTALS.

X

2. VERIFICATION OF f'm AND f'aac PRIOR TO CONSTRUCTION AND FOR EVERY 5000 SQUARE FEET DURING

CONSTRUCTION.

X

3. VERIFICATION OF PROPORTIONS OF MATERIALS IN PREMIXED OR PREBLENDED MORTAR AND GROUT AS

DELIVERED TO THE SITE.

X

4. VERIFICATION OF SLUMP FLOW AND VSI AS DELIVERED TO THE SITE FOR SELF-CONSOLIDATING GROUT. X ---

5. THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR, GROUT --- X

B. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF MORTAR JOINTS. --- X

C. PLACEMENT OF REINFORCEMENT, CONNECTORS AND ANCHORAGE. --- X

D. GROUT SPACE PRIOR TO GROUTING. X ---

E. PLACEMENT OF GROUT. X ---

F. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. --- X

G. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION.

X ---

H. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT, ANCHOR BOLTS. --- X

I. WELDING OF REINFORCING BARS. X ---

J. PREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE

BELOW 40 DEG. F) OR HOT WEATHER (TEMPERATURE ABOVE 90 DEG. F.)

--- X

6. PREPARATION OF ANY REQUIRED GROUT SPECIMENS AND/OR PRISMS SHALL BE OBSERVED. X ---

V. REQUIRED VERIFICATION AND INSPECTION OF SOILS (IBC TABLE 1704.7)

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY.

--- X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. --- X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. --- X

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

COMPACTION OF COMPACTED FILL.

X ---

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY.

--- X

* CONTINUOUS SHALL MEAN: THE FULL-TIME OBSERVATION OF WORK

* PERIODIC SHALL MEAN: THE PART-TIME OR INTERMITTANT OBSERVATION OF WORK AND AT THE

COMPLETION OF WORK

STRUCTURAL STEEL SPECIAL INSPECTIONS (AISC 360-10, SPECIFICATION CHAPTER N)

Verification and Inspection

QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR AND ERECTOR

A. THE FABRICATOR'S QUALITY CONTROL INSPECTOR (QCI) SHALL INSPECT THE FOLLOWING:

1. SHOP WELDING, HIGH-STRENGTH BOLTING, AND DETAILS PER SECTION N5

2. SHOP CUT AND FINISHED SURFACES PER SECTION M2

3. SHOP HEATING FOR STRAIGHTENING, CAMBERING AND CURVING PER SECTION M2.1

4. TOLERANCES FOR SHOP FABRICATION PER SECTION 6 OF THE CODE OF STANDARD PRACTICE

B. THE ERECTOR'S QUALITY CONTROL INSPECTOR (QCI) SHALL INSPECT THE FOLLOWING:

1. FIELD WELDING, HIGH-STRENGTH BOLTING, AND DETAILS PER SECTION N5

2. STEEL DECK AND HEADED STEEL STUD ANCHOR PLACEMENT AND ATTACHMENT PER SECTION N6

3. FIELD CUT SURFACES PER SECTION M2.2

4. FIELD HEATING FOR STRAIGHTENING PER SECTION M2.1

5. TOLERANCES FOR FIELD ERECTION PER SECTION 7.13 OF THE CODE OF STANDARD PRACTICE

QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY OTHERS WHEN REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ), APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR ENGINEER OF RECORD (EOR). NONDESTRUCTIVE TESTING (NDT) SHALL

BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE FOR QUALITY ASSURANCE

C. QUALITY ASSURANCE (QA) INSPECTION OF FABRICATED ITEMS SHALL BE MADE AT THE FABRICATOR'S PLANT. QA INSPECTION OF THE

ERECTED STEEL SYSTEM SHALL BE MADE AT THE PROJECT SITE

1. QA INSPECTIONS, EXCEPT NDT, MAY BE WAIVED WHEN THE WORK IS PERFORMED IN A FABRICATING SHOP OR BY AN ERECTOR

APPROVED BY THE AHJ TO PERFORM THE WORK WITHOUT QA

2. NDT OF WELDS COMPLETED IN AN APPROVED FABRICATOR'S SHOP MAY BE PERFORMED BY THAT FABRICATOR WHEN APPROVED BY THE AHJ. WHEN THE FABRICATOR PERFORMS THE NDT, THE QA AGENCY SHALL REVIEW THE FABRICATOR'S NDT REPORTS

3. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE MATERIALS SUPPLIED AND WORK PERFORMED BY THE FABRICATOR ARE IN ACCORDANCE WITH THE CONSTRUCTION

DOCUMENTS

4. AT COMPLETION OF ERECTION, THE APPROVED ERECTOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE MATERIALS SUPPLIED AND WORK PERFORMED BY THE ERECTOR ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS

5. THE QUALITY ASSURANCE INSPECTOR (QAI) SHALL REVIEW MATERIAL TEST REPORTS AND CERTIFICATIONS AS LISTED IN SECTION N3.2

FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS

INSPECTION TASKS LISTED IN THE TABLES BELOW SHALL BE PERFORMED BY BOTH THE FABRICATOR'S/ERECTOR'S QUALITY CONTROL INSPECTOR (QCI) AND THE QUALITY ASSURANCE INSPECTOR (QAI) UNLESS NOTED OTHERWISE:

INSPECTION TASKS PRIOR TO WELDING (AISC 360-10, TABLE N5.4-1) PERFORM OBSERVE

1. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE X ---

2. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE X ---

3. MATERIAL IDENTIFICATION (TYPE/GRADE) --- X

4. WELDER IDENTIFICATION SYSTEM (a) --- X

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

A. JOINT PREPARATION --- X

B. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) --- X

C. CLEANLINESS (CONDITION OF STEEL SURFACES) --- X

D. TACKING (TACK WELD QUALITY AND LOCATION) --- X

E. BACKING TYPE AND FIT (IF APPLICABLE) --- X

6. CONFIGURATION AND FINISH OF ACCESS HOLES --- X

7. FIT-UP OF FILLET WELDS --- X

A. DIMENSIONS (ALIGNMENT, GAPS AT ROOT) --- X

B. CLEANLINESS (CONDITION OF STEEL SURFACES) --- X

C. TACKING (TACK WELD QUALITY AND LOCATION) --- X

8. CHECK WELDING EQUIPMENT (b) --- X

(a) THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS

TYPE.

(b) THIS INSPECTION TASK IS THE SOLE RESPONSIBILITY OF THE FABRICATOR'S/ERECTOR'S QUALITY

CONTROL INSPECTOR (QCI)

INSPECTION TASKS DURING WELDING (AISC 360-10, TABLE N5.4-2) PERFORM OBSERVE

1. USE OF QUALIFIED WELDERS --- X

2. CONTROL AND HANDLING OF WELDING CONSUMABLES --- X

A. PACKAGING --- X

B. EXPOSURE CONTROL --- X

3. NO WELDING OVER CRACKED TACK WELDS --- X

4. ENVIRONMENTAL CONDITIONS --- X

A. WIND SPEED WITHIN LIMITS --- X

B. PRECIPITATION AND TEMPERATURE --- X

5. WELDING PROCEDURE SPECIFICATION (WPS) FOLLOWED

A. SETTINGS ON WELDING EQUIPMENT --- X

B. TRAVEL SPEED --- X

C. SELECTED WELDING MATERIALS --- X

D. SHIELDING GAS TYPE / FLOW RATE --- X

E. PREHEAT APPLIED --- X

F. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.) --- X

G. PROPER POSITION (F, V, H, OH) --- X

6. WELDING TECHNIQUES --- X

A. INTERPASS AND FINAL CLEANING --- X

B. EACH PASS WITHIN PROFILE LIMITATIONS --- X

C. EACH PASS MEETS QUALITY REQUIREMENTS --- X

INSPECTION TASKS AFTER WELDING (AISC 360-10, TABLE N5.4-3) PERFORM OBSERVE

1. WELDS CLEANED --- X

2. SIZE, LENGTH AND LOCATION OF WELDS X ---

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA

A. CRACK PROHIBITION X ---

B. WELD/BASE-METAL FUSION X ---

C. CRATER CROSS SECTION X ---

D. WELD PROFILES X ---

E. WELD SIZE X ---

F. UNDERCUT X ---

G. POROSITY X ---

4. ARC STRIKES X ---

5. k-AREA (a) X ---

6. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) X ---

7. REPAIR ACTIVITIES X ---

8. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER X ---

9. ULTRASONIC TESTING (UT) ON ALL CJP GROOVE WELDS IN BUTT, T- AND CORNER JOINTS, IN MATERIALS 5/16 IN. THICK OR GREATER. (required in Risk Category III or IV)

X ---

10. ULTRASONIC TESTING (UT) ON 10% OF CJP GROOVE WELDS IN BUTT, T- AND CORNER JOINTS, IN MATERIALS 5/16 IN. THICK OR GREATER (required in Risk Category II)

X ---

11. THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BE TESTED USING MAGNETIC PARTICLE TESTING (MT) OR PENETRANT TESTING (PT), WHEN FLANGE THICKNESS EXCEEDS 2 IN. FOR ROLLED SHAPES, OR

WHEN THE WEB THICKNESS EXCEEDS 2 IN. FOR BUILT-UP SHAPES.

X ---

12. (see AISC 360-10, section N5-5d for additional special inspections for welded joints subject to fatigue)

(a) WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 IN. OF THE WELD.

PERFORM - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

OBSERVE - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS.

INSPECTION TASKS PRIOR TO BOLTING (AISC 360-10, TABLE N5.6-1) PERFORM OBSERVE

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS (QAI ) X (QCI) X

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS --- XXX

3. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH) --- XXX

4. PROPER BOLTING PROCEDURES SELECTED FOR JOINT DETAIL --- XXX

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE

PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS.

--- XXX

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED (a)

(QCI) X (QAI) X

7. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS --- X

(a) NOT APPLICABLE FOR SNUG TIGHT JOINTS

INSPECTION TASKS DURING BOLTING (AISC 360-10, TABLE N5.6-2) (a) PERFORM OBSERVE

1. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED)

ARE POSITIONED AS REQUIRED

--- X

2. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION --- X

3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING (b) --- X

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES (b)

--- X

(a) NOT APPLICABLE FOR SNUG TIGHT JOINTS

(b) FOR PRETENSIONED JOINTS AND SLIP-CRITICAL JOINTS, WHEN THE INSTALLER IS USING THE TURN-OF-NUT METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT-TENSION-INDICATOR METHOD, OR THE TWIST-OFF-TYPE TENSION CONTROL BOLT METHOD, THE QCI AND QAI NEED NOT BE PRESENT

DURING THE INSTALLATION OF FASTENERS

INSPECTION TASKS AFTER BOLTING (AISC 360-10, TABLE N5.6-3) PERFORM OBSERVE

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X ---

PERFORM - PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.

OBSERVE - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS.

OTHER INSPECTION TASKS (AISC 360-10, SECTION N5.7) PERFORM OBSERVE

1. INSPECT THE STEEL TO VERIFY COMPLIANCE WITH THE DETAILS SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION

X ---

2. INSPECT THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. THE DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO

THE CONCRETE, SHALL BE VERIFIED PRIOR TO PLACEMENT OF CONCRETE

X ---

PERFORM - PERFORM THESE TASKS FOR EACH CONNECTION

INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT

(AISC 360-10, TABLE N6.1)

PERFORM OBSERVE

1. PLACEMENT AND INSTALLATION OF STEEL DECK X ---

2. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS X ---

3. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS X ---

PERFORM - PERFORM THESE TASKS FOR EACH STEEL ELEMENT.

78' - 4 1/2" 20' - 3 1/2"

/1

/1

(2) EQUAL SPACES(5) EQUAL SPACES

(3

E Q

U A

L S

P A

C E

S

CJ

CJ

CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

4" CONCRETE SLAB ON GRADE

REINFORCED WITH 6x6 W2.9xW2.9

1" CLEAR BELOW SURFACE.

PROVIDE 15 MIL VAPOR RETARDER

BELOW SLAB AND ON TOP OF 4"

DRAINAGE COURSE.

BL

TOF = 98'-8"

S200

TYP

BL BL

S200

TYP

S200

TOF = 99'-4" TYP

TOF = 99'-4" TYP

(6) EQUAL SPACES

(3

E Q

U A

L S

P A

C E

S

S200

TOF = 99'-4 TYP"

B L

B L

S200

TYP

BLBLBLBLBL

TOF = 98'-8 TYP"

S200

TYP

S200

B L

FINISH FLOOR EL, TYP

100'-0"

TOF = 98'-8 TYP"

(2) EQUAL SPACES

S200

B L

B L

S200

C J

S200

(2

E Q

U A

L S

P A

C E

S (2

E

Q U

A L S

P A

C E

S

S200

TYP

S200

TYP

TOF = 98'-8"

S200

TYP

CJ

CJ

CJ

C J

(2) EQUAL SPACES

AA

BB

CC

4' - 0" 8' - 0" 23' - 4" 12' - 0" 4' - 0" 8' - 0" 7' - 4" 8' - 0"

BL BL BL BL BL BL BL BL BL

26' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 2' - 8" 3' - 4" 20' - 8"

RE: MECH FOR HVAC

OPENING LOCATIONS ALONG

THIS WALL. PROVIDE LINTELS

AND JAMBS PER 8-S200.

OPENING LOCATIONS SHALL

NOT INTERUPT JAMB

REINFORCING FOR DOOR

OPENINGS BELOW 6

FUTURE

KNOCKOUT

OPENING.

PROVIDE LINTELS

AND JAMBS PER

SCHEDULE

32' - 0" 31' - 4"

22' - 8"

RE: MECH FOR HVAC

OPENING LOCATIONS

ALONG THIS WALL.

PROVIDE LINTELS AND

JAMBS PER 8-S200.

OPENING LOCATIONS

SHALL NOT INTERUPT JAMB

REINFORCING FOR DOOR

OPENINGS BELOW

A.2A.2

A.3A.3

HSS3-1/2X3-1/2X3/16

HSS3-1/2X3-1/2X3/16HSS3-1/2X3-1/2X1/4

HSS3-1/2X3-1/2X1/4

/4

/4

34' - 5 5/8" 13' - 6 7/8"

S200

TYP

DENOTES CONSTRUCTION OR CONTROL JOINT

(CONTRACTOR'S OPTION), RE: TYPICAL SLAB DETAIL, S200

DENOTES TOP OF FOOTINGTOF

CJ

ELEVATIONS INDICATED ON PLANS ARE TO FINISHED FLOOR, UNO.

DENOTES MASONRY BLOCK LINTEL ABOVE RE: MASONRY DETAILS, S200BL

DEONTES JAMB WIDTH MODIFICATION, RE: 8-S200

DEONOTES CONTROL JOINTS IN MASONRY WALL, RE: 8-S200

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N

B

U

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U.S. Department of Justice Federal Bureau of Prisons

U.S. Medical Center for Federal Prisoners 1900 West Sunshine

Springfield, MO 65807

CONST. CONTRACT NO.

DELIVER ORDER NO.

A/E CONTRACT NO.

BUILDING NAME

ADDRESS

CITY, STATE, ZIP

BUILDING NO.

PROJECT TITLE

SUBMISSION STAGE

SUBMISSION DATE

DRAWN BY

CHECKED BY

FLOOR NO.

DISCIPLINE

PLAN TYPE

SHEET NUMBER

AND FILENAME

P R

O P

E R

T Y

O F

T H

E U

N

IT

E D

S T

A T

E S

G O

V E

R N

M E

N T

S E

N S

IT

IV

E B

U T

U N

C L

A S

S

IF

IE

D

P ro p e rl y d e s tr o y d o c u m e n ts m e d ia w h e n n o l o n g e r n e e d e d

D

E

S

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N

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N

Medical Reference Laboratory

Springfield, Missouri, 65807

Final Construction Documents

11/25/2015

Wallace Engineering - Structural Consultants, Inc.

Professional Engineering Corporation Missouri Certificate of Aurthorization #001268

SPG PROJECT 4B2J

/2

/2

:3 :2

P

M

S100

Construct Medical Reference Lab

JJM

DLS

1900 West Sunshine

FOUNDATION PLAN

1/4" = 1'-0"1FOUNDATION PLAN

FOUNDATION PLAN NOTES AND LEGEND

-- TOF ARE MAXIMUM ELEVATIONS. AT CONTRACTORS OPTION THESE MAY BE ALTERED AFTER REVIEW OF PROPOSED CHANGES BY THE ENGINEER.

-- RE: ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN.

-- COORDINATE ELEVATION OF BRICK LEDGE WITH ARCHITECTURAL AND FINISH GRADE.

OPENING

PLAN

1/4" JOINT FILLER

#4 BAR AT DOOR

#4 BAR

EDGE OF SLAB

EXTERIOR FACE

OF WALL BEYOND

3"

3"

FF ELEV.

RE: PLAN

GRID

TOP OF FOOTING

RE: FND. PLAN

PLAN

GRID

D O

O R

O P

E N

IN

G

3'-0" TYP.

RE: EXTERIOR WALL

FOOTING DETAIL FOR

INFORMATION

1/4"x1 1/2" DEEP SAWCUT CONTROL JOINT.

(1/4"x3/4" IF SOFT CUT OPTION IS USED). FILL

WITH SEALANT AT EXPOSED JOINTS, AND

FILL WITH SUBFLOOR FILLER UNDER TILE

AND CARPET. RE: SPECIFICATIONS.

CONTROL JOINT (C.J.)

CONSTRUCTION JOINT (CONST.JT.)

AT CONTRACTORS OPTION, PROVIDE

1/2" DIA.x2'-0" SMOOTH DOWELS

GREASED, ONE END OR DIAMOND DOWEL

SYSTEM BY PNA (OR APPROVED EQUAL).

SPACE AT 2'-0" O.C. MAX.

1' - 0" 1' - 0"

2' - 0" 2' - 0"

C L R

CONCRETE REINFORCING

LAP SCHEDULE

BAR NO.

#3

#4

#5

#7

#8

#9

#10

#11

TOP BARS

15"

20"

25"

48"

61"

75"

91"

109"

LAP

OTHERS

15"

19"

23"

47"

58"

70"

84"

12"

#6 29"

37"

CMU REINFORCING

LAP SCHEDULE

BAR NO.

#3

#4

#5

#7

#8

18"

24"

30"

42"

48"

LAP

SPLICES

#6 36"

CORNER BARS TO

MATCH HORIZ REINF.

LAP BARS PER

SCHEDULE.

HORIZ REINF TYP

FF EL

RE: PLAN

TOP OF FOOTING

RE: FND. PLAN

BO FOOTING

97'-0"

(3)-#5 BARS CONT

FOUNDATION DOWELS TO MATCH

SIZE AND SPACING. PLACE HOOKS

DIRECTLY ON TOP OF CONTINUOUS

BARS. ALTERNATE DIRECTION OF

HOOKS. RE: LAP SPLICE SCHEDULE.

ALL MASONRY BELOW GRADE

TO BE GROUTED SOLID.

PROVIDE JOINT FILLER AT

EXTERIOR SLAB.

CL CMU AND FOOTING.

PROVIDE FELT BOND BREAKER

AT INTERIOR SLAB.

C L R

2' - 0"

RE: CMU WALL REINFORCING

DIAGRAM FOR ADDITIONAL

INFORMATION

VENEER, RE: ARCH

TOP OF FOOTING

RE: FND. PLAN

(3)-#5 BARS CONT

FOUNDATION DOWELS. PLACE HOOKS

DIRECTLY ON TOP OF CONTINUOUS

BARS. ALTERNATE DIRECTION OF

HOOKS. RE: LAP SPLICE SCHEDULE.

ALL MASONRY BELOW GRADE

TO BE GROUTED SOLID.

CL CMU AND FOOTING.

PROVIDE FELT BOND BREAKER

TYP

2' - 0"

RE: CMU WALL REINFORCING

DIAGRAM FOR ADDITIONAL

INFORMATION

C L R

(3)-#5 CONTINUOUS

2' - 0"

T.O.S. ELEV.

RE: FND. PLAN

AT OPENING PROVIDE (3)-#5xLENGTH OF

OPENING WITH 5'-0" EXTENSION ON EACH

SIDE OF OPENING.

RE: FOUNDATION PLAN FOR

SLAB AND REINFORCING.

C.L. WALL AND THICKENED SLAB.

RE: FND. PLAN.

#5 AT 12" O.C.x6'-0" LONG

CENTERED ON WALL.

CMU WALL REINFORCING.

RE: MASONRY DETAILS.

NOTES:

1. REFER CMU REINFORCING DIAGRAM FOR SPLICES IN VERTICAL REINFORCING.

2. BOND BEAM.

3. EXTEND GROUTED LINTEL A MINIMUM OF 2'-0" BEYOND FACE OF OPENING EACH

SIDE FOR STRAIGHT LINTEL REINFORCEMENT AND 1'-4" FOR HOOKED LINTEL, UNO

REINFORCEMENT WITH STANDARD ACI HOOK.

4. USE LINTEL BLOCKS ONLY FOR BOTTOM COURSE OF LINTEL BEAMS.

5. CONTINUE VERTICAL REINFORCING INTO LINTEL BEAM WITH STANDARD ACI HOOK.

6. PROVIDE DOWELS TO MATCH ALL VERTICAL REINFORCING LOCATIONS.

7. ALL VERTICAL BARS AT JAMBS AND PILASTERS SHALL EXTEND FROM THE BOND

BEAM BELOW THE OPENING TO THE BOND BEAM ABOVE THE OPENING.

8. CONTINUE HORIZONTAL REINFORCING INTO JAMB AND PROVIDE STANDARD ACI

HOOK INTO END CELL

9. BOND BEAM AT FIRST FULL COURSE BELOW ROOF FRAMING. VERTICALLY

REINFORCE TO TOP OF WALL PER REINFORCING DETAIL

10. BOND BEAM AT TOP OF WALL.

GENERAL NOTES:

12. GROUT SOLID ALL CELLS WITH REINFORCING.

13. USE BOND BEAM BLOCKS WITH OPEN BOTTOMS ONLY AT BOND BEAM LOCATIONS.

DO NOT USE TROUGH-TYPE BLOCKS AT BOND BEAMS.

14. DO NOT CONTINUE BOND BEAM REINFORCING TROUGH CONTROL JOINTS

15. ALL MASONRY SHALL BE LAID IN RUNNING (COMMON) BOND.

16. REFER TO DETAILS FOR LOCATIONS OF ADDITIONAL BOND BEAMS.

17. HORIZ. JOINT REINFORCING SHALL BE GALV. LADDER TYPE SPACED AT 16" OC

ABOVE GRADE AND 8" OC BELOW GRADE AND IN PARAPETS.

18. MASONRY REQUIRES SPECIAL INSPECTION. RE: SPECIFICATIONS.

19. MASONRY DESIGN IS BASED UPON A MINIMUM COMPRESSIVE STRENGTH OF fm =

2000 PSI, ESTABLISHED IN A ACCORDANCE WITH THE UNIT STRENGTH METHOD,

UNO

20. MASONRY UNITS SHALL MEET THE REQUIREMENTS OF ASTM C90 WITH A NET AREA

COMPRESSIVE STRENGTH OF 2800 PSI, UNO. MASONRY UNITS SHALL BE NORMAL

WEIGHT (MORE THAN 125 PCF).

21. MORTAR SHALL BE PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM

C270 (USE STANDARD 21-15) FOR TYPE "S" MORTAR

22. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS.

BATCHING AND MIXING SHALL MEET THE REQUIREMENTS OF ASTM C476

23. CONSTRUCTION BRACING FOR MASONRY WALL SHALL BE DESIGNED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WITCH THE PROJECT IS

LOCATED. MASONRY SUBMITTALS SHALL CONTAIN A LETTER SEALED BY

ENGINEER, STATING DESIGN LOADS AND SEALED BY THE ENGINEER AND SHALL BE

ISSUED TO THE OWNER AFTER SUBMITTAL REVIEW AND PRIOR TO STARTING

MASONRY CONSTRUCTION.

TOF

RE: FND PLAN

FINISH FLOOR

RE: FND PLAN

TOJ EL

RE: ROOF PLAN

TOP OF PARAPET

RE: ARCH

RE: JAMB

DETAIL

R E

L

IN

T E

L D

E T

A

IL

LAP BARS AT BAR POSITIONER

#3 BAR WITH ACI STANDARD 180

DEGREE HOOK IN EACH VERT. REINF.

CELL, TYP. UNO.

BOND BEAM AT TOP OF WALL

BAR POSITIONER AT 8" MAXIMUM

ABOVE TOP OF GROUT LIFT, TYP.

PROVIDE HORIZONTAL JOINT REINF.

AT 16" OC ABOVE GRADE AND 8" OC

BELOW GRADE AND IN PARAPETS

NORMAL WEIGHT CMU. PROVIDE (1) #5

VERT AT 40" OC, MAX

HOLD TOP OF EACH GROUT LIFT 2" DOWN

BELOW TOP OF BLOCK TO PROVIDE KEY

FOR NEXT LIFT, TYP.

FOUNDATION DOWEL INTO FOOTING

BELOW WITH STD 90 DRG HOOK,

ALTERNATE DIRECTION. DOWEL SIZE

AND SPACING TO MATCH WALL REINF

BOND BEAM

FULLY GROUTED NORMAL

WEIGHT CMU BELOW GRADE

MUST COURSE WITH FINISHED

FLOOR

VERTICAL CONTROL JOISTS SHALL

TERMINATE AT TOP OF FOOTING

LEVELING MORTAR BED

BELOW FIRST COURSE

SECTION

R E

L A

P S

C H

E D

U L E

/2

S L R

FIN FLOOR ELEVATION

FOUNDATION PLAN

8" WALL

W/2W/2

W

ALL BOND BEAMS SHALL HAVE

(1) #5 BAR CONTINUOUS.

PROVIDE VERT. WALL REINF. IN FIRST

CELL EACH SIDE OF CONTROL JOINT

REINF. BARS, JOINT REINF. AND BOND

BEAMS SHALL BE DISCONTINUOUS

DOWN TO TOP OF FOOTING AT

CONTROL JOINTS. RE: FOUNDATION

PLAN FOR CONTROL JOINT

LOCATIONS. DO NOT LOCATE

CONTROL JOINT WITHIN 2'-0" OF

OPENINGS.

PROVIDE VERT. WALL

REINF. IN CORNER

CELL AS SHOWN.

INSTALL CORNER BAR TO

MATCH AND LAP WITH

BOND BEAM

REINFORCING

EXTEND HORIZONTAL

REINFORCING TO END OF

WALL IN BOTH DIRECTIONS.

3/8" JOINT

EXPANSION CONTROL JOINT DETAIL

BOND BEAM STEP (NOT AT CONTROL JOINT)

RE: LAP SCHEDULE

TYPICAL 8" CORNER

CORNER DETAIL

AT OPENING ABOVE FINISH FLOOR

PROVIDE LINTEL AND JAMB PER

SCHEDULE. PROVIDE (1) #5 SILL BAR

IN FIRST FULL COURSE BELOW

OPENING AND GROUT SOLID TO

OPENING. EXTEND SILL REINF 2'-0"

BEYOND EDGES OF OPENING

N O

M

IN

A L

D

(NOM.)

W

LINTEL

EQ EQ

8"

8"

8"

WIDTH

(W)

GROUT ALL REINFORCED

CELLS AND CONTINUE

REINFORCING TO FULL HEIGHT

OF WALL, TYP

SIZE BARS TO MATCH VERTICAL

CMU WALL REINF PROVIDE (1)

BAR EACH CELL FOR LENGTH

REQUIRED

JAMB

CLEAR SPAN

UP TO 4'-8"

UP TO 6-'0"

UP TO 8'-0"

8"

24"

32"

(1) #6 BOTTOM

(1) #6 T&B

(1) #6 T&B

DEPTH

(D)

BOTTOM

REINF.

CMU LINTEL SCHEDULE

E Q

E Q

16" AT OPENING UP TO 8'-0"

8" AT OPENINGS UP TO 8'-0" AT LOCATIONS DENOTED WITH

24" AT OPENINGS LARGER THAN 8'-0"

/2

10"x10"x1/2" BASE PLATE AND 3/4" DIA

ANCHOR RODS, EMBED BOLTS 8",

TYP.

(3) #4 BARS EW

WATERPROOF COLUMN,

ANCHOR BOLTS AND BASE

PLATE WITH ASPHALTIC MASTIC

COLUMN, RE: FND. PLAN

PROVIDE 3/16" WASHERS. WELD

WASHER TO TOP OF BASE

PLATE

CL COLUMN AND FOOTING

TOF EL

99'-0"

FIN. FLOOR

RE: FND PLAN

1 1/2" NON-SHRINK GROUT

C L R

2'-0" (x2'-0")

TYP

1 1/2"

TYP.

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