A-3 COMBINED DRAWINGS - WA ANG B456.pdf

PDF 11 MB Posted Nov 8, 2023

Attached to: B456 HVAC Repair Federal contract opportunity
Solicitation number: W50S9D-24-B-5001
Issued by: Department of the Army National Guard

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Written by GovTribe AI · Dec 21, 2023

This file contains technical drawings related to a federal contract opportunity for HVAC repair services. The solicitation number is W50S9D-24-B-5001 and is being issued by the Department of the Army National Guard for repairs to the HVAC system at facility B456. The pre-solicitation opportunity involves repair and maintenance of existing HVAC equipment as detailed in the combined drawings file, which contains system diagrams and specifications. Responses are due based on the standard solicitation timeline.

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MICHELLE

YVONNE

HIDLE

NO. C 38085

REN. 03-31-2023

A S

I C L

FF LAO I

H N

DSE CAR

I T

02/11/2022

AS AGENT OF AECOM

13 24

REGISTRATION

La st

P lo tte d:

Fi le na m e:

Printed on Post-Consumer Recycled Content Paper

2" x3

4" Pr oj ec t M an ag em en t I ni tia ls

D es ig ne r:

C he ck ed

Ap pr ov ed

ISSUE/REVISION

SHEET NUMBER

SHEET TITLE

PROJECT NUMBER

CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

-W

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COVER SHEET

G-001G -0

-C

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Architecture

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

REPAIR HVAC BUILDING 456,

SERVICES

FAIRCHILD AIR FORCE BASE, WASHINGTON

WASHINGTON AIR NATIONAL GUARD

141ST AIR REFUELING WING

ANG PROJECT NUMBER: GJKZ152865

AECOM PROJECT NUMBER: 60604048

FY2022

B-3 SUBMITTAL

100% DESIGN

02-11-2022

LOCATION MAP

VICINITY MAP

PROJECT SITE

FAIRCHILD AFB

I/R DATE DESCRIPTION

MICHELLE

YVONNE

HIDLE

NO. C 38085

REN. 03-31-2023

A S

I C L

FF LAO I

H N

DSE CAR

I T

02/11/202

13 24

REGISTRATION

La st

P lo tte d:

Fi le na m e:

Printed on Post-Consumer Recycled Content Paper

2" x3

4" Pr oj ec t M an ag em en t I ni tia ls

D es ig ne r:

C he ck ed

Ap pr ov ed

ISSUE/REVISION

SHEET NUMBER

SHEET TITLE

PROJECT NUMBER

CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)

-W A

C B

8- W

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D M

SHEET INDEX

G-002G -0

-S

MICHELLE

YVONNE

HIDLE

NO. C 38085

REN. 03-31-2023

A S

I C L

FF LAO I

H N

DSE CAR

I T

AS AGENT OF AECOM

13 24

REGISTRATION

La st

P lo tte d:

Fi le na m e:

Printed on Post-Consumer Recycled Content Paper

2" x3

4" Pr oj ec t M an ag em en t I ni tia ls

D es ig ne r:

C he ck ed

Ap pr ov ed

SHEET NUMBER

SHEET TITLE

PROJECT NUMBER

CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

-W

G H

W A

6_ A-

.rv t D

SHEET INDEX

G-002G -0

-S

Architecture

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architecture

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

SCHEDULE - SHEET INDEX

- SUBMISSIONS

NUMBER NAME A-2 (35%) B-1 (65%) B-2 (95%) B-3 (100%)

GENERAL

G-001 COVER SHEET X X X X

G-002 SHEET INDEX X X X X

STRUCTURAL

S-001 STRUCTURAL NOTES X X X

S-002 STRUCTURAL NOTES X X X

S-003 TYPICAL DETAILS X X

S-004 TYPICAL DETAILS X X

S-110 STRUCTURAL FLOOR PLAN - FIRST FLOOR X X X

S-401 MECHANICAL YARD PLAN X X X

S-402 STRUCTURAL FLOOR PLAN (BID OPTION) X X

S-403 STRUCTURAL ROOF PLAN (BID OPTION) X X X

S-404 MECHANICAL YARD FOUNDATION PLAN (BID OPTION) X X

S-405 MECHANICAL YARD ROOF FRAMING PLAN (BID OPTION) X X X

S-501 STRUCTURAL DETAILS X X

S-502 STRUCTURAL DETAILS X X

ARCHITECTURE

A-001 ARCHITECTURAL GENERAL NOTES, ABBREVIATIONS X X X X

AD101 DEMOLITION RCP - FIRST FLOOR X X X X

A-110 COMPREHENSIVE FLOOR PLAN - FIRST FLOOR X X X X

A-111 FIRST FLOOR PLAN - AREA A X X X

A-112 FIRST FLOOR PLAN - AREA B X X X

A-113 FIRST FLOOR PLAN - AREA C X X X

AR110 COMPREHENSIVE RCP - FIRST FLOOR X X X

AR111 FIRST FLOOR RCP - AREA A X X X

AR112 FIRST FLOOR RCP - AREA B X X X

AR113 FIRST FLOOR RCP - AREA C X X X

A-201 ELEVATIONS - NORTH AND SOUTH X X X X

A-202 ELEVATIONS - EAST AND WEST X X X X

A-301 BUILDING SECTIONS X X X X

A-401 MECHANICAL ENCLOSURE - PLAN & DETAILS X X

A-402 MECHANICAL ENCLOSURE - ELEVATIONS & DETAILS X X

A-403 (ABI) MECHANICAL ENCLOSURE - PLAN & DETAILS X X X

A-404 (ABI) MECHANICAL ENCLOSURE - ELEVATIONS X X

A-405 (ABI) STOREFRONT REPLACEMENT - PLAN & DETAILS X X X

A-501 DETAILS, CEILING X X X

A-502 DETAILS, DUCT PENETRATION X X

A-503 DETAILS, DUCT PENETRATION X X

A-601 DOOR & WINDOW SCHEDULE X X X X

A-610 (ABI) DOOR & WINDOW TYPES & DETAILS X X X

A-611 (ABI) DOOR & WINDOW DETAILS X X

MECHANICAL

M-001 MECHANICAL ABBREVIATIONS, LEGENDS, SYMBOLS, & NOTES X X X X

M-002 MECHANICAL SCHEDULES X X X X

MD-100 COMPREHENSIVE HVAC DEMO PLAN - FIRST FLOOR X X X X

MD-101 HVAC FIRST FLOOR DEMO PLAN - AREA A X X X X

MD-102 COMPREHENSIVE PLUMBING DEMO PLAN - FIRST FLOOR X X X X

MD-103 PLUMBING FIRST FLOOR DEMO PLAN - AREA A X X X X

M-100 COMPREHENSIVE HVAC FIRST FLOOR PLAN X X X X

M-101 HVAC FIRST FLOOR PLAN - AREA A X X X X

M-102 HVAC FIRST FLOOR PLAN - AREA B X X X X

M-103 HVAC FIRST FLOOR PLAN - AREA C X X X X

M-300 MECHANICAL SECTIONS X X X X

M-500 MECHANICAL DETAILS X X X X

M-700 MECHANICAL CONTROL DIAGRAMS X X X X

M-701 MECHANICAL CONTROL DIAGRAMS X X

MP-100 COMPREHENSIVE PLUMBING FLOOR PLAN - FIRST FLOOR X X X X

MP-101 PLUMBING FIRST FLOOR PLAN - AREA A X X X X

ELECTRICAL

E-001 ELECTRICAL ABBREVIATIONS, LEGENDS, SYMBOLS, & NOTES X X X X

ED-100 ELECTRICAL DEMO PLAN - FIRST FLOOR X X X X

ED-700 ELECTRICAL SINGLE LINE DIAGRAM - DEMO X X X X

E-100 COMPREHENSIVE ELECTRICAL FLOOR PLAN - FIRST FLOOR X X X X

COMPREHENSIVE ELECTRICAL LIGHTING FLOOR PLAN - FIRST FLOOR X X X X

I/R DATE DESCRIPTIONI/R DATE DESCRIPTION

E-700 ELECTRICAL SINGLE LINE DIAGRAM X X X X

E-105

No. 6440

Exp. 9-30-23

P O S R

IF O

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ADAHA

No. 6440

Exp. 9-30-23

P O S R

IF O

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I A

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D L

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I G

R S

R E E

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OF CALI

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No. 6440

Exp. 9-30-23

P O S R

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13 24

REGISTRATION

L a s t

P lo tt e d

F ile n a m e

Printed on Post-Consumer Recycled Content Paper

A N

S I

P ro je c t

M a n a g e m e n t

In it ia ls

D e s ig n e r:

C h e c k e d

A p p ro v e d

ISSUE/REVISION

SHEET NUMBER

SHEET TITLE

PROJECT NUMBER

CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

:5 :5

-W A

A N

G H

V A

C B

-W A

A N

G B

S -1

.r v t

P A

L D

STRUCTURAL NOTES

S-001S -0

-S T

R U

C T

U R

A L

N O

T E

Architectural

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

GENERAL

1. DESIGN CODES AND GENERAL REQUIREMENTS:

A. UNIFIED FACILITIES CRITERIA (UFC) OCT 2016

B. WASHINGTON BUILDING CODE WITH LOCAL AMENDMENTS (2015).

C. FEDERAL OCCUPATIONAL SAFETY AND HEALTH STANDARDS ACT.

D. INTERNATIONAL BUILDING CODE (2015).

E. ALL OTHER STATE, LOCAL, AND COUNTY REGULATIONS WHERE THEY APPLY.

2. ALL WORKMANSHIP, INSPECTION AND MATERIALS SHALL CONFORM TO THE LATEST

EDITIONS OF THE WASHINGTON BUILDING CODE AND ALL OTHER REGULATIONS APPLICABLE

TO ANY PORTION OF WORK.

3. FOR PURPOSES OF THE SCOPE OF STRUCTURAL WORK SHOWN HEREIN, AECOM IS THE

ENGINEER OF RECORD (EOR).

4. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURES DURING CONSTRUCTION. SUCH

MEASURES SHALL INCLUDE BUT NOT BE LIMITED TO BRACING AND SHORING ALL

EXCAVATIONS, TEMPORARY AND EXISTING STRUCTURES, AND PARTIALLY COMPLETED

PORTIONS OF THE WORK.

5. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS

GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. THE

ENGINEER OF RECORD SHALL BE NOTIFIED WHEN ACTUAL CONDITIONS CONFLICT WITH THE

DRAWINGS.

6. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BEFORE STARTING WORK.

THE ENGINEER OF RECORD SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES OR

INCONSISTENCIES.

7. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL

NOTES AND TYPICAL DETAILS. NUMERICAL DIMENSIONS SHALL TAKE PRECEDENCE OVER

SCALE SHOWN ON PLANS, SECTIONS AND DETAILS.

8. PRIOR TO START OF WORK, CONTRACTOR SHALL CONDUCT NECESSARY INVESTIGATION

FOR VERIFICATION OF EXISTING UNDERGROUND UTILITIES AND STRUCTURES SHOWN ON

THE DRAWINGS AND FOR IDENTIFICATION AND LOCATING EXISTING UNDERGROUND

UTILITIES AND STRUCTURES WHICH MAY NOT BE SHOWN ON THE DRAWINGS WITHIN THE

WORK AREA. THE ENGINEER OF RECORD SHALL BE NOTIFIED OF ANY INTERFERENCE

WITHIN THE NEW WORK.

9. FOR SIZE, LOCATION AND ANCHOR BOLT REQUIREMENTS OF ALL EQUIPMENT MOUNTING

BASES REFER TO MECHANICAL, PIPING, ELECTRICAL AND/OR MANUFACTURER DRAWINGS.

EQUIPMENT VENDOR SHALL PROVIDE MOUNTING TEMPLATE SHOWING ANCHOR BOLT

LOCATION FOR EQUIPMENT FURNISHED. NOTIFY THE ENGINEER OF RECORD OF ANY

DISCREPANCY.

10.ANY EQUIVALENT MATERIALS SUBSTITUTED PER "APPROVED EQUAL" NOTE, SHALL BE

APPROVED BY THE LOCAL BUILDING DEPARTMENT AND THE ENGINEER OF RECORD BEFORE

USE.

11.CONTRACTOR SHALL FURNISH ALL MATERIALS, EQUIPMENT LABOR AND SHALL PERFORM

ALL OPERATIONS AS SPECIFIED AS NECESSARY TO COMPLETE THE PROJECT. THE

CONTRACTOR SHALL SOLELY BE RESPONSIBLE FOR THE QUALITY CONTROL OF THE

SUPPLIED MATERIALS EXCEPT FOR PROCURED ITEMS BY THE OWNER.

12.THE OWNER'S TECHNICAL REPRESENTATIVE RESERVES THE RIGHT TO MAKE

INSPECTIONS AT ANY TIME DURING EXECUTION OF THE PROJECT. SUCH INSPECTIONS DO

NOT ABSOLVE THE CONTRACTOR OF THEIR DUTY TO CONSTRUCT PER THE CONTRACT

DRAWINGS AND SCOPE OF WORK, INCLUDING GEOTECHNICAL COMPACTION

REQUIREMENTS.

13.THE CONTRACTOR SHALL CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES INCLUDING

BUT NOT LIMITED TO SHORING, TEMPORARY BRACING AND FALL PROTECTION IN

ACCORDANCE WITH ALL LOCAL STATE AND FEDERAL SAFETY AND HEALTH REGULATION

AND STANDARDS AND LAWS.

14.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOOR OR

ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT OF FLOOR.

PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS TO ATTAIN

DESIGN STRENGTH.

15.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING

UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE

CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION

WITH THE PROSECUTION OF THIS WORK.

16.ALL CONDITIONS NOT SPECIFICALLY SHOWN OR DETAILED SHALL BE OF THE SAME TYPE

AND CHARACTER AS THOSE SHOWN FOR SIMILAR CONDITIONS.

17.STRUCTURAL WORK SHALL BE COORDINATED WITH THE MECHANICAL AND ELECTRICAL

DRAWINGS FOR LOCATIONS OF ALL PIPES, CONDUITS, ETC. PRIOR TO CONSTRUCTION.

CODES AND STANDARDS

THE DESIGN, DETAILING, FABRICATION, AND ERECTION OF ALL STRUCTURES SHALL

CONFORM TO THE FOLLOWING CODES, SPECIFICATIONS, U.O.N.:

1. UNIFIED FACILITIES CRITERIA (UFC) 3-301-01 OCT 2016

2. WASHINGTON BUILDING CODE (WBC) 2015

3. AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND

OTHER STRUCTURES W/ SUPPLEMENT NO. 1 (ASCE 7-10).

4. INTERNATIONAL BUILDING CODE (IBC) 2015

5. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

6. ASTM STANDARDS IN BUILDING CODES, LATEST EDITION.

7. ACI 530-13 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.

DESIGN CRITERIA

1. AHU-1 WT = 5,824 LBS

DOAS-1 WT = 3,276 LBS

2. WIND PARAMETERS

RISK CATEGORY = II

EXPOSURE = D

BASIC WIND SPEED = 110 MPH

3. SNOW PARAMETERS

Is = 1.0

GROUND SNOW = 42 PSF

4. SEISMIC DESIGN PARAMETERS

RISK CATEGORY = II

Ie = 1.0 SS = 0.32 g S1 = 0.12 g SDS = 0.331 g SD1 = 0.18 g

SITE CLASS: D

SDC: C

GEOTECHNICAL REPORT AND SOILS

1. SOIL DESIGN PARAMETERS:

CLASS 5 SOIL ASSUMED PER IBC TABLE 1806.2 IN THE ABSENCE OF GEOTHECHNICAL REPORT.

ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF

ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF/FT

ALLOWABLE LATERAL SLIDING RESISTANCE = 130 PSF

COHESION (IN NO CASE SHALL THE LATERAL SLIDING RESISTANCE EXCEED ONE-HALF THE

DEAD LOAD PER IBC 1806.3.2)

FROST DEPTH = 64"

2. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SUPPORTS REQUIRED FOR EXCAVATION.

CONCRETE

1. ALL CONCRETE CONSTRUCTION WORK SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE

SPECIFICATION ACI-318.

2. ALL STRUCTURAL CONCRETE PLACED SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF

4,500 PSI, WHEN TESTED AT 28 DAYS. LOADS SHALL NOT BE PLACED ON NEW CONCRETE UNTIL A

MINIMUM OF 28 DAYS HAS PASSED FROM TIME OF CONCRETE PLACEMENT.

3. AT CONTRACTOR'S OPTION, STRUCTURAL CONCRETE WITH A MINIMUM COMPRESSIVE

STRENGTH OF 5,000 PSI, WHEN TESTED AT 28 DAYS, MAY BE USED TO REDUCE THE TIME PERIOD

BEFORE LOAD CAN BE PLACED ON THE CONCRETE TO A MINIMUM OF 14 DAYS AFTER TIME OF

CONCRETE PLACEMENT. IF THIS CONTRACTOR'S OPTION IS IMPLEMENTED, THE NUMBER OF

CONCRETE TEST SAMPLES INDICATED IN CONCRETE NOTE #23 SHALL BE DOUBLED, AND HALF OF THE COLLECTED TEST SAMPLES SHALL BE TESTED AT 14 DAYS AFTER CONCRETE PLACEMENT TO VERIFY THAT THE 14 DAY CONCRETE COMPRESSIVE STRENGTH IS AT LEAST 3000 PSI PRIOR TO

PLACING ANY LOAD ON THE CONCRETE.

4. MIXES SHALL BE SO DESIGNED THAT AVERAGE STRENGTH DEVELOPED IN SAMPLES MADE,

CURED AND TESTED UNDER THE PROVISIONS OF THIS SPECIFICATION WILL BE AT LEAST 15

PERCENT GREATER THAN STRENGTH SPECIFIED ABOVE.

5. CONCRETE MATERIAL SPECIFICATIONS:

CEMENT (LOW ALKALI) ASTM C-150, TYPE II

COARSE AGGREGATE (3/4" MAXIMUM) ASTM C-33

FINE AGGREGATE (CONCRETE SAND) ASTM C-33

6. READY MIX CONCRETE MAY BE USED IF IT MEETS ABOVE CONCRETE SPECIFICATIONS AND

SHALL CONFORM TO ASTM C-94. WATER SHALL BE CLEAN AND CHEMICAL FREE. DISCHARGE LIMIT

SHALL NOT EXCEED 90 MINUTES FROM THE TIME THAT CONCRETE IS BATCHED.

7. SUBMIT CONCRETE MIX DESIGNS TO EOR FOR ACCEPTANCE PRIOR TO USE.

8. THE MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS:

EXPOSED TO EARTH, UNFORMED-----------3"

EXPOSED TO EARTH OR WEATHER, FORMED----2"

ALL OTHER CONCRETE WORK-------------2"

9. EXISTING PAVING IN THE AREA OF WORK SHALL BE SAWCUT AT THE EDGES OF THE REMOVAL

AREA TO PROVIDE A CLEAN EDGE AT THE BOUNDARY OF DEMOLITION. NEW WORK SHALL MEET

AND MATCH EXISTING GRADES ALONG THE CONSTRUCTION BOUNDARY.

10.ALL CONSTRUCTION THAT WILL JOIN EXISTING STRUCTURES SHALL DO SO AT FLAT CLEAN

SURFACES EITHER EXISTING OR SAWCUT. THE CONCRETE SURFACE OF THE JOINT SHALL BE

ROUGHENED TO APPROXIMATELY 1/4" AMPLITUDE BY MECHANICAL MEANS AND SHALL BE FREE OF

DIRT, GREASE, OIL AND LOOSE MATERIAL THAT MAY EFFECT BOND. PRIOR TO PLACEMENT OF

NEW CONCRETE A COAT OF CONCRETE BONDING AGENT SHALL BE APPLIED TO ALL SURFACES

THAT WILL BE JOINED.

11.ALL FORMS SHALL BE CONSTRUCTED TO MAINTAIN THEIR REQUIRED POSITION AND SHAPE

DURING AND AFTER THE PLACING OF CONCRETE AND BE SUFFICIENTLY TIGHT TO PREVENT THE

LEAKAGE OF CONCRETE.

12.PRIOR TO PLACING CONCRETE, ALL REINFORCEMENT STEEL, ANCHOR BOLTS, DOWELS,

EMBEDDED STRUCTURAL STEEL SHAPES, BARS, PLATES OR OTHER EMBEDDED ITEMS SHALL BE

WELL SECURED IN THEIR REQUIRED POSITIONS.

13.SLEEVES SHALL BE PROVIDED FOR ALL PIPING, PLUMBING AND ELECTRICAL OPENINGS BEFORE

PLACING CONCRETE.

14.ALL EXPOSED CONCRETE EDGES SHALL BE PROVIDED WITH A 3/4" CHAMFER.

15.GROUT SHALL BE NON-SHRINK CEMENTITIOUS GROUT MEETING ASTM C-1107 GRADE C

REQUIREMENT WITH A MIN. DESIGN COMPRESSIVE STRENGTH EQUAL TO 5000 PSI. CONCRETE

SURFACE TO RECEIVE CEMENTITIOUS GROUT SHALL BE ROUGHENED TO APPROXIMATELY 1/4"

AMPLITUDE BY MECHANICAL MEANS & SHALL BE FREE OF DIRT, GREASE, OIL, AND LOOSE

MATERIAL THAT MAY AFFECT BOND.

16.NONSHRINK GROUT SHALL BE PROVIDED UNDER ALL COLUMN BASE PLATES AND OTHER

LOCATIONS SHOWN ON DRAWINGS. SUFFICIENT WATER SHALL BE ADDED TO PRODUCE A

CONSISTENCY FOR POURING WITHOUT SEGREGATION OF GROUT CONSTITUENTS.

17.ALL FLAT WORK AND PAVING SHALL HAVE A BROOM FINISH.

18.PROPOSED CONSTRUCTION JOINTS, BY CONTRACTOR, SHALL BE SUBMITTED TO THE

ENGINEER FOR REVIEW AND APPROVAL, PRIOR TO INCLUSION IN THE WORK.

19.FORMED SURFACES, EXPOSED TO VIEW, SHALL BE SMOOTH FORM FINISH AS DESCRIBED IN ACI

301. ROUGH FORM FINISH IS ACCEPTABLE ELSEWHERE.

20.PREMOLDED EXPANSION JOINT FILLER SHALL COMPLY TO ASTM 1751. JOINT SEALANT SHALL BE

1/4" DEEP AND OF A SILICON CHEMICAL RESISTANT TYPE. PROVIDE SEALANT FILL AT

CONSTRUCTION JOINT (CJ). SAWCUT 1/2" EXPANSION JOINTS (EJ) SHALL BE FILLED WITH

PREMOLDED JOINT FILLER AND A 1/4" DEEP SEALANT CAP WHERE INDICATED.

21.ALL STRUCTURAL CONCRETE MUST BE TESTED TO DETERMINE THE AVERAGE COMPRESSIVE

STRENGTH OF THE CONCRETE PLACED. CONCRETE BATCH TICKETS SHALL BE COLLECTED FOR

EACH LOAD DELIVERED AND CONCRETE SAMPLE CYLINDERS COLLECTED FOR EVALUATION AND

ACCEPTANCE IN ACCORDANCE WITH ACI 318 SECTION 5.6.

22.AN INDEPENDENT TESTING AGENCY SHALL BE HIRED BY THE CONTRACTOR TO COMPLETE

CONCRETE STRENGTH EVALUATION FOR ALL CONCRETE PLACED. THE TESTING AGENCY SHALL

PROVIDE QUALIFIED FIELD TECHNICIANS RESPONSIBLE FOR THE COLLECTION OF BATCH TICKETS, TEST SAMPLES, AND LOGGING THE INFORMATION WITH THE ASSOCIATED POUR. THE AGENCY

MUST PROVIDE A REPORT ONE WEEK AFTER THE (28) DAY CONCRETE CYLINDER TEST WITH THE

RESULTS OF THE EVALUATION ACCOMPANIED BY THE LOAD BATCH TICKETS.

TABLE #1A

MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE

USE THIS TABLE FOR A615 GRADE 60-UNCOATED REINFORCING IN NORMAL-WEIGHT CONCRETE

WHEN CONCRETE COVER IS LESS THAN OR EQUAL TO ONE BAR DIAMETER OR BAR SPACING IS

LESS THAN OR EQUAL TO TWO BAR DIAMETERS. IN ALL OTHER CASES USE TABLE #1B.

(4500 PSI CONCRETE)

BAR TOP BARS OTHER BARS

SIZE LAP ANCH "Ld" LAP ANCH "Ld" #3 37" 28" 28" 22" #4 49" 37" 37" 29" #5 61" 47" 47" 36" #6 73" 56" 56" 43" #7 106" 81" 81" 63" #8 121" 93" 93" 72" #9 136" 105" 105" 81" #10 153" 118" 118" 91"

TABLE #1B

MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE

USE THIS TABLE FOR A615 GRADE 60-UNCOATED REINFORCING WHEN CONCRETE COVER IS

GREATER THAN ONE BAR DIAMETER AND BAR SPACING IS GREATER THAN TWO BAR DIAMETERS.

(4500 PSI CONCRETE)

BAR TOP BARS OTHER BARS

SIZE LAP ANCH "Ld" LAP ANCH "Ld" HOOKED ANCH "Ldh" #3 25" 19" 19" 15" 8" #4 33" 25" 25" 19" 10" #5 41" 31" 31" 24" 12" #6 49" 73" 73" 29" 15" #7 71" 54" 54" 42" 17" #8 81" 62" 62" 48" 19" #9 91" 70" 70" 54" 22" #10 102" 79" 79" 61" 24"

NOTES FOR TABLES #1A AND #1B:

A. WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP DIMENSION OF THE SMALLER BAR OR

THE ANCHORAGE DIMENSION OF THE LARGER BAR. USE WHICHEVER DIMENSION IS LARGER.

B. TOP BARS SHALL BE DEFINED AS BEAM AND SLAB HORIZONTAL REINFORCEMENT SO PLACED

THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE TOP

REINFORCEMENT. HORIZONTAL REINFORCING IN WALLS SHALL BE CONSIDERED TOP BARS.

REINFORCING STEEL

1. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO AMERICAN CONCRETE

INSTITUTE - MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCING CONCRETE

STRUCTURES (ACI-315).

2. REINFORCING STEEL MATERIAL SPECIFICATIONS:

GRADE 60

3. ALL REINFORCING BARS SHALL BE BILLET STEEL DEFORMED BARS. ALL BENDS SHALL BE MADE

COLD.

4. ALL REINFORCING BENDS, HOOKS, OFFSETS, SPLICES AND OTHER FABRICATION DETAILS

SHALL CONFORM TO ACI MANUAL OF STANDARD PRACTICE. STIRRUPS AND TIES SHALL BE

DETAILED AS REQUIRED FOR FLEXURAL MEMBERS DESIGNED TO RESIST FORCES DUE TO HIGH

SEISMIC INFLUENCE WITH A MINIMUM 135 DEGREE BENDS AND REQUIRED HOOK EXTENSIONS.

5. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND

SPACING AS THE VERTICAL REINFORCING, UNLESS NOTED OTHERWISE.

6. PRIOR TO PLACING CONCRETE, ALL REINFORCING BARS, ANCHOR BOLTS, HOLD DOWNS

DOWELS, EMBEDDED STRUCTURAL STEEL SHAPES, BARS, PLATES OR OTHER EMBEDDED ITEMS

SHALL BE WELL SECURED IN POSITION AND INSPECTED BY THE SPECIAL INSPECTOR.

7. REINFORCING STEEL FURNISHED AND INSTALLED SHALL BE FREE OF RUST, GREASE, MILL

SCALE, OR ANY MATERIAL WHICH MAY AFFECT ITS BOND WITH CONCRETE.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN,

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," 14TH EDITION (AISC 360-10).

2. ALL STEEL SHALL BE FABRICATED TO FIT TOGETHER PLUMB AND TRUE IN THE FIELD WITHOUT

ALTERATION.

3. MATERIALS

A. STEEL PLATES, ANGLES AND CHANNELS: ASTM A36, (Fy=36 KSI)

B. THREADED ROD: ASTM A307, (Fy=36 KSI)

C. STEEL TUBING: ASTM A500/A500M GRADE B

4. ALL STEEL SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH

ASTM A123 OR F2329 (G-90) U.O.N.

WELDING

1. ALL TESTING AND WELDING OF STRUCTURAL STEEL AND ALL CERTIFICATION OF WELDERS

SHALL BE PER AWS D1.1. REFER TO SPECIAL INSPECTION NOTES FOR ADDITIONAL WELDING

REQUIREMENTS.

2. ALL WELDING SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE AMERICAN WELDING

SOCIETY CODE AWS-D1.1, LATEST EDITION.

3. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS HOLDING CURRENT VALID AWS

CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD CALLED FOR.

4. ALL WELDING SHALL BE DONE BY THE SHIELDED ARC PROCESS USING E70XX ELECTRODES

AND AWS APPROVED PROCEDURES.

MASONRY CONSTRUCTION

1. MASONRY WORK SHALL CONFORM TO THE 2013 EDITIONS OF ACI 530 AND 530.1.

2. MASONRY SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS (f'm): 2000 PSI

FOR CONCRETE MASONRY. MASONRY SHALL BE CONSTRUCTED IN RUNNING BOND AND ALL CELLS

FULLY GROUTED UON.

3. CONCRETE MASONRY UNITS (CMU) SHALL BE NORMAL WEIGHT, TYPE N-I WITH A COMPRESSIVE STRENGTH OF 2800 PSI PER ASTM C90. SIZE OF CMU SHALL BE 8" NOMINAL HEIGHT, 16" NOMINAL

LENGTH, AND WIDTH AS INDICATED IN DRAWINGS.

4. MORTAR SHALL BE TYPE "M" CONFORMING TO ACI 530 AND ACI 530.1 WITH A COMPRESSIVE

STRENGTH OF MIN 2500 PSI PER ASTM C476.

5. MORTAR JOINT SHALL BE STRAIGHT, CLEAN AND UNIFORM IN THICKNESS, AND SHALL BE

TOOLED AS SHOWN ON THE PLANS. (FLUSH JOINTS IF NO SPECIAL TREATMENT SPECIFIED). UON OR DETAILED ON THE PLANS, HORIZONTAL AND VERTICAL MORTAR JOINT SHALL BE 3/8" THICK

WITH FULL MORTAR COVERAGE ON FACE SHELL.

6. HORIZONTAL REINFORCEMENT SHALL BE PLACED IN CONTINUOUS MASONRY COURSES

CONSISTING OF BOND BEAM OR TROUGH BLOCK UNITS AND GROUTED IN PLACE.

MASONRY TABLE #1

MASONRY REINFORCING LAP SPLICE AND ANCHOR "Ld" TABLE FOR 8"

CMU BAR SIZE WALL CENTER REINFORCING LINTEL FACE REINFORCING

#4 13" 30" #5 20" 45" #6 37" 54" #7 52" 63" #8 72" 72"

NOTES:

A. WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP LENGTH OF THE LARGER BAR.

7. VERTICAL BARS IN WALL ARE TO BE PLACED IN CENTER OF WALL UNLESS OTHERWISE SHOWN.

VERTICAL BARS ARE TO BE TIED OR OTHERWISE FIXED IN POSITION AT INTERVALS OF NOT MORE

THAN 200 BAR DIA. AND AT THE TOP AND BOTTOM.

8. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED (FACE SHELLS), WEBS

AND COLLAR JOINTS, UNLESS NOTED OTHERWISE.

9. PROVIDE LINTELS OVER ALL OPENINGS IN MASONRY WALLS. REFER TO THE ARCHITECTURAL

AND MECHANICAL DRAWINGS FOR LOCATION, NUMBER AND SIZES OF OPENINGS.

10.PROVIDE A MINIMUM OF ONE BAR DIAMETER OF GROUT BETWEEN REINF. AND MASONRY UNITS, AND A MINIMUM OF 1" GROUT AROUND ALL BOLTS EMBEDED IN MASONRY.

MASONRY CONSTRUCTION (CONT'D)

11.GROUT SHALL HAVE MIN. COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS AND A SLUMP

BETWEEN 8" AND 11".

12.ALL GROUT SHALL BE CONSOLIDATED WITH A MECHANICAL VIBRATOR, MIN 4000 RPM, 3/4" MAX.

HEAD. PROVIDE INSPECTION AND CLEAN OUT HOLES AT THE BASE OF THE GROUTED CELLS FOR

ALL LIFTS GREATER THAN 5 FEET.

13.GROUT FOR FILLING MASONRY CAVITIES TO BE COARSE GROUT UON, MAXIMUM COARSE

AGGREGATE SIZE IS 3/8 INCH.

14.ALL MASONRY SHALL BE CONSTRUCTED WITH SINGLE OPENED END MASONRY UNITS.

15.WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION

JOINTS SHALL BE FORMED BY STOPPING THE GROUT POUR 1/4" BELOW THE TOP UPPERMOST

UNIT.

16.RESTRICTED BAR ANCHORAGE: IN CASES WHERE REINFORCING BARS CANNOT BE EXTENDED

AS FAR AS REQUIRED, THE BARS SHALL EXTEND AS FAR AS POSSIBLE AND END IN STANDARD

HOOK.

17.REINFORCING BAR POSITIONERS: COMMERCIAL, NON-METALLIC POSITIONERS THAT PREVENT

DISPLACEMENT OF REINFORCING BARS DURING CONSTRUCTION. INSTALL AT INTERVALS NOT

EXCEEDING 8 FEET.

18.IF BOND BEAMS OF INTERSECTING WALLS ARE SHOWN ON THE DRAWINGS TO MEET AT

DIFFERENT ELEVATIONS, EXTEND REINFORCING OF BOTH BOND BEAMS AROUND INTERSECTING

CORNER NOT LESS THAN 4 FEET IN EACH DIRECTION. LINTEL BLOCKS SHALL NOT BE USED AS

BOND BEAM BLOCKS EXCEPT AT OPENINGS WHERE BOND BEAMS AND LINTELS COINCIDE.

19.GROUT POURS SHALL NOT EXCEED 5 FEET IN HEIGHT UNLESS CLEANOUTS ARE PROVIDED IN THE BOTTOM COURSE OF THE CELL(S) TO BE GROUTED AND WRITTEN PERMISSION IS OBTAINED

FOR HIGH LIFT GROUTING.

20.VERTICAL HEAD JOINTS SHALL BE BUTTERED WELL FOR A THICKNESS EQUAL TO THE FACE

SHELL OF THE BLOCK AND THESE JOINTS SHALL BE SHOVED TIGHTLY SO THAT THE MORTAR

BONDS WELL TO BOTH BLOCKS. IF IT IS NECESSARY TO MOVE A BLOCK SO AS TO OPEN A JOINT, THE BLOCK SHALL BE REMOVED FROM THE WALL, CLEANED, AND SET IN FRESH MORTAR.

21.OVER HANGING AND MORTAR DROPPINGS AND ALL DEBRIS SHALL BE REMOVED FROM ALL

CELLS TO RECEIVE GROUT. FAILURE TO REMOVE DEBRIS SHALL BE CAUSE FOR REJECTION OF

WALL AND ALL REPAIR OR REWORK NECESSARY SHALL BE ENTIRELY AT THE CONTRACTOR'S

EXPENSE.

22.AGGREGATE SHALL CONFORM TO: ASTM C404 FOR GROUT WITH GRADING PER ASTM 0448, NO.

10. ASTM 144 FOR MASONRY MORTAR.

23.ELECTRIC CONDUIT BOXES AND/OR OTHER OBSTRUCTIONS ARE NOT PERMITTED IN CELLS

CONTAINING REINFORCING, UNLESS APPROVED BY THE ENGINEER.

24.ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE PRIOR TO GROUTING.

STEEL JOIST

1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE STEEL JOIST INSTITUTE (SJI) STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL

JOISTS AND JOIST GIRDERS.

2. THE STEEL JOIST MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE.

3. VERIFY THE EXACT SIZE AND LOCATION OF ALL OPENINGS PRIOR TO FABRICATION OF JOISTS.

4. ALL HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC. SHALL BE SUPPORTED BY THE

BOTTOM CHORD OF JOISTS AND SHALL BE LOCATED AT THE PANEL POINTS. ALL HANGERS SHALL

BE LOCATED AT THE CENTERLINE OF THE BOTTOM CHORD MEMBER.

5. JOISTS, BRIDGING, AND X-BRACING DESIGN AND INSTALLATION DETAILS SHALL BE PROVIDED

BY THE STEEL JOIST MANUFACTURER IN ACCORDANCE WITH SJI STANDARDS.

6. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE DESIGN AND SPACING REQUIREMENTS OF THE SJI STANDARD SPECIFICATIONS FOR STEEL JOISTS AND JOIST GIRDERS.

ALL BRIDGING AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE

CONSTRUCTION LOADS ARE PLACED ON THE JOISTS.

7. ENDS OF JOIST BRIDGING LINES SHALL BE ANCHORED TO STEEL BEAMS OR CONCRETE WALLS.

ALL BRIDGING SHALL BE WELDED TO JOISTS IN SUCH A MANNER AS NOT TO IMPAIR THE

STRUCTURAL INTEGRITY OF THE JOIST.

8. JOISTS AND ACCESSORIES SHALL HAVE ONE SHOP COAT OF PAINT MEETING THE MINIMUM

PERFORMANCE REQUIREMENTS OF THE LATEST SJI SPECIFICATIONS, UNLESS NOTED

OTHERWISE. ASPHALT PAINT IS NOT ACCEPTABLE.

9. WELD ALL STEEL JOISTS TO SUPPORTING STRUCTURAL STEEL MEMBERS AS SHOWN ON THE

DRAWINGS AND ACCORDING TO SJI AND AWS D1.1 AS A MINIMUM.

10.TOP AND BOTTOM CHORDS OF JOISTS SHALL BE CONTINUOUS WITHOUT ANY SPLICES OF

MATERIAL.

11.ALL JOISTS SHALL HAVE A MINIMUM LENGTH OF BEARING ON MASONRY OF 4".

12.JOISTS SHALL BE ERECTED STRAIGHT. SWEEPS SHALL BE A MAXIMUM OF 1" MEASURED AT THE

CENTER.

13.JOISTS SHALL BE DESIGNED FOR A MAXIMUM TOTAL LOAD DEFLECTION OF L/240.

14.ALL STEEL SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH

ASTM A123 OR ASTMF2329.

No. 6440

Exp. 9-30-23

P O S R

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ADAHA

No. 6440

Exp. 9-30-23

P O S R

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OF CALI

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No. 6440

Exp. 9-30-23

P O S R

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13 24

REGISTRATION

L a s t

P lo tt e d

F ile n a m e

Printed on Post-Consumer Recycled Content Paper

A N

S I

P ro je c t

M a n a g e m e n t

In it ia ls

D e s ig n e r:

C h e c k e d

A p p ro v e d

ISSUE/REVISION

SHEET NUMBER

SHEET TITLE

PROJECT NUMBER

CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

:5 :5

-W A

A N

G H

V A

C B

-W A

A N

G B

S -1

.r v t

P A

L D

STRUCTURAL NOTES

S-002S -0

-S T

R U

C T

U R

A L

N O

T E

Architectural

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

FOUNDATIONS

1. FOUNDATION SHALL BEAR ON NATURAL SOILS OR COMPACTED STRUCTURAL FILL,

AS VERIFIED BY THE SOILS ENGINEER WHO IS HIRED BY THE CONTRACTOR.

2. FILL SOILS SHOULD BE PLACED IN LOOSE HORIZONTAL LIFTS THAT DO NOT EXCEED

8 INCHES. EACH LAYER SHOULD BE SPREAD EVENLY AND THOROUGHLY MIXED

DURING SPREADING TO OBTAIN A UNIFORM MOISTURE CONTENT AND SOIL

COMPOSITION IN EACH LAYER. AFTER EACH LAYER HAS BEEN MIXED AND SPREAD, IT

SHOULD BE COMPACTED TO A RELATIVE COMPACTION INDICATED BY TEST TO BE NOT

LESS THAN 90 PERCENT IN ACCORDANCE WITH ASTM D1557.

3. PROVIDE SHEETING, BRACING AND UNDERPINNING TO PRESERVE ADJACENT

UTILITY STRUCTURES, AS REQUIRED.

4. FOUNDATIONS SHALL NOT BE POURED IN STANDING WATER.

5. ALL REQUIRED INSERTS SLEEVES, CONDUITS, EMBEDMENTS AND PENETRATIONS

MUST BE VERIFIED WITH RESPECTIVE TRADES BEFORE CASTING CONCRETE.

6. CONTRACTOR SHALL PROVIDE CONTINUOUS DRAINAGE BY MECHANICAL METHODS

TO CONTROL SURFACE AND UNDERGROUND WATER, AS REQUIRED DURING

CONSTRUCTION.

7. CONTRACTOR SHALL ENSURE THAT GROUND WATER LEVELS UNDER ADJACENT

STRUCTURES AND PROPERTIES ARE NOT LOWERED.

8. ALL FOOTINGS, CONCRETE COLUMNS AND PIERS SHALL BE CENTERED UNDER

SUPPORT MEMBERS, UNLESS NOTED OTHERWISE ON PLANS.

9. THE OWNER AND ENGINEER ASSUME NO RESPONSIBILITY FOR THE VALIDITY OF

THE SUBSURFACE CONDITIONS DESCRIBED ON THE DRAWINGS, SPECIFICATIONS,

BORING LOGS, OR TEST PITS. THESE DATA ARE INCLUDED ONLY TO ASSIST THE

CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT

CONDITIONS ONLY OF THESE SPECIFIED LOCATIONS AT THE PARTICULAR TIME THEY

WERE MADE.

10.SLOPE EXTERIOR FINISH GRADES AWAY FROM THE FOUNDATIONS TO ENSURE

THERE SHALL BE NO PONDING AROUND THE FOUNDATIONS. FOR SOIL INFORMATION,

OVER EXCAVATION, BACK FILL, ETC. REFER TO THE SOIL INVESTIGATION REPORT.

11.THE BOTTOMS OF EXCAVATIONS SHOULD BE INSPECTED AND APPROVED BY THE

SOILS ENGINEER PRIOR TO PLACING NEW FILL SOILS.

12.FOUNDATION SOIL SHALL BE INSPECTED AND APPROVED BY THE SOILS ENGINEER

PRIOR TO ANY POURING CONCRETE.

13.THE SOILS ENGINEER SHALL SUBMIT A LETTER OF ACCEPTANCE TO THE OWNER.

14.ADDITIONAL TESTING MAY BE REQUIRED AT THE COMPLETION OF EXCAVATION. IF

NECESSARY, THE SOILS ENGINEER SHALL MAKE FINAL RECOMMENDATIONS TO THE

STRUCTURAL ENGINEER FOR FOUNDATION DESIGN.

15.THE CONTRACTOR IS RESPONSIBLE FOR ANY SHORING REQUIRED FOR

EXCAVATION AT THE EXISTING ADJACENT BUILDINGS. THE CONTRACTOR SHALL

PROVIDE AN ENGINEERED METHOD TO FOLLOW FOR THE PROTECTION OF ADJACENT

PROPERTIES AND STRUCTURES. EXCAVATION AND FILLS SHALL COMPLY WITH THE

SOILS REPORT.

CONCRETE ANCHOR NOTES

1. CAST IN PLACE ANCHORS SHALL CONFORM TO ASTM F1554, GRADE 36, HEX HEAD,

U.O.N. CAST IN PLACE ANCHORS SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE

WITH ASTM F2329. NUTS SHALL BE CARBON STEEL IN ACCORDANCE WITH ASTM A563.

2. THE EMBEDMENT LENGTH FOR ANCHORS INSTALLED SHALL BE MEASURED FROM

THE TOP OF THE CONCRETE U.O.N.

3. STAINLESS STEEL (SS) THREADED ROD SHALL CONFORM TO HILTI HAS-R 316

THREADED ROD OR EQUIVALENT.

4. ADHESIVE ANCHORS SHALL CONFORM TO HILTI HIT-HY 200 EPOXY (OR EQUIVALENT

WITH EOR APPROVAL). USE AND INSTALLATION SHALL BE IN ACCORDANCE WITH ICC

ESR-3187 U.O.N.

5. SPECIAL INSPECTION IS REQUIRED FOR ALL ANCHOR INSTALLATIONS. REFER TO

ICC ESR'S FOR SPECIAL INSPECTION REQUIREMENTS OF POST INSTALLED ANCHORS.

STATEMENT OF SPECIAL INSPECTION:

1. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH THE 2015 WASHINGTON

BUILDING CODE, AS SUMMARIZED BELOW.

2. SPECIAL INSPECTIONS ARE TO BE PROVIDED BY THE CONTRACTOR UNDER THIS

CONTRACT

3. THE SPECIAL INSPECTORS MUST BE QUALIFIED TO PERFORM THE TYPES OF

INSPECTION SPECIFIED.

4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL

INSPECTOR OR INSPECTING AGENCY AT LEAST ONE WORKING DAY PRIOR TO

PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK

PERFORMED WITHOUT SPECIAL INSPECTION IS SUBJECT TO REMOVAL.

5. THE SPECIAL INSPECTOR(S) SHALL OBSERVE THE INDICATED WORK FOR

COMPLIANCE WITH THE CONTRACT DOCUMENTS AND SUBMIT RECORDS OF

INSPECTION TO THE OWNER, ENGINEER OF RECORD AND AUTHORITY HAVING

JURISDICTION.

6. SPECIAL INSPECTIONS SHALL BE PROVIDED BY A CERTIFIED OR QUALIFIED SPECIAL

INSPECTOR(S), AS DETERMINED AND TO THE SATISFACTION OF THE OWNER,

ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION.

7. PERIODIC SPECIAL INSPECTION IS DEFINED AS THE PART-TIME OR INTERMITTENT

INSPECTION OF THE WORK BY AN APPROVED INSPECTOR WHO IS PRESENT IN THE

AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE

COMPLETION OF WORK. CONTINUOUS SPECIAL INSPECTION IS DEFINED AS THE FULL-

TIME INSPECTION OF THE WORK BY AN APPROVED INSPECTOR WHO IS

CONTINUOUSLY PRESENT AND MONITORING THE WORK PERFORMED. IN ALL CASES,

THE INSPECTION SHALL BE COORDINATED AND PERFORMED SO THAT WORK CAN BE

CORRECTED PRIOR TO OTHER RELATED WORK PROCEEDING AND COVERING THE

INSPECTED WORK.

8. ASSOCIATED TESTING SHALL BE PERFORMED AS INDICATED IN THE FOLLOWING

TABLES BY AN APPROVED AND ACCREDITED AGENCY AS DETERMINED AND TO THE

SATISFACTION OF THE OWNER, ENGINEER OF RECORD AND AUTHORITY HAVING

JURISDICTION.

9. REFER TO THE FOLLOWING TABLES FOR SPECIFIC INSPECTION REQUIREMENTS

AND FREQUENCIES.

ABBREVIATIONS

& AND

@ AT

A.B. ANCHOR BOLT

ACI AMERICAN CONCRETE

INSTITUTE

ADDL ADDITIONAL

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

ASCE AMERICAN SOCIETY

OF CIVIL ENGINEERS

AST ABOVEGROUND

STORAGE TANK

BTWN BETWEEN

C.I.P. CAST IN PLACE

C.J. CONSTRUCTION JOINT

C.L. (℄) CENTER LINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECT(ION)

CONST CONSTRUCT(ION)

CONT CONTINUOUS

CP CONTROL POINT

CY CUBIC YARD

DEG DEGREE

DIA (∅) DIAMETER

DIM DIMENSION

DWG DRAWINGS(S)

DWL DOWEL(S)

(E) EXISTING

EA EACH

E.F. EACH FACE

EFF EFFECTIVE

E.J. EXPANSION JOINT

EL ELEVATION

EMBED EMBED(ED)(MENT)

EOR ENGINEER OF RECORD

EQ EQUAL

EQUIV EQUIVALENT

E.S. EACH SIDE

ESR EVALUATION SERVICES

REPORT

ETC ETCETERA

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

FDN FOUNDATION

FF FINISHED FLOOR

FRMG FRAMING

FT FOOT(FEET)

FTG FOOTING

GA GAUGE(GAGE)

GALV GALVANIZE(D)

GR GRADE

(H) HORIZONTAL

HDG HOT DIPPED GALVANIZED

HORIZ HORIZONTAL

IBC INTERNATIONAL

BUILDING CODE

ICC INTERNATIONAL CODE

COUNCIL

INFO INFORMATION

K KIPS

KSI KIPS PER SQUARE INCH

LB POUND

MAX MAXIMUM

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

(N) NEW

No. (#) NUMBER

N.T.S. NOT TO SCALE

OC ON CENTER

O.D. OUTSIDE DIAMETER

O.H. OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OSHA OCCUPATIONAL SAFETY

AND HEALTH

ADMINISTRATION

PL (⅊) PLATE

PLF POUNDS PER LINEAR FOOT

PS PIPE SUPPORT

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE

INCH

R RADIUS

REF REFERENCE

REINF REINFORCE(ING)

(MENT)

REQD REQUIRED

SCHED SCHEDULE(D)

SDC SEISMIC DESIGN CATEGORY

SIM SIMILAR

S.O.G. SLAB ON GRADE

SPEC SPECIFICATION(S)

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STL STEEL

STRUCT STRUCTURAL

SYMM SYMMETRICAL

T TOP

T&B TOP & BOTTOM

THK THICK(NESS)

T.O. TOP OF

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TRANS TRANSVERSE

TYP TYPICAL

U.O.N. UNLESS OTHERWISE

NOTED

VERT,(V)VERTICAL

VIF VERIFY IN FIELD

WBC WASHINGTON BUILDING

CODE

W/ WITH

W/C WATER / CEMENT RATIO

WT WEIGHT

TABLE 1705.6

REQUIRED VERIFICATION AND INSPECTION OF SOILS (BY GEOTECHNICAL ENGINEER)

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC

- X

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATION ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

REFERENCED STANDARD

1. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT.

2. INSPECTION OF ANCHORS CAST IN CONCRETE

3. INSPECTION OF ANCHORS POST-INTALLED IN HARDENED

CONCRETE MEMBERS.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

5. 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.

6. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

8. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF

THE CONCRETE MEMBER BEING FORMED.

- X

ACI 318: CH.20, 25.2,

25.3, 26.6.1-26.6-3

IBC 1908.4

- X

ACI 318: 17.8.2

- X

ACI 318: 17.8.2.4

- X ACI 318: CH.19, 26.4.3,

26.4.4

IBC 1904.1, 1904.2,

1908.2, 1908.3

X - ASTM C172, ASTM C31

ACI 318: 26.5, 26.12

IBC 1908.10

X - ACI 318: 26.5

IBC 1908.6, 1908.7,

1908.8

- X ACI 318: 26.5.3-26.5.5

IBC 1908.9

- X ACI 318: 26.11.1.2(b)

C O

N C

R E

T E

MINIMUM TESTS

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS

DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION

ARTICLE 1.5 B.1.B.3 FOR SELF-CONSOLIDATING GROUT

VERIFICATION OF F 'm IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO

CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE

MINIMUM INSPECTION

INSPECTION TASK

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT

THE FOLLOWING ARE IN COMPLIANCE:

a. Proportions of site-prepared mortar

b. Construction of mortar joints

c. Grade and size of prestressing tendons and anchorages

d. Location of reinforcement, connectors, and anchorages

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING

ARE IN COMPLIANCE:

a. Grout space

b. Grade, type, and size of reinforcement and anchor bolts.

c. Placement of reinforcement, connectors, and anchorages

d. Proportions of site-prepared grout

e. Construction of mortar joints

Sec. 6.1

Art. 3.2 D,

3.2 F

Art. 2.4, 3.4

Art. 3.2 E, 3.4,

3.6 A

Art. 2.6 B,

2.4 G.1.b

Art. 3.3 B

Art. 2.1,

2.6 A

Art. 3.3 B

Art. 2.4 B,

2.4 H

Art. 3.4, 3.6 A

FREQUENCY (A)

CONTINUOUS

REFERENCE FOR CRITERIA

TMS 402/

ACI 530/

ASCE 5

Art. 1.5

MASONRY CONSTRUCTION

REFERENCE: IBC SECTION 1705.4 SPECIAL INSPECTIONS AND TESTING OF MASONRY

CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE QUALITY ASSURANCE

PROGRAM REQUIREMENTS OF TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE6-LEVEL B QA

PERIODIC

4. VERIFY DURING CONSTRUCTION:

a. Size and location of structural elements

b. Type, size, and location of anchors, including other details of anchorage of masonry to structural members, frames, or other construction

c. Preparation, construction, and protection of masonry during cold weather (temperature below 40°F (4.4°C)) or hot weather (temperature above 90°F (32.2°C))

d. Application and measurement of prestressing force

e. Placement of grout is in compliance

5. OBSERVE PREPARATION OF GROUT SPECIMENS,

MORTAR SPECIMENS, AND/OR PRISMS

Art. 3.3 F

Sec. 6.1.4.3, 6.2.1

Art. 1.8 C,

1.8 D

Art. 3.6 B

Art. 3.5, 3.6 C

Art. 1.4 B.2.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3, 1.4 B.4

(a) Frequency refers to the frequency of inspection, which may be continuous during the task listed or periodically during the listed task, as defined in the table.

CONTINUOUS PERIODIC REFERENCED STANDARD

1. INSTALLATION OF OPEN-WEB JOISTS AND JOIST GIRDERS

a. END CONNECTIONS-WELDING OR BOLTED

b. BRIDGING-HORIZONTAL OR DIAGONAL

1. STANDARD BRIDGING.

2. BRIDGING THAT DIFFERS FROM THE SJI SPECS

LISTED IN SECTION 2207.1

SJI SPECS LISTED IN SECTION 2207.1

TYP

TABLE 1705.2.3

REQUIRED VERIFICATION AND INSPECTION OF OPEN WEB JOISTS AND GIRDERS

SJI SPECS LISTED IN SECTION 2207.1

x x x

TMS 602/

ACI 530.1/

ASCE 6

'H d d d 'H

'H'

HOOK LENGTHS (H) (IN INCHES)

#10

#11 24

11-1/2

4-1/2

D 2 1D

3-1/2

4-1/2

5-1/2

4-1/2

5-1/2

7-1/2

4-1/2

1-1/2

2-1/2

11-1/4

5-1/2

4-1/2

3-3/4

2-1/4

STANDARD

HOOKS

STIRRUP OR

TIE HOOK

BAR

SIZE

90°

HOOK

180°

HOOK

135°

HOOK

90°

HOOK

PRINCIPAL REINFORCING

TIE OR STIRRUP

OFFSET BEND

M A

X d d

D 1 D1 d

6d O

3" M

D 2

4d d T

Y P

NOTES:

1. ALL REINFORCEMENT BENT COLD

2. FIELD BENDING NOT PERMITTED U.O.N.

90° HOOK 180°

HOOK

135° HOOK

For #6, #7, #8 BARS

AT CORNER AT INTERSECTION

" 3

3" Clr Typ

FOOTING LONGITUDINAL

REINFORCING

BEND UP OR DOWN

STD 90 DEG, TYP

BEND UP OR DOWN

STD 90 DEG, TYP

NOTE:

LONG. REINF. WILL BE SUBSTITUTED FOR PERP. FOOTING'S

TRANS. REINF. AT CORNERS AND INTERSECTIONS AREA.

#4 @ 12" EW

INTENTIONALLY

ROUGHEN SURFACE

TO 1/4" AMPLITUDE

NOTES:

1. SEE PLAN FOR LOCATION AND DIMENSIONS.

SOG PER PLAN

1'-0" TYP

SEE PLAN FOR DIM

T/ SLAB

NOTES:

1. T = SLAB THK

2. USE "EARLY ENTRY" SAWCUT TOOLS AND TECHNIQUES TO

MAKE SAWCUT AS SOON AS POSSIBLE AFTER CONCRETE

HAS BEEN PLACED (WITHIN 12 HRS MAX). ENSURE THAT

SAWCUT DOES NOT CAUSE CONCRETE RAVELING.

SEE TYP S-001& S-002 FOR

SOILS AND FOUNDATION NOTES FOR

SUBGRADE AND COMPACTION.

1/8" SAWED JT

FILL W/ JT FILLER

CONC SOG PER PLAN

3. PROVIDE AT MAXIMUM OF 15 FEET AT EACH DIRECTION.

Vert bar, min #5*

Horiz bars with 180° std hook around vert bar4 m in m a x

2 rebars per lintel sch.on S-405

Horiz Reinf

Vert Reinf

Lintel Block

1 - #5 min

Typical wall reinf*

PLAN AT JAMB OR WALL END

LINTEL AND TOP OF WALL

Top of wall

Single Mat

90° hook

Typ wall Reinf

Lintel Reinf

90° Hook

2-#5 MIN

7 5/8" @ 8"

CMU

Typical bond beam unit

7 5/8" @ 8" CMU

Typical standard unit

180° hook

* PROVIDE HORIZ BARS WITH 180°

STD HOOK AROUND VERT BAR AT

SHEAR WALLS.

1 1/4" face shell

No. 6440

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L a s t

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F ile n a m e

Printed on Post-Consumer Recycled Content Paper

A N

S I

P ro je c t

M a n a g e m e n t

In it ia ls

D e s ig n e r:

C h e c k e d

A p p ro v e d

ISSUE/REVISION

SHEET NUMBER

SHEET TITLE

PROJECT NUMBER

CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

:5 :0

-W A

A N

G H

V A

C B

-W A

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S -1

.r v t

P A

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TYPICAL DETAILS

S-003S -0

-T Y

A L D

E T

Architectural

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

NTS

1 BAR BENDS & HOOKS IN CONCRETE

NTS

2 TYPICAL FOOTING INTERSECTION

NTS

3 TYPICAL HOUSEKEEPING CONCRETE PAD

NTS

4 SLAB ON GRADE CONTROL JOINT

Scale: 1" = 1'-0"

6 HORIZ REINF @ END/CORNER OF CMU WALL

NTS

7 CMU LINTEL & JAMB REINFORCEMENT

NTS

9 TYPICAL CMU WALL REINF

SINGLE CURTAIN

CORNER INTERSECTION

#5 (V) UNO

ALTERNATE

BENDS

2'-0" MIN

40 DIA

2'-0" MIN

40 DIA

FLOOR LINE

O P E N

40d OR 2'-0" MIN, TYP.

ANCHOR Ld FOR

LINTEL PER S-001

MASONTRY TABLE #1

O P E N

L A

P C

O N

C L d h

NOTES:

PROVIDE ONE-HALF OF

INTERRUPTED VERTICAL AND

HORIZONTAL STEEL (1-#5 MIN) EA.

SIDE OF OPENING

WHERE WIDTH OF OPENING

EXCEEDS 2X WALL THICKNESS

JAMB BARS SHALL EXTEND FULL HT

OF WALL.

USE STD. 90° HOOKS WHERE 40d

EMBEDMENT IS NOT POSSIBLE

ADDITIONAL 2-#4 HORIZ,

TYP

ADDITIONAL 1 - #5 (V) MIN. (2- (V) BARS TOTAL)

Floor or Roof

USE BOND BEAM

BLOCK AT BOTTOM OF

OPENING

ADDITIONAL 2-#4 HORIZ,

TYP.

HORIZ. WALL REINF.

ADDITIONAL 1 -

#5 (V) MIN. (2- (V) BARS TOTAL)

DOWELS TO MATCH JAMB

REINF.

S-001 MASONRY

TABLE#1

WF-1 REINF. PER

FOOTING SCHEDULE

FOOTING DOWELS TO MATCH VERT

REINF IN WALL, ALT HOOKS VERT REINF

8" CMU WALL PER PLAN

HORIZ REINF PER PLAN

1'-4"

3" CLR

LAP PER S-001

MASONRY TABLE#1

WIDTH PER PLAN

CL WALL AND FOOTING

FINISH GRADE

F.F. ELEV = 0'-0" TYP

T.O.F. ELEV = -4'-0" TYP

EXPANSION JOINT

STD 90 DEG

HOOK, TYP

WF-2 REINF. PER

FOOTING SCHEDULE

FOOTING DOWELS

TO MATCH VERT

REINF IN WALL

SOG & REINF

PER PLAN

FINISHED FLOOR

EXPANSION JOINT

FINISH GRADE

VERT REINF

8" CMU WALL PER PLAN

HORIZ REINF PER PLAN

1'-4"

3" CLR

L A

P P

E R

S -0

A S

O N

R Y

T A

B L E

7'-6"

CL WALL

F.F. ELEV = 0'-0" TYP

T.O.F. ELEV = -4'-0" TYP

STD 90 DEG

HOOK, TYP

JOIST PER PLAN

WIRE MESH PER ARCH

3 1/2"

1/2"X5"X8" LONG

EMBED PL w/ (2) 1/2" HEADED STUD w/ 5"

SPACING & 5" EFF.

EMBED.

JOIST CONN

TO EMBED

PLATE PER

JOIST MFR

CMU WALL

PER PLAN

(2)#5 CONT. @

BOND BEAM CONT.

THRU CONTROL JOINT

CL WALL

T.O.W. ELEV PER ARCH

#5 @ 16" LAP PER

TABLE #1 S-001

6"x12" POCKET IN CMU

WALL FILL WITH GROUT

JOIST BEARING ELEV PER ARCH

EXPANSION/ISOLATION JOINT AT

SLAB PERIMETER SLAB AT EXTERIOR EDGE CONSTRUCTION JOINT

CONC SLAB AND

REINF PER PLAN

BACK UP MATERIAL

FACE OF WALL,

COLUMN, PEDESTAL OR

SIMILAR

3/8" THK

PREMOLDED JOINT FILLER

CONC GRADE

SLAB AND REINF

(2) #4 CONT

FINISH GRADE

1/8" RADIUS

TOOLED EDGE

2" THICK RIGID INSULATION

4" CUSHION FILL OF

CLEAN GRAVEL

1-1/2" DEEP CONT KEY

WAY AT MID-DEPTH

#3X1'-6" INSTALL PARALLEL TO

EACH OTHER AND IN HORIZ

PLANE, SUPPORT DOWELS AS

REQ'D

#3 CONT EACH SIDE OF

CONSTRUCTION JOINT

2" THICK RIGID INSULATION

4" CUSHION FILL OF

CLEAN GRAVEL

CONC GRADE SLAB AND REINF

2" THICK RIGID INSULATION

4" CUSHION FILL

OF CLEAN GRAVEL

3/8" UNO

3/8" SQUARE JOINT SEALANT

W/ BOND BREAKER BETWEEN

BACK UP MATERIAL AND

JOINT SEALANT

NOTES:

WHEN THE BID OPTION CMU WALL IS NOT

CONSTRUCTED, THE SOILS SHALL BE TESTED TO

VERIFY IF IT IS SUSCEPTIBLE TO FROST. IT IS THE

CONTRACTOR OPTION TO ADDRESS THE FROST DEPTH

CONSIDERATION BY GEOTECHNICAL INVESTIGATION OR

THICKENED EDGE TO MEET THE FROST DEPTH

REQUIREMENT.

No. 6440

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SHEET NUMBER

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CLIENT

A-E

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

:5 :0

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TYPICAL DETAILS

S-004S -0

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Architectural

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

NTS

1 CMU WALL INTERSECTIONS

NTS

2 TYPICAL REINF @ CMU OPNGS

NTSS-404

3 WF-1 CMU WALL FOOTING DETAILS

NTSS-404

4 WF-2 CMU WALL FOOTING DETAILS

NTSS-405

5 CMU WALL @ STEEL JOIST

Scale: 1" = 1'-0"

6 TYPICAL SLAB ON GRADE DETAILS

S-401

1 2 3 4 5 6

70' - 0" 10' - 0" 2' - 0" 56' - 8" 56' - 8"

(E) BUILDING

No. 6440

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KEYPLAN:

A-1 SUBMITTAL (10%)08/12/2019

A-2 SUBMITTAL (35%)02/17/2020

A-2 RESUBMITTAL (35%)04/17/2020

B-1 SUBMITTAL (65%)07/14/2020

PROJECT

FAIRCHILD AIR FORCE BASE

REPAIR HVAC B456

B-2 SUBMITTAL (95%)12/03/2020

60604048

B-3 SUBMITTAL (100%)02/11/2022

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STRUCTURAL FLOOR PLAN -

FIRST FLOOR

S-110S -1

-S T

R U

C T

U R

A L F

L O

O R

P L A

S T

F L O

O R

Architectural

AECOM

999 Town & Country Rd Orange, CA 92868

HTTP://AECOM.COM

Washington Air National Guard 141st Air Refueling Wing Fairchild Air Force Base Spokane County, WA

TEL(509) 247-7003

HTTP://www.141arw.ang.af.mil/

Architectural

AECOM

401 West A Street Suite 1200 San Diego, CA 92101

HTTP://AECOM.COM

Scale: 1/16" = 1'-0"

1 STRUCTURAL FLOOR PLAN - FIRST FLOOR

3 4

(N) 6" S.O.G. W/ #5 @ 16" OC EW

@ MID HEIGHT, TYP(N) AHU UNIT PER

MECHANICAL

(E) 12" CMU WALL

TO REMAIN

(N) DOAS UNIT

PER MECHANICAL

28' - 0"

(N) DUCT PER

MECHANICAL

(N) 6'-0"x9'-10"x4"

HOUSEKEEPING PAD

W/ #4 @ 12" OC EW @

MID HEIGHT, TYP

SEE DETAIL 3/S-003

(N) 4-1/2"Ø HILTI HAS-R 304/316 SS THREADED

ROD W/ 4" EFFECTIVE EMBEDMENT, SECURE W/

HILTI HIT-RE 500 V3 PER ICC ESR-3814 AND MIN

OF 4" EDGE DISTANCE, TYP

(N) 4-5/8"Ø HILTI HAS-R 304/316

SS THREADED ROD W/ 4"

EFFECTIVE EMBEDMENT,

SECURED W/ HILTI HIT-RE 500

V3 PER ICC ESR-3814 AND MIN

OF 4" EDGE DISTANCE, TYP

(N) CHAIN LINK FENCE PER S-501

SEE ARCH FOR ADD'L DETAILS

(N) DUCT PER MECHANICAL

(N) 8'-10"x25'-2"x4"

HOUSEKEEPING PAD

W/ #4 @ 12" OC EW @

MID HEIGHT, TYP

SEE DETAIL 3/S-003

(N) H-STAND DOUBLE, 120" UPRIGHT

HEIGHT AND 36" CROSS BASE WIDTH

W/ DIRECT MOUNT BASE HDG FINISH

W/ MINIMUM OF FOUR ANCHOR BOLTS

PER EACH BASE PER DETAIL 1/S-502

(N) H-STAND DOUBLE, 120" UPRIGHT

HEIGHT AND 36" CROSS BASE WIDTH

W/ DIRECT MOUNT BASE HDG FINISH

W/ MINIMUM OF FOUR ANCHOR BOLTS

PER EACH BASE PER DETAIL 1/S-502

(N) H-STAND DOUBLE, 120" UPRIGHT

HEIGHT AND 120" CROSS BASE WIDTH

W/ DIRECT MOUNT BASE HDG FINISH

W/ MINIMUM OF FOUR ANCHOR BOLTS

PER EACH BASE PER DETAIL 1/S-502

1' - 6"1' - 0"

COORDINATE THE LOCATION OF POST

AND FOOTING WITH (E) FOOTING, VIF.

TYP

No. 6440

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KEYPLAN:

A-…

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