Am-0003_W9128F23R0012_Attachments.pdf

B-21: Weapons Loader Training (WLT) Facility, (FY23) - Ellsworth ELA6

SECTION TABLE OF CONTENTS

DIVISION 10 - SPECIALTIES

SECTION 10 51 13

METAL LOCKERS

05/11

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DELIVERY, HANDLING, AND STORAGE

1.4 FIELD MEASUREMENTS

1.5 QUALITY ASSURANCE

1.5.1 Color Chips

PART 2 PRODUCTS

2.1 TYPES

2.1.1 Single-tier Lockers

2.2 MATERIAL

2.2.1 Steel Sheet

2.2.2 Finish

2.2.2.1 Color

2.3 COMPONENTS

2.3.1 Coat Hooks

2.3.2 Door Handles

2.3.3 Doors

2.3.3.1 Hinges

2.3.3.2 Latching Mechanisms

2.3.4 Latch Strikes

2.3.5 Silencers

2.3.6 Back and Side Panels, Tops, and Bottoms

2.3.7 Sloping Locker Tops

2.3.8 Shelves

2.3.9 Base Panels

2.3.10 Number Plates

2.3.11 Fastening Devices

2.4 WALL-MOUNTED TELEPHONE ENCLOSURES

2.4.1 Construction Enclosure consisting of powder coated black steel panels

2.4.2 Accessories

PART 3 EXECUTION

3.1 ASSEMBLY AND INSTALLATION

3.2 NUMBERING SYSTEM

3.3 FIELD QUALITY CONTROL

3.3.1 Testing

3.3.2 Repairing

3.3.3 Cleaning

-- End of Section Table of Contents --

SECTION 10 51 13 Page 1Am #0003

2.4 WALL-MOUNTED TELEPHONE ENCLOSURES

2.4.1 Construction Enclosure consisting of powder coated black steel panels

2.4.2 Accessories

SECTION 10 51 13 Page 2Am #0003

SECTION 10 51 13

METAL LOCKERS

05/11

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM A568/A568M (2019a) Standard Specification for Steel, Sheet, Carbon, Structural, and High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, General Requirements for

ASTM A1008/A1008M (2021a) Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS AA-L-00486 (Rev J) Lockers, Clothing, Steel

1.2 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Types; G-AE

Location; G-AE

Installation

Numbering system

SD-03 Product Data

Material

Handles

Finish

Locker components

SECTION 10 51 13 Page 3Am #0003

Assembly instructions

SD-04 Samples

Color chips; G-AE

1.3 DELIVERY, HANDLING, AND STORAGE

Deliver lockers and associated materials in their original packages, containers, or bundles bearing the manufacturer's name and the name of the material. Protect from weather, soil, and damage during delivery, storage, and construction.

1.4 FIELD MEASUREMENTS

To ensure proper fits, make field measurements prior to the preparation of drawings and fabrication. Verify correct location

1.5 QUALITY ASSURANCE

1.5.1 Color Chips

Provide a minimum of three color chips, not less than 3 inches square, of each color indicated.

Government may request performance-characteristic tests on assembled lockers. Tests and results must conform to FS AA-L-00486. Lockers not conforming will be rejected.

PART 2 PRODUCTS

2.1 TYPES

Locker must have the following type and size in the location and quantities indicated. Locker finish colors will be as scheduled.

2.1.1 Single-tier Lockers

Single-tier lockers must be as follows:

Single-tier locker 18 inches wide, 21 inches deep, and 72 inches high, attached to 6-inch high closed base

2.2 MATERIAL

2.2.1 Steel Sheet

ASTM A1008/A1008M ASTM A568/A568M, commercial quality, minimized spangle material. Prepare material surfaces for baked enamel finishing in accordance with FS AA-L-00486. Fabricate locker bodies from not less than 0.0239-inch thick steel sheet.

2.2.2 Finish

FS AA-L-00486.

2.2.2.1 Color

As selected.

SECTION 10 51 13 Page 4Am #0003

2.3 COMPONENTS

2.3.1 Coat Hooks

FS AA-L-00486, chromium plated.

2.3.2 Door Handles

FS AA-L-00486. Provide zinc alloy or steel handles with a chromium coating.

2.3.3 Doors

FS AA-L-00486, not less than 0.0598 inch thick steel sheet.

2.3.3.1 Hinges

In addition to the requirements of FS AA-L-00486, provide 5-knuckle hinges, minimum 2 inches high. Fabricate knuckle hinges from not less than

0.0787 inch thick steel sheet. A full height piano hinge may be provided if standard with the manufacturer. Weld or bolt hinges to the door frame. Weld, bolt, or rivet hinges to the door.

2.3.3.2 Latching Mechanisms

FS AA-L-00486.

2.3.4 Latch Strikes

FS AA-L-00486. Fabricate from not less than 0.0787 inch thick steel sheet, except latch strike may be continuous from top to bottom and fabricated as part of the door framing.

2.3.5 Silencers

FS AA-L-00486.

2.3.6 Back and Side Panels, Tops, and Bottoms

FS AA-L-00486, not less than 0.0474 inch thick steel sheet.

2.3.7 Sloping Locker Tops

Provide sloping locker tops in addition to the locker-section flat tops.

Sloping tops must be continuous in length. Provide fillers or closures at the exposed end of sloping tops. Fabricate sloping tops from not less than 0.0478-inch thick steel sheet.

2.3.8 Shelves

FS AA-L-00486. Fabricate from not less than 0.0598 inch thick steel sheet.

2.3.9 Base Panels

FS AA-L-00486.

SECTION 10 51 13 Page 5Am #0003

2.3.10 Number Plates

FS AA-L-00486. Aluminum. Provide consecutive numbers from 1 to 20.

2.3.11 Fastening Devices

Provide bolts, nuts, and rivets as specified in FS AA-L-00486.

[*AM-3]2.4 WALL-MOUNTED TELEPHONE ENCLOSURES

Wall-mounted, Recessed, Telephone Enclosure - 8 Door w/Keyed Lock & Hasp and Master Door Open.

2.4.1 Construction Enclosure consisting of powder coated black steel panels

a. Doors: Once piece; fabricated from 21-gauge nominal-thickness steel

b. Body: Fully assembled body fabricated from 20-gauge steel

c. Width: 28-1/2 inches

d. Depth: 11-1/4 inches

e. Height: 28-1/2 inches

f. Opening Width: 5 inches

g. Opening Height: 10 inches

h. Compartment Width: 5-9/16 inches

i. Compartment Depth: 10 inches

j. Door Type: Manual Close

k. Lock Type: 8 Keyed Differently (2 Keys/Door); 1 Master Key

l. Openings: 8

2.4.2 Accessories

Manufacturer's standard blank metal number plates, hardware, and mounting brackets.[**AM-3]

PART 3 EXECUTION

3.1 ASSEMBLY AND INSTALLATION

Assemble lockers according to the locker manufacturer's instructions.

Align lockers horizontally and vertically. Secure lockers to wall with screws as indicated. Bolt adjacent lockers together. Adjust doors to operate freely without sticking or binding and to ensure they close tightly.

3.2 NUMBERING SYSTEM

Install number plates on lockers consecutively.

SECTION 10 51 13 Page 6Am #0003

[*AM-3]2.4 WALL-MOUNTED TELEPHONE ENCLOSURES

Wall-mounted, Recessed, Telephone Enclosure - 8 Door w/Keyed Lock & Hasp and Master Door Open.

2.4.1 Construction Enclosure consisting of powder coated black steel panels

a. Doors: Once piece; fabricated from 21-gauge nominal-thickness steel

b. Body: Fully assembled body fabricated from 20-gauge steel

c. Width: 28-1/2 inches

d. Depth: 11-1/4 inches

e. Height: 28-1/2 inches

f. Opening Width: 5 inches

g. Opening Height: 10 inches

h. Compartment Width: 5-9/16 inches

i. Compartment Depth: 10 inches

j. Door Type: Manual Close

k. Lock Type: 8 Keyed Differently (2 Keys/Door); 1 Master Key

l. Openings: 8

2.4.2 AAccessories

Manufacturer's standard blank metal number plates, hardware, and mounting brackets.[**AM-3]

3.3 FIELD QUALITY CONTROL

3.3.1 Testing

Government may request performance-characteristic tests on assembled lockers in accordance with FS AA-L-00486. Lockers not conforming will be rejected.

3.3.2 Repairing

Remove and replace damaged and unacceptable portions of completed work with new.

3.3.3 Cleaning

Clean surfaces of the work, and adjacent surfaces soiled as a result of the work, in an approved manner. Remove equipment, surplus materials, and rubbish from the site.

-- End of Section --

SECTION 10 51 13 Page 7Am #0003

A. INSTALL BOLTS IN ACCORDANCE WITH CURRENT ICC-ES REPORT OR EQUIVALENT TESTING PROGRAM QUALIFYING THE BOLTS FOR USE IN CRACKED CONCRETE UNDER IBC 2018 (ACI 355.2 AS SUPPLEMENTED BY ACI 193). CONTRACTOR MUST SUBMIT MANUFACTURER REPORTS

INDICATING COMPLIANCE WITH IBC/ACI.

B. INSTALL BOLTS PERPENDICULAR TO THE FACE OF CONCRETE. DEVIATION FROM PERPENDICULAR GREATER THAN 10 DEGREES WILL NOT BE

ACCEPTABLE.

C. CREATE A TEMPLATE AT EACH EXPANSION BOLT CONNECTION LOCATION PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. MAKE TEMPLATE BY LOCATING EXISTING REBAR WITH A PACHOMETER. REPOSITION BOLTS A MAXIMUM OF 1 1/2" TO AVOID CONFLICTS WITH

EXISTING REINFORCING.

D. DRILL HOLES TO DEPTH AND DIAMETER RECOMMENDED BY MANUFACTURER. DO NOT ENLARGE OR REDIRECT HOLES ALONG LENGTH OF

BOLT.

E. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR.

F. FILL ABANDONED HOLES WITH EPOXY GROUT.

G. AIM WEDGES AWAY FROM CONCRETE EDGES LESS THAN 9" FROM THE CENTER LINE OF THE HOLE. TIGHTEN NUTS AGAINST SMOOTH

WASHERS TO MINIMUM TORQUE RECOMMENDED BY MANUFACTURER.

H. PROVIDE HOLES IN CONNECTION PLATES NO MORE THAN 1/8" LARGER THAN THE BOLT DIAMETER. IF LARGER HOLES ARE NEEDED FOR ERECTION PURPOSES, PROVIDE PLATE WASHERS WELDED TO CONNECTION PLATE TO TRANSFER THE BOLT LOAD.

FIELD INSTALLED EXPANSION BOLT NOTES

A. INSTALL ADHESIVE ANCHORED BOLTS AND DOWELS IN ACCORDANCE WITH CURRENT ICC-ES REPORTS OR EQUIVALENT TESTING PROGRAM QUALIFYING THE ANCHORING SYSTEM FOR USE IN CRACKED CONCRETE UNDER IBC 2018. CONTRACTOR MUST SUBMIT MANUFACTURER

REPORTS INDICATING COMPLIANCE WITH IBC/ACI.

B. INSTALL BOLTS AND DOWELS PERPENDICULAR TO THE FACE OF CONCRETE, UNLESS OTHERWISE INDICATED IN THE DRAWINGS.

C. CREATE A TEMPLATE AT EACH BOLT CONNECTION LOCATION PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. MAKE TEMPLATE BY LOCATING EXISTING REBAR WITH PACHOMETER. REPOSITION BOLTS A MAXIMUM OF 1 1/2" TO AVOID CONFLICTS WITH EXISTING REINFORCING.

D. DIAMETER OF DRILLED HOLES MUST BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT REDIRECT HOLES ALONG

LENGTH OF BOLT.

E. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR.

F. FILL ABANDONED HOLES WITH EPOXY GROUT.

G. PROVIDE HOLES IN CONNECTION PLATES NO MORE THAN 1/8" LARGER THAN THE BOLT DIAMETER. IF LARGER HOLES ARE NEEDED FOR ERECTION PURPOSES, PROVIDE PLATE WASHERS WELDED TO CONNECTION PLATE TO TRANSFER THE BOLT LOAD.

H. INSTALLATION OF ADHESIVE ANCHORED DOWELS AND BOLTS MUST BE CONTINUOUSLY INSPECTED BY THE TESTING LABORATORY TO ENSURE THAT HOLES ARE OF THE PROPER DIAMETER AND LENGTH, ARE PROPERLY CLEANED, AND THAT BOLTS ARE INSTALLED CORRECTLY.

I. ADHESIVE ANCHORED BOLTS MUST NOT BE USED IN OVERHEAD INSTALLATION.

ADHESIVE ANCHORED BOLTS AND DOWELS NOTES

A. THE CONTRACTOR IS RESPONSIBLE TO PROVIDE THE FOLLOWING ITEMS, WHICH ARE DEFERRED SUBMITTALS, PENDING APPROVAL BY THE

CONTRACTING OFFICER:

1. STEEL FRAMING CONNECTIONS NOT DETAILED IN THE DRAWINGS.

2. LIGHT GAUGE METAL STUD FRAMING, CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

3. METAL STAIR FRAMING, CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE AND SLAB ON GRADE.

4. MECHANICAL EQUIPMENT AND CONNECTIONS TO SUPPORTING FRAMING, INCLUDING BRACING TO RESIST APPLICABLE LATERAL LOADS.

5. STEEL MEZZANINES, RACKS, AND OTHER STORAGE STRUCTURES, CONNECTIONS, AND CONNECTION TO THE BUILDING FRAMING AND

SLAB ON GRADE. THIS TASK ALSO INCLUDES THE INSTALLATION, LEVELING AND PLUMBING AS REQUIRED, AND MISCELLANEOUS

CONNECTIONS THAT COULD BE REQUIRED TO ACHIEVE THE FINAL CONDITION

6. SUPPORTS FOR ELEVATED PIPE LINES, SPRINKLER SYSTEMS, CEILINGS AND CONDUITS INCLUDING SUPPORT AND CONNECTIONS FOR

LINES HANGING FROM BUILDING STRUCTURE.

7. ACCESS LADDER FRAMING, CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

8. BRACING COMPONENTS AND CONNECTION TO HANGAR FRAMING FOR LATERAL SUPPORT OF EXISTING MASONRY WALLS AT EXISTING

MEZZANINES (RE: A1/S-600)

9. DESIGN OF SUPPORTS AND ANCHORAGE OF NONSTRUCTURAL COMPONENTS AND SYSTEMS TO THE HANGAR FRAMING. THESE

COMPONENTS INCLUDE BUT ARE NOT LIMITED TO CEILINGS AND LIGHT FIXTURES, FIRE PROTECTION CURTAIN WALLS, AND SPRINKLER SYSTEM. THE WEIGHT OF THE SYSTEMS MUST NOT EXCEED THE BASIS OF DESIGN INDICATED BELOW:

a. FIRE PROTECTION DRAFT CURTAIN (INCLUDING CONNECTIONS TO HANGAR ROOF): THE LESSER OF 2.0 PLF (POUNDS PER LINEAR FOOT) or 9.5 +/-0.7 OSY (OUNCES PER SQUARE YARD)

b. CEILING SYSTEM (INCLUDING CONNECTIONS TO HANGAR ROOF): 0.75 PSF

c. SPRINKLER SYSTEM (INCLUDING PIPING AND CONNECTIONS TO HANGAR ROOF): 2 PSF

10. ALUMINUM STRUCTURES, CONNECTIONS, AND CONNECTIONS TO BUILD FRAMING AND SLAB ON GRADE.

11. MICROPILE CONSTRUCTION PROCESS, MICROPILE TYPE AND QUANTITY, MICROPILE DESIGN, REVISIONS TO FOOTING DETAILS TO

ACCOMMODATE MICROPILE DESIGN, AND MICROPILE TOP TO MICROPILE CAP CONNECTION DESIGN.

12. RAILING CONNECTIONS TO STRUCTURE THAT ARE NOT SPECIFICALLY DETAILED IN THE CONTRACT DOCUMENT DRAWINGS.

13. LOUVER DESIGN AND CONNECTION OF LOUVER TO THE STRUCTURAL FRAMING.

B. DEFERRED SUBMITTALS MUST BE ACCOMPANIED BY CALCULATIONS SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN A STATE OR

TERRITORY OF THE UNITED STATES OF AMERICA.

C. DEFERRED SUBMITTALS MUST BE SUBMITTED PRIOR TO INSTALLATION AND MUST BE APPROVED BY THE ENGINEER OF RECORD FOR

GENERAL CONFORMANCE TO DESIGN INTENT.

D. FOLLOWING COMPLETION OF REVIEW AND COORDINATION BY THE ENGINEER OF RECORD, THE RETURNED SUBMITTALS (WITH SHOP DRAWING REVIEW STAMPS ON THEM) MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL. A LETTER STATING THAT THE SUBMITTAL HAS BEEN REVIEWED AND COORDINATED AND HAS BEEN FOUND ACCEPTABLE WITHOUT EXCEPTIONS

MUST ACCOMPANY THE SUBMITTAL.

DELEGATED ENGINEERED SYSTEMS

A. GENERAL:

1. THE CONTRACTOR MUST FIELD VERIFY THE LOCATION, SIZE, AND EXTENT OF EXISTING FOUNDATIONS AND UTILITIES IN THE VICINITY OF THE NEW MICROPILES. TO AVOID ANY DAMAGE OR OVERLOADING, PRIOR TO INITIATING CONSTRUCTION, NOTIFY THE CONTRACTING OFFICER IN WRITING OF THE RESULTS OF THIS FIELD VERIFICATION. IN ADDITION, NOTIFY THE CONTRACTING OFFICER OF ANY UTILITY LOCATIONS OR EXISTING FOUNDATION ELEMENTS THAT MAY REQUIRE MICROPILE RELOCATIONS OR STRUCTURE DESIGN

MODIFICATION.

2. MICROPILES MUST BE DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT NO. 221204.00 BY FMG ENGINEERING TITLED "GEOTECHNICAL EVALUATION FOR WEAPONS LOADER TRAINING FACILITY EAFB, SOUTH DAKOTA", DATED

NOVEMBER 18-2022.

3. REINFORCING BARS MUST BE ALL THREAD BAR CONFORMING TO ASTM A 615, GRADE 75 OR DEFORMED BAR CONFORMING TO ASTM A

615, GRADE 75. REINFORCING BARS MUST BE FULLY DEVELOPED INTO PILE CAP.

4. PROVIDE PERMANENT CASING SPLICES USING COMPLETE PENETRATION WELDS. ALTERNATIVELY TO WELDED SPLICES, IT IS ACCEPTABLE TO USE THREADED CASING JOINTS CAPABLE OF DEVELOPING THE COMPRESSIVE, TENSILE, AND FLEXURAL CAPACITIES OF

THE CASING. REFER TO SPECIFICATION 31 63 33.

5. IT IS ACCEPTABLE TO USE TYPE 2 MECHANICAL SPLICE FOR REINFORCING BAR. THE SPLICE MUST MEET THE ACI 318 AND THE PROJECT SPECIFICATION REQUIREMENTS. PLEASE NOTE A MINIMUM OF 3 INCH GROUT COVER MUST BE PROVIDED AT THE BAR SPLICE LOCATION.

PROVIDE MECHANICAL SPLICE FOR TEST PILES IF MECHANICAL SPLICE IS USED IN ANY OF THE PRODUCTION MICROPILES.

B. DESIGN CAPACITIES FOR MICROPILES:

1. MICROPILES ALLOWABLE STRESS: THE MAXIMUM ALLOWABLE STRESS ON THE CEMENT GROUT OR CONCRETE MUST BE 25 PERCENT OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH IF POURED AGAINST THE SOIL BUT MUST NOT EXCEED 1,600 PSI. FOR CEMENT GROUT OR CONCRETE WITHIN A PERMANENT CASING, THE MAXIMUM ALLOWABLE DESIGN STRESS CAN BE INCREASED TO 40 PERCENT OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH. THE MAXIMUM STRESS ON STEEL REINFORCING, INCLUDING PERMANENT STEEL CASING, MUST BE 35 PERCENT OF THE MINIMUM SPECIFIED YIELD STRENGTH, BUT MUST NOT EXCEED 28,000 PSI.

2. FOR MICROPILES, THE MAXIMUM ALLOWABLE DESIGN TENSILE STRESS ON THE CENTER BAR MUST BE 50 PERCENT OF THE MINIMUM SPECIFIED YIELD STRENGTH. THE CASING MUST NOT BE COUNTED ON TO RESIST THE TENSION FORCE. THE ALLOWABLE DESIGN

TENSILE STRESS ON THE CEMENT GROUT MUST BE ZERO.

3. FOR A MICROPILE, THE REINFORCING STEEL MUST BE DESIGNED TO CARRY NOT LESS THAN 40 PERCENT OF THE DESIGN

COMPRESSION LOAD.

4. MICROPILES MUST NOT BE DRILLED WITHIN TWENTY FEET OF AN EXISTING MICROPILE UNTIL THE GROUT HAS HAD 12 HOURS OR

SUFFICIENT TIME FOR THE INITIAL SET.

5. BATTER MICROPILE ALONG THE DIRECTION OF LATERAL FORCE. BATTER ANGLE TO BE SELECTED BY CONTRACTOR'S MICROPILE ENGINEER AS REQUIRED TO RESIST THE LATERAL LOADS AND AVOID DAMAGE OR OVERLOADING OF THE EXISTING FOUNDATION MEMBERS DURING OR AFTER THE INSTALLATION OF MICROPILES. PLEASE NOTE THAT DRAWINGS OF THE EXISTING HANGAR PROVIDED BY THE GOVERNMENT SHOW EXISTING SHALLOW AND DEEP FOUNDATION MEMBERS. THE CONTRACTOR MUST FIELD VERIFY THE LOCATION, SIZE, AND EXTENT OF EXISTING FOUNDATIONS. NOTIFY THE CONTRACTING OFFICER IN WRITING OF THE RESULTS OF THIS

FIELD VERIFICATION PRIOR TO INITIATING CONSTRUCTION.

MICROPILE NOTES

STRUCTURAL MASONRY NOTES

A. REINFORCED MASONRY WORK AND MATERIALS TO BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES TMS 402/602-16.

B. REINFORCED MASONRY TO CONFORM TO THE SPECIFICATIONS FOR MASONRY STRUCTURES TMS 402/602-16 (WITH THE EXCEPTIONS NOTED

IN JOB SPECIFICATIONS).

C. PROVIDE CONCRETE MASONRY UNITS (CMU) OF NORMAL WEIGHT (125 PCF MINIMUM), CONFORMING TO THE LATEST EDITION OF ASTM C 90.

LAY UNITS IN RUNNING BOND UNLESS OTHERWISE NOTED.

D. PROVIDE MASONRY MORTAR MEETING THE REQUIREMENTS OF TYPE S PER ASTM C 270. PROVIDE AGGREGATES FOR MORTAR CONFORMING

TO ASTM C 404.

E. PROVIDE MASONRY GROUT WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2,000 PSI TESTED IN ACCORDANCE WITH ASTM C 1019.

GROUT TO MEET THE MINIMUM REQUIREMENTS SPECIFIED IN ASTM C476.

F. MASONRY ASSEMBLAGES HAVE BEEN DESIGNED ASSUMING A MINIMUM COMPRESSIVE STRENGTH (f'm) OF 2,000 PSI.

G. PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C 426 LIMITS FOR DRYING SHRINKAGE OF CONCRETE BLOCKS.

H. PROVIDE VERTICAL REINFORCEMENT IN CMU WALLS AS SHOWN ON DRAWINGS. FILL THE REINFORCED CELLS SOLIDLY WITH GROUT.

MAXIMUM HEIGHT OF GROUT POURS TO BE AS PER TMS 402/602-16.

I. PROVIDE HORIZONTAL JOINT REINFORCING IN WALLS AT 16 INCHES ON CENTER VERTICAL SPACING. JOINT REINFORCING TO BE HOT DIP GALVANIZED NO. 9 GAGE LADDER TYPE WITH CROSS TIES AT 16 INCHES ON CENTER, CONFORMING TO ASTM A 82. LAP SPLICE ENDS A

MINIMUM OF 12 INCHES AT SPLICES.

J. LAY HOLLOW UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. PROVIDE FULL MORTAR COVERAGE FOR

WEBS WHEN ADJACENT TO GROUTED CELLS.

K. ALIGN VERTICAL CELLS TO BE FILLED WITH GROUT TO PROVIDE CONTINUOUS UNOBSTRUCTED VERTICAL CELLS. REMOVE OVERHANGING MORTAR OR OTHER OBSTRUCTION AND DEBRIS FROM THE INSIDES OF SUCH CELL WALLS. PROVIDE GROUT WITH MIN 8 INCH SLUMP AND

CONSOLIDATE BY MEANS OF HAND TAMPING TO ENSURE COMPLETE FILLING OF CELLS.

L. PROVIDE AN 8 INCH HIGH BOND BEAM (MINIMUM DEPTH UNLESS OTHERWISE NOTED) AT TOP OF ALL CMU WALLS. REINFORCE BOND BEAM PER DETAIL(S). IF BOND BEAMS AT INTERSECTING WALLS MEET AT DIFFERENT ELEVATIONS, EXTEND BOND BEAMS AROUND INTERSECTING

CORNER TO FIRST INTERIOR REINFORCED CELL, BUT NOT LESS THAN 4 FEET.

M. PROVIDE VERTICAL REINFORCING AT CORNERS OF CMU WALLS, AT ENDS OF WALLS, EACH SIDE OF CONTROL JOINT, AND EACH SIDE OF WALL OPENINGS PER DETAIL(S). PROVIDE MINIMUM 3/8 INCH THROUGH-WALL CONTROL JOINTS AT 24'-0" MAXIMUM SPACING UNLESS OTHERWISE

NOTED ON DRAWINGS.

N. INSTALL ANCHORS, ACCESSORIES, AND OTHER ITEMS TO BE BUILT IN AS WORK PROGRESSES.

O. LAP SPLICE VERTICAL REINFORCING MINIMUM OF 60 BAR DIAMETERS OR 36 INCHES, WHICHEVER IS GREATER.

P. PERFORM CUTTING AND FITTING OF MASONRY WITH MASONRY SAWS PROVIDING CUT FINISHED UNITS.

Q. CELLS AT OR BELOW FINISHED GRADE ARE TO BE GROUTED SOLID.

R. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CELL, DO NOT SLOPE DOWEL MORE THAN ONE HORIZONTAL TO SIX

VERTICAL.

S. WHEN VERTICAL DOUBLE REINFORCED CELLS ARE SPECIFIED, PROVIDE 1/4 INCH CLEARANCE FROM INSIDE FACE OF THE BLOCK MASONRY CELL OR MINIMUM OF ONE BAR DIAMETER, WHICHEVER IS GREATER. ENSURE THAT ALL VERTICAL REINFORCING STEEL IS POSITIONED AND

HELD IN PLACE BY MEANS OF WIRE SPACERS.

A. PROVIDE OPEN WEB, UNDERSLUNG, PARALLEL CHORD JOISTS UNLESS OTHERWISE NOTED ON THE DRAWINGS.

B. DESIGN, FABRICATE, AND ERECT OPEN WEB STEEL JOISTS TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION.

C. UNLESS OTHERWISE SHOWN, WELD K-SERIES JOISTS TO SUPPORTING BEAMS OR BEARING PLATES WITH 3/16 INCH FILLET WELD, 1-1/2 INCHES LONG ON EACH SIDE OF JOIST SEAT. USE MINIMUM OF 2-3/4 INCH DIAMETER A325N BOLTS AT JOIST CONNECTIONS ON OR NEAREST

TO COLUMN LINES.

D. UNLESS OTHERWISE SHOWN, WELD LH OR DLH-SERIES JOISTS TO SUPPORTING BEAMS OR BEARING PLATES WITH 1/4 INCH FILLET WELD, 2 INCHES LONG ON EACH SIDE OF JOIST SEAT. USE MINIMUM OF 2-3/4 INCH DIAMETER A325N CONNECTION BOLTS AT JOIST CONNECTIONS ON

OR NEAREST TO COLUMN LINES.

E. PROVIDE JOIST BRIDGING, SIZE, AND SPACING, IN ACCORDANCE WITH STEEL JOIST INSTITUTE. PROVIDE SUPPLEMENTAL BRIDGING AS

REQUIRED FOR NET WIND UPLIFT CONDITION.

F. JOIST SIZES AS SHOWN ON DRAWINGS ARE BASED ON GRAVITY LOAD CAPACITIES. DESIGN JOISTS FOR THE GRAVITY LOAD CAPACITIES IN ADDITION TO OTHER LOADS (UPLIFT, AXIAL LOADS, CONCENTRATED LOADS, MOMENTS, ETC.) INDICATED ON DRAWINGS.

G. SHOP DRAWINGS FOR JOISTS AND JOIST ACCESSORIES TO BE PREPARED BY THE JOIST MANUFACTURER'S DETAILERS.

H. SUBMIT DESIGN CALCULATIONS IN ACCORDANCE WITH STEEL JOIST INSTITUTE DESIGN STANDARDS. SUBMIT DESIGN CALCULATIONS SEALED

BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

I. PROVIDE 2-1/2 INCH MINIMUM BEARING ON STRUCTURAL STEEL FOR K-SERIES JOISTS OR PROVIDE BEARING LENGTHS PER STEEL JOIST

INSTITUTE REQUIREMENTS UNLESS GREATER LENGTHS ARE SHOWN ON DRAWINGS.

J. PROVIDE TOP AND BOTTOM CHORD EXTENSIONS WHERE INDICATED ON DRAWINGS.

K. WHERE STEEL JOIST ARE USED FOR WIND OR SEISMIC BRACING, DESIGN TOP AND BOTTOM CHORDS FOR THE FORCES INDICATED ON DRAWINGS. THE CONNECTION AT THE TOP AND BOTTOM CHORD CONNECTIONS TO DEVELOP EQUAL FORCES. THE BOTTOM CHORD OF THE

MEMBER IS NOT TO BE WELDED UNTIL ALL OF THE FLOOR/ROOF DEAD LOAD IS IN PLACE.

L. DO NOT WELD BOTTOM CHORD CONNECTION TO SUPPORTING MEMBERS UNTIL FLOOR/ROOF DEAD LOAD HAS BEEN APPLIED.

M ALL LONG SPAN JOISTS SHALL BE MADE UP OF ROLLED STRUCTURAL SHAPES ONLY. BRIDGING SHALL BE RIGID CROSS BRACING IN

ACCORDANCE WITH THE STEEL JOIST INSTITUTE.

N IN THE INSTANCE WHERE A SUPPORT BEAM FLANGE IS NOT WIDE ENOUGH TO ACCOMMODATE PROPER BEARING FOR TWO JOISTS SEATS, STAGGER JOISTS AS REQUIRED TO ACHIEVE PROPER BEARING.

O. FIELD SPLICES MUST BE DESIGNED BY THE JOIST ENGINEER AND MUST BE EITHER BOLTED OR WELDED. SPLICES MUST BE DESIGNED FOR

THE MEMBER FORCE, BUT NOT LESS THAN 50 PERCENT OF THE MEMBER STRENGTH.

P. IT IS PERMITTED TO DELIVER THE JOISTS IN SEVERAL PIECES THEREFORE REQUIRING THE PIECES TO BE SPLICED TOGETHER IN THE FIELD.

THE MANUFACTURER’S INSTRUCTIONS MUST BE FOLLOWED TO ENSURE MATCHING PIECES ARE JOINED, PROPER BOLTS A ARE USED, AND

ANY REQUIRED BOLT-TENSIONING IS INCORPORATED

STEEL JOIST NOTES

C. CORROSION PROTECTION

1. PROVIDE CORROSION PROTECTION OF THE INTERNAL STEEL REINFORCING BARS AS FOLLOWS:

A. ENCAPSULATION PROTECTION: SHOP FABRICATE THE ENCAPSULATION FROM HIGH-DENSITY, CORRUGATED POLYETHYLENE TUBING CONFORMING TO THE REQUIREMENTS OF ASTM D3350/AASHTO M252 WITH A MINIMUM WALL THICKNESS OF 0.03 INCHES. THE ANNULUS BETWEEN THE REINFORCEMENT AND THE ENCAPSULATING TUBE MUST BE A MINIMUM OF 0.25 INCHES AND BE GROUTED WITH NEAT CEMENT OR SAND/CEMENT MIXTURE WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 5,000 PSI.

B. GROUT PROTECTION: FOR BARE STEEL REINFORCING BARS, PROVIDE A MINIMUM 3 INCHES OF GROUT COVER SURROUNDING THE

REINFORCING BAR.

C. MECHANICAL SPLICE IS REQUIRED TO BE CORROSION PROTECTED PER REQUIREMENTS OF RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS (PTI DC35.1-14). IN ADDITION, A MINIMUM OF 3 INCH GROUT COVER MUST BE PROVIDED AT THE BAR SPLICE

LOCATION.

2. PROVIDE DOUBLE CORROSION PROTECTION OF THE REINFORCING BARS FOR ALL REINFORCING BARS NOT CONTAINED WITHIN PERMANENT CASING. WHERE PERMANENT CASING IS USED FOR A PORTION OF THE MICROPILE, EXTEND THE DOUBLE CORROSION

SYSTEM AT LEAST 5.0 FEET INTO THE CASING.

3. IF THE MICROPILE DESIGN RELIES ON THE CASING FOR AXIAL OR MOMENT CAPACITY, INCORPORATE AN ADDITIONAL 0.2-INCH THICKNESS OF SACRIFICIAL STEEL FOR CORROSION PROTECTION OF ALL PERMANENT STEEL CASING USED IN MICROPILE

CONSTRUCTION.

D. INSTALLATION:

1. THE MICRO PILE INSTALLATION SHOULD INCLUDE DRILLING AND CASING THE HOLE TO THE BOTTOM OF THE DRILLED HOLE. AFTER ADVANCING THE CASING TO THE BOTTOM OF THE DRILLED HOLE, THE CASING SHOULD BE CLEANED OF LOOSE MATERIAL AND GROUTED THROUGH A TREMIE PIPE. THE BOTTOM 10 FEET OF CASING SHOULD BE PULLED OUT OF THE HOLE FOR THE 10 FEET BONDED LENGTH

INTO THE TO BEARING STRATUM.

2. DURING GROUTING OPERATIONS, THE TREMIE PIPE SHOULD BE INSERTED TO THE BOTTOM OF THE HOLE AND SHOULD BE PULLED AT A CONTROLLED RATE THAT WILL KEEP THE END OF THE TREMIE PIPE WITHIN THE BODY OF THE GROUT. CONCRETE PLACED BELOW THE WATER LEVEL SHOULD BE TREMIED THROUGH A PIPE DISCHARGING BELOW THE SURFACE OF FRESH CONCRETE. EACH MICROPILE

SHOULD BE POURED IN ONE CONTINUOUS LIFT.

3. CONSTRUCTION OR COLD JOINTS ARE NOT ALLOWED ON MICROPILES, UNLESS JUSTIFIED BY THE MICROPILE DESIGN. THE COLD JOINT LOCATION MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BEFORE CONSTRUCTION AND FABRICATION. WATER DISPLACED BY THE TREMIED CONCRETE WILL NEED TO BE CONTAINED BY AND PROPERLY DISPOSED OF BY THE

CONTRACTOR DURING CONSTRUCTION OF THE FOUNDATIONS.

4. AFTER GROUTING OPERATIONS HAVE BEEN COMPLETED THE REBAR MUST BE DRIVEN INTO PLACE UTILIZING CENTRALIZERS AS

REQUIRED TO MAINTAIN ALIGNMENT.

5 MICROPILES SHOWN ARE TO BE SPACED A MINIMUM OF THREE TIMES THE DIAMETER APART, MEASURED CENTER TO CENTER.

MICROPILE LENGTHS WILL BE DETERMINED IN THE FIELD BY THE DEPTH OF THE BEARING STRATUM.

6. INSTALLATION MUST BE MONITORED BY THE GEOTECHNICAL ENGINEER REPRESENTATIVE, THE SPECIAL INSPECTOR, AND THE

CONTRACTING OFFICER.

7. THE FOLLOWING TOLERANCES MUST BE FOLLOWED FOR EACH MICROPILE UNLESS MORE STRINGENT TOLERANCES ARE SPECIFIED BY

THE MICROPLE ENGINEER:

A. CENTERLINE OF MICROPILES MUST BE INSTALLED TO A MAXIMUM TOLERANCE IN ANY DIRECTION OF 1 INCH PER PILE AT MICROPILE

BEARING PLATE ELEVATION

B. PILE MUST BE PLUMB WITHIN 2 PERCENT OF TOTAL-LENGTH PLAN ALIGNMENT

C. TOP OF THE MICROPILE ELEVATION MUST BE 1 INCH FROM VERTICAL SPECIFIED ELEVATION D. CENTERLINE OF THE REINFORCING BAR MUST NOT BE MORE THAN 1/2 INCH FROM INDICATED LOCATIONS

WHERE ANY OF THE INSTALLED MICROPILES IS OUT OF POSITION BASED ON THE SPECIFIED TOLERANCES, THE CONTRACTOR MAY BE REQUIRED TO CONSTRUCT STRAP BEAMS OR INSTALL ADDITIONAL MICROPILES TO COMPENSATE FOR THE ECCENTRICITY OF THE INSTALLED MICROPILE. THE COST OF CORRECTIVE WORK, INCLUDING THE COST OF RE-ENGINEERING, MUST BE PAID BY THE

CONTRACTOR.

E. STATIC LOAD TEST:

1. LOAD TEST MUST BE COMPLETED PER ASTM D1143, ASTM 3689, AND ASTM D3966. TEST PILE LOCATIONS MUST BE DETERMINED BY

THE GEOTECHNICAL ENGINEER REPRESENTATIVE.

2. TEST FOR MICROPILES MUST BE PERFORMED ACCORDING TO PROJECT SPECIFICATIONS.

3. FOR TEST PILES, PROVIDE A MINIMUM OF 5% OF THE TOTAL NUMBER OF THE PRODUCTION MICROPILES AS RECOMMENDED BY FHWA

NHI-05-039 SECTION 7.6.3

F. ALL SOILS FROM MICROPILE EXCAVATIONS TO BE ASSUMED CATEGORY 3 SOILS AND REMOVED FROM THE SITE. REFER TO

SPECIFICATION 02 61 13.

MICROPILE NOTES CONT.METAL DECK NOTES CONT.

b. FOR COMPOSITE DECK WITH 4" SLAB OVERALL THICKNESS:

b1. LOAD AND RESISTANCE FACTOR DESIGN (LRFD) SHEAR STRENGTH UNDER WIND LOAD = 3000 PLF b2. LOAD AND RESISTANCE FACTOR DESIGN (LRFD) UPLIFT STRENGTH UNDER WIND LOAD = 100 PLF b3. DIAPHRAGM SHEAR STIFFNESS = 3700 KIP/IN

3. CONTRACTOR MUST SUBMIT MANUFACTURERS' APPLICABLE ICC-ES TEST REPORT FROM INTERNATIONAL CODE COUNCIL (ICC) EVALUATION SERVICE OR DATASHEET PRIOR TO INSTALLATION AND MUST BE APPROVED BY THE ENGINEER OF RECORD FOR GENERAL

CONFORMANCE TO DESIGN INTENT.

4. LONGITUDINAL EDGES SHALL BE FASTENED BY MECHANICAL FASTENERS TO THE SUPPORTS AT MAXIMUM SPACING OF 8" ON CENTER.

5. PROVIDE #10 TEK SCREWS SIDE LAP FASTENERS AT 12 INCHES ON CENTER BETWEEN SUPPORTS.

6. SINGLE SPAN DECK CONDITION IS NOT ALLOWED.

7. CENTERED OVER GIRDERS AND PERPENDICULAR TO THE DECK FLUTES, PLACE ADDITIONAL REINFORCEMENT OF NO. 4's, SIX FEET IN LENGTH, SPACED AT 8 INCHES ON CENTER. EXTEND REINFORCEMENT INTO EACH SPAN A DISTANCE EQUAL TO 15 PERCENT OF SPAN

LENGTH. THE REINFORCEMENT SHOWN IN DRAWINGS SUPERSEDES THIS NOTE.

8. MAINTAIN SPECIFIED CONCRETE THICKNESS AT COLUMN LOCATIONS. SLAB THICKNESS ELSEWHERE WILL VARY DUE TO DECK AND BEAM DEFLECTIONS. MAKE ALLOWANCES AND FURNISH MATERIALS TO CREATE SPECIFIED FLOOR ELEVATION, WITHIN SPECIFIED LIMITS.

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ORANGE OM4 MMF PP

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NOT TO SCALEA1

COMM ROOM 1030 CABINET ELEVATIONS

PROVIDE LOCKABLE CABINET IN IN-LINE CONFIGURATION FROM THE

OPPOSITE WALL.

PROVIDE LADDER CABLE TRAY MOUNTED ABOVE CABINETS WITH STAND-

OFF BRACKETS.

PROVIDE 1RU FIBER SPLICE ENCLOSURE WITH 6-PORT DUPLEX (12-FIBER) LC

ADAPTER PANELS FOR OS2 SINGLE-MODE FIBER CROSS CONNECTS.

INCLUDE ADAPTER PANELS, ADAPTERS, CERAMIC ALIGNMENT SLEEVES,

12-FIBER SPLICE TRAYS, LOOSE TUBE BREAKOUT KIT, HEAT SHRINK TUBES,

AND 12-FIBER PIGTAILS FOR ALL STRANDS REQUIRED.

PROVIDE 1RU FIBER SPLICE ENCLOSURE WITH 6-PORT DUPLEX (12-FIBER) LC

ADAPTER PANELS FOR OM4 MULTIMODE FIBER CROSS CONNECTS. INCLUDE

KIT FROM ABOVE BUT FOR OM4 TO SUPPORT ALL STRANDS REQUIRED.

PROVIDE 2RU 48-PORT CAT 6A PATCH PANEL WITH FULLY LOADED CAT 6A

SHIELDED JACKS, BOND SHIELD AS REQUIRED. ALL CAT 6A SHIELDED JACKS

AND CABLES TO MATCH COLOR FOR THE NETWORK.

PROVIDE RBB TO REAR OF ALL CABINETS.

PROVIDE STAND-OFF BRACKET.

PROVIDE A MINIMUM OF (2) VERTICALLY ALIGNED MULTI-OUTLET POWER

STRIPS ON THE REAR OF EACH NETWORK CABINET (C1, C4 AND C5). ONE

POWER STRIP MUST BE 120V, 1 PHASE AND THE OTHER 208V, 1-PHASE.

SECURE ALL CABINETS ON ALL FOUR CORNERS.

ELECTRICAL MUST PROVIDE A TWIST-LOCK TYPE RECEPTACLE MOUNTED

ABOVE EACH CABINET, REFER TO E-401 FOR ADDITIONAL INFORMATION.

PROVIDE 4-INCH PENETRATION FROM CABLE TRAY TO SURFACE RACEWAY,

TYPICAL.

PROVIDE SURFACE RACEWAY FOR COMMUNICATIONS CABLES, REFER TO

DETAIL ON T-503.

FLOOR TRENCH RATED FOR CONCRETE FOR COMMUNICATIONS CABLES TO

COMBINATION FLOOR BOX, REFER TO PLAN FOR LOCATIONS.

PROVIDE A COMBINATION FLOOR BOX, ELECTRICAL AND COMMUNICATIONS

SEPARATED BY A METAL BARRIER, REFER TO PLAN FOR LOCATIONS.

PATHWAY FOR POWER CABLES ONLY.

SHEET KEYNOTES

NOT TO SCALEE4

CONFERENCE 1011 NORTH ELEVATION

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