L7WA05 B91 Schematic.pdf

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

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Project Title

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No. Date

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D R A F T

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

7/3 0/2

5 1

0:3 6:5

1 A M

FALL PROTECTION

SYSTEM

OVERVIEW PROPOSED

FALL PROTECTION

COMPONENTS

TAL-22010239-00

ADH

ROBINS AFB

JH

SS

10-24-25

SCHEMATIC

I:\P ro jec ts\

TA

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OVERHEAD SWING ARM TRACK

FALL PROTECTION

MOBILE RAINBOW

FITTING STAND

OVERHEAD MOBILE ANCHOR POINT

FOR WINGS S2 4Scale: N.T.S.

2" DIAMETER X 0.154"

THICK STEEL, SCHED 40

3"X0.5"

2 BOLTS E.A.

SWIVEL

LOCKING

8"Hx2"W

SWIVEL

LOCKING

8"Hx2"W

26"x9"

STEPS 9"

APART

3"x0.5" 2

BOLTS

E.A.

18.4° FROM

HORIZONTAL

PROPOSED COLUMN

BRACING FROM

EXISTING WING STAND

MEDIUM DUTY PLATE OR GRATE

WITH RATED 500 LB CAPACITY

DESIGN PER THE 2024 INTERNATIONAL BUILDING CODE AND UFC 03-301-01

1. LIVE LOADS (PER ASCE 7-22):

SLAB ON GRADE 125 PSF

TYPICAL FLOOR (ELEVATED LEVELS) 100 PSF

MECHANICAL AND LIGHT STORAGE 125 PSF

STAIRS AND EGRESS 100 PSF

2. WIND LOADS (PER ASCE 7-22):

INTERNAL WIND PRESSURE ______ 5 PSF

Vasd = 90 MPH/Vult = 115 MPH

ENCLOSURE CATEGORY: OPEN

EXPOSURE CATEGORY: C

3. EARTHQUAKE DESIGN DATA (PER ASCE 7-22):

SEISMIC IMPORTANCE FACTOR le = 1.25

MAPPED SPECTRAL RESPONSE ACCELERATIONS SS = 0.23

MAPPED SPECTRAL RESPONSE ACCELERATIONS S1 = 0.084

SPECTRAL RESPONSE COEFFICIENT SDS = 0.19

SPECTRAL RESPONSE COEFFICIENT SD1 = 0.12

SITE CLASS D

SEISMIC DESIGN CATEGORY B

BASIC SEISMIC FORCE-RESISTING SYSTEMS: STEEL FRAMES NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT: R = 3

SEISMIC RESPONSE COEFFICIENT: Cs = 0.107

DESIGN BASE SHEAR V = 290 KIP

ANALYSIS DESIGN PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

DESIGN CRITERIA:

1. CONCRETE (PER ACI 318-14):

ALL CONCRETE f ' c = 4,500 PSI (UON)

2. REINFORCING STEEL ASTM A615 GRADE 60

3. WELDED WIRE FABRIC ASTM A1064

4. STRUCTURAL STEEL (PER AISC 360-10):

WIDE FLANGE SHAPES ASTM A992

HSS RECTANGULAR ASTM A500, GR B, Fy = 46 KSI HSS ROUND ASTM A1085, GR A, Fy = 50 KSI

STEEL PIPES ASTM A53, GRADE B, TYPE S

CHANNELS ASTM A36

PLATES ASTM A36, UON

ANGLES ASTM A36

BOLTS ASTM A325 (3/4"Ø UON)

ANCHOR BOLTS ASTM F1554 (GRADE 36 UON)

ALL OTHER STEEL ASTM A36

5. WELDS (PER AWS D1.1) E70XX

6. HEADED SHEAR CONNECTORS 3/4" DIA. HSA

IN CONFORMANCE WITH AWS D1.1

MATERIAL PROPERTIES:

1. THE STRUCTURAL NOTES SHALL GOVERN IN MATTERS COVERED ON THE

STRUCTURAL DRAWINGS. SEE PROJECT SPECIFICATION AND OTHER

DRAWINGS FOR FURTHER REQUIREMENTS. TOTAL PROJECT DEFINITION

WILL BE PROVIDED BY COMBINING PROJECT SPECIFICATIONS,

ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL

DRAWING PACKAGES.

2. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE, UNLESS

OTHERWISE INDICATED. THEY DO NOT REPRESENT THE METHOD OF

CONSTRUCTION.

3. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT

THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SUCH

MEASURES SHOULD INCLUDE, BUT NOT BE LIMITED TO TEMPORARY

BRACING AND SHORING OF DEAD LOADS, CONSTRUCTION LOADS, WIND

LOADS, ETC.

4. FOR TYPICAL DETAILS SHOWN BUT NOT BE REFERRED TO EXCEPT

HEREIN, CONFORM TO ALL OF THE REQUIREMENTS OF THESE DETAILS TO

THE SAME EXTENT AS IF REFERRED TO BY DETAIL NUMBER.

5. IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE OR

UNSUITABLE SOIL THE ENGINEER SHALL BE NOTIFIED.

6. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS OF EXISTING

SITE THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH

FABRICATION AND CONSTRUCTION.

7. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY ARCHITECTURAL,

MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT SHALL BE VERIFIED

WITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL

WORK AFFECTED. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND

PLUMBING DRAWINGS FOR OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

GENERAL NOTES

1. STRUCTURAL STEEL SHALL CONFORM TO THE CURRENT EDITION OF THE AISC

STEEL CONSTRUCTION MANUAL (FOURTEENTH EDITION) INCLUDING AISC 360-10

(SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS) AND AISC 303-10 (CODE OF

STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES).

2. ALL WELDS SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.1 (LATEST

EDITION). ALL WELDS SHALL BE 3/16" MINIMUM FILLET WELDS UON OR AS

REQUIRED BY AISC.

3. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO STRUCTURAL ENGINEER FOR

REVIEW AND APPROVAL PRIOR TO THE START OF FABRICATION. ALL

STRUCTURAL STEEL SHALL BE INSTALLED IN ACCORDANCE WITH APPROVED

SHOP DRAWINGS.

4. ALL SHOP CONNECTIONS SHALL BE WELDED. ALL FIELD WELDING SHALL BE

SHOWN ON THE SHOP DRAWINGS.

5. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS

OF THE LATEST EDITION OF THE SPECIFICATION FOR STRUCTURAL JOINTS USING

HIGH-STRENGTH BOLTS, AS APPROVED BY THE RESEARCH COUNCIL ON

STRUCTURAL CONNECTIONS (RCSC).

6. ALL BOLTS SHALL BE ASTM A325 .

7. WHERE CONNECTION DESIGN IS NOT PROVIDED IN THE DRAWINGS AND SHEAR

FORCES ARE GIVEN ON THE DRAWINGS. PLATE SIZES, ANGLE SIZES, NUMBER

AND SIZE OF BOLTS AND WELDS FOR CONNECTIONS SHALL BE DESIGNED BY THE

CONTRACTOR IN ACCORDANCE WITH THE REQUIREMENTS OF PART 10 OF THE

FOURTEENTH EDITION OF THE AISC MANUAL FOR THE SHEAR FORCES SHOWN

ON THE DRAWINGS.

8. ALL STRUCTURAL STEEL MEMBERS, ANGLES, BARS, ANCHORS, ANCHOR BOLTS,

ETC. EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED AFTER

FABRICATION.

STRUCTURAL STEEL:

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

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FALL PROTECTION

SYSTEM OPTIONS

GENERAL NOTES

TAL-22010239-00

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10/24/2025

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\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

1. STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE ONCE IN

SERVICE. NO CONSIDERATION FOR STABILITY AND SHORING IS ASSUMED BY

THE STRUCTURAL ENGINEER DURING THE BUILDING PROCESS. IT SHALL BE

THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THE STABILITY AND SAFETY

OF THE STRUCTURE AND ITS COMPONENTS BY DETERMINING AND

IMPLEMENTING ERECTION PROCEDURES AND SEQUENCE OF CONSTRUCTION.

THIS INCLUDES TEMPORARY BRACING AND SHORING AS WELL AS SOIL

STABILIZATION AND PROTECTIVE MEASURES FOR ADJACENT EXISTING

CONSTRUCTION.

2. STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE UTILIZED

CONCURRENTLY WITH ARCHITECTURAL, SITE, AND ENGINEERING DRAWINGS

OF OTHER DISCIPLINES TO CONSULT INFORMATION NOT EXPLICITLY

INDICATED ON STRUCTURAL DRAWINGS.

3. CONTRACTOR SHALL VERIFY DIMENSIONS AND SITE CONDITIONS PRIOR TO

PROCEEDING WITH PROCUREMENT OF MATERIALS AND LABOR, FABRICATION,

AND CONSTRUCTION WORK. WHERE DISCREPANCIES EXIST, NOTIFY

ARCHITECT / ENGINEER OF SUCH DISCREPANCIES IN WRITING VIA A REQUEST

FOR INFORMATION / INTERPRETATION (RFI) BEFORE PROCEEDING WITH THE

WORK IN THE AFFECTED AREA IN QUESTION.

4. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR

OTHERWISE ALTERED UNLESS APPROVED IN WRITING BY STRUCTURAL

ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL

COSTS INCURRED BY STRUCTURAL ENGINEER FOR REVIEW OF SUCH

DEVIATIONS AND IMPLEMENTATION OF APPROPRIATE SOLUTIONS.

5. PRIOR TO COMMENCING WORK, THE GENERAL CONTRACTOR SHALL BE

RESPONSIBLE FOR REVIEWING AND COORDINATING WITH THE SUB-

CONTRACTOR'S WORK INDICATED ON STRUCTURAL DRAWINGS WITH

ARCHITECTURE, SITE WORK, DELEATED COMPONENTS, AND THE WORK OF

OTHER ENGINEERING DISCIPLINES.

6. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS ARE REPRESENTATIVE

OF THE FINISHED STRUCTURE. THE STRUCTURAL ENGINEER SHALL NOT BE

IN RESPONSIBLE CHARGE AND CONTROL OF CONSTRUCTION MEANS,

METHODS, PROCEDURES AND CONSTRUCTION TECHNIQUES, AND JOBSITE

SAFETY. THIS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

7. THE STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS HAVING

CONTROL, CHARGE, AND RESPONSIBILITY FOR THE ACTS AND OMISSIONS

AND FOR FAILURE OF THE CONTRACTOR, SUB- CONTRACTOR, AND OTHER

PERSONS PERFORMING THE WORK TO CARRY OUT SUCH WORK IN

ACCORDANCE WITH THE STRUCTURAL DRAWINGS AND COLLECTIVE

CONTRACT DOCUMENTS.

8. THE USE OF REPRODUCTIONS OF THESE STRUCTURAL DRAWINGS AND

SPECIFICATIONS AND USE OF ELECTRONIC FILES AND MODELS BY ANY

CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL

SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS IS PROHIBITED

UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE STRUCTURAL

ENGINEER.

9. IN THE EVENT THERE IS CONFLICTING INFORMATION BETWEEN THE

DRAWINGS, SPECIFICATIONS AND LOCAL CODE APPLICATIONS OR ANY

OTHER CONTROLLING AUTHORITY, THE MOST STRINGENT CONDITION SHALL

APPLY.

1. DEFLECTION CRITERIA SHALL BE IN ACCORDANCE WITH DEFLECTION

AND DRIFT LIMITS SET HEREIN.

2. THE DEFLECTION LIMITS SHALL BE COORDINATED WITH THE

ARCHITECTURAL DRAWINGS BASED ON THE MATERIALS SPECIFIED BY

THE ARCHITECT. MATERIALS THAT REQUIRE DEFLECTION CRITERIA

THAT EXCEED THE LIMITS INDICATED HEREIN PER THE

MANUFACTURER'S AND/OR ARCHITECT'S RECOMMENDATIONS SHALL

MEET THE CRITERIA RECOMMENDED BY THE MANUFACTURER AND/OR

THE ARCHITECT.

3. DEFLECTION AND DRIFT LIMITS SHALL BE THE MORE STRINGENT OF

THE RATIO OR ABSOLUTE VALUES INDICATED HEREIN.

4. THE CONSTRUCTION OF THE BUILDING AND ITS COMPONENTS SHALL

BE CONFIGURED TO ACCOMMODATE THESE MOVEMENTS.

LIVE LOAD/WIND LOAD

TOTAL DEAD & LIVE LOAD

DEFLECTION LIMITS

ROOF STRUCTURE

EXTERIOR WALLS

WALLS RECEIVING STUCCO FINISH

OTHER WALLS NOT OTHERWISE SPECIFIED

PARAPETS

EXPOSED MASONRY

L/360

L/240

L/360

L/240

L/300

L/600

RATIO

ABSOLUTE

L/360 ---

FLOOR STRUCTURE & MEMBERS

SUPPORTING PARTITIONS

1. CHANGES AND/OR SUBSTITUTIONS BY THE CONTRACTOR TO THE STRUCTURAL

PLANS, DETAILS, MATERIALS, AND OTHER INFORMATION IN THE STRUCTURAL

DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW

AND APPROVAL.

2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SUBMIT TO THE STRUCTURAL

ENGINEER THE APPROPRIATE DOCUMENTATION AND INFORMATION FOR REVIEW

INCLUDING BUT NOT LIMITED TO PRODUCT APPROVALS, SKETCHES, SIGNED AND

SEALED CALCULATIONS AS APPLICABLE, AND SPECIFIC PRODUCT MATERIAL

INFORMATION AS IT COMPARES TO THE PRODUCTS / MATERIALS SPECIFIED ON

THE STRUCTURAL DRAWINGS.

3. THE INCORPORATION OF CHANGES AND/OR SUBSTITUTIONS INCLUDING BUT

NOT LIMITED TO REVIEW, RE-DESIGN, RE-ANALYSIS, AND RE-DRAFTING INTO THE

STRUCTURAL DRAWINGS IS CONSIDERED AN ADDITIONAL SERVICE FOR THE

STRUCTURAL ENGINEER.

4. UNLESS OTHERWISE AGREED UPON BETWEEN THE CONTRACTOR AND

OWNER, THE CONTRACTOR SHALL PROVIDE AN APPLICABLE CREDIT TO THE

OWNER WHERE PROPOSED SUBSTITUTED MATERIALS AND LABOR ARE A

REDUCTION IN COST TO THE ORIGINALLY SPECIFIED ITEM.

GENERAL STRUCTURAL CRITERIA

DEFLECTION CRITERIA

SUBSTITUTIONS

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE

CONSTRUCTION DOCUMENTS.

2. BASIS OF DESIGN ANCHOR PRODUCTS ARE THOSE INDICATED ON THE CONSTRUCTION

DOCUMENTS. SUBSTITUTION REQUESTS FOR ANCHORS OTHER THAN BOD ANCHORS

SHALL BE SUBMITTED TO THE EOR FOR WRITTEN APPROVAL. PROVIDE CALCULATIONS

SIGNED AND SEALED BY A PROFESSIONAL ENGINEER DEMONSTRATING THAT THE

SUBSTITUTED ANCHOR PRODUCT MEETS THE SPECIFIC PERFORMANCE REQUIREMENTS

OF THE BOD ANCHOR PRODUCT.

3. CONTRACTOR SHALL CONTACT EOR FOR WRITTEN APPROVAL PRIOR TO INSTALLING

POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS.

4. ANCHORS SHALL BE INSTALLED PER MANUFACTURER's WRITTEN INSTRUCTIONS.

CONTACT MANUFACTURER FOR TRAINING FOR PROPER ANCHOR INSTALLATION. SUBMIT

TRAINING CERTIFICATE DOCUMENTATION FOR WORKERS INSTALLING POST-INSTALLED

ANCHORS.

5. NO REINFORCEMENT SHALL BE CUT TO INSTALL POST-INSTALLED ANCHORS.

DEFECTIVE HOLES SHALL BE GROUTED WITH CEMENTITIOUS GROUT. CONTRACTOR

SHALL LOCATE EXISTING REINFORCEMENT BY NON-DESTRUCTIVE TESTING AND MARK

LOCATION ON SURFACE OF CONCRETE WITH NON-PERMANENT METHOD PRIOR TO

DRILLING.

6. PROVIDE CONTINUOUS SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE

ANCHORS, AS REQUIRED BY THE APPLICABLE EVALUATION REPORT.

7. ANCHORS SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL.

CONCRETE MECHANICAL ANCHORS

1. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED AND UNCRACKED

CONCRETE.

2. MECHANICAL ANCHORS SHALL NOT BE INSTALLED INTO CONCRETE THAT IS LESS THAN

7 DAYS OLD.

3. SCREW ANCHORS SHALL BE FOR INTERIOR USE ONLY.

4. BASIS OF DESIGN (BOD) IS HILTI KWIK HUS-EZ (ICC-ES ESR-3027).

CONCRETE ADHESIVE ANCHORS

1. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED AND UNCRACKED

CONCRETE.

2. ADHESIVE ANCHORS SHALL NOT BE INSTALLED INTO CONCRETE UNTIL IT HAS

REACHED 21 DAYS OR CONCRETE COMPRESSIVE STRENGTH HAS REACHED 75% OF THE

DESIGNED COMPRESSIVE STRENGTH.

3. INSTALLATION OF ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY

INCLINED SUPPORTING SUSTAINED TENSION LOADS SHALL BE PERFORMED BY

PERSONNEL HAVING PASSED A PERFORMANCE TEST IN ACCORDANCE WITH THE

ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT.

4. BASIS OF DESIGN (BOD) IS HILTI HIT-HY 200 (ICC-ES ESR-3187) WITH ASTM A193 GR B7

OR ASTM F593 (AISI 316) ANCHORS.

ANCHORS

A

BCDEFG

H

/4

/2

8'

1/ 2"

8'

/2

/4

8'

/4

9' - 4 1/2"

21' - 6 1/2"

6' - 3 3/4"

4' - 8 1/2"

10' - 0 3/4"

2' - 8"

12' - 0"

66' - 8"

3' - 2 1/4"

3'

/2

6' - 2 1/4"

4'

/2

9"

5' - 4 3/4"

5' - 10 3/4"

1'

1'

3/

4"

3'

/4

14' - 9 1/4"

1'

/4

2' - 3 1/4"

PRODUCT MANUFACTURER

MOBILE

PLATFORM

AT WORK

PLATFORM

LEVEL

REACH LENGTH REQUIRED

EXOSPHERE ALL TERRAIN

4X4 FALL PROTECTION

ANCHOR SYSTEM

TUFF BUILT 7.5'

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

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FALL PROTECTION

SYSTEM OPTIONS

BAY T-6 KEY PLAN

TAL-22010239-00

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\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

1/8" = 1'-0"

1 BAY T-6 FOUNDATION PLAN - KEY PLAN

B C

D E

F G

2 3 4

5 6 7 8 9 10 11

12 13

21 22

H

T A

IL

C

LE

A

R A

N C

E L

IN

E

8'

6' - 3"

7'

7'

8'

6' - 3"

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

FALL PROTECTION

REACH PLAN

TAL-22010239-00

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DASHED LINES REPRESENT RANGE

OF MOTION FOR 28' AND 30' Ø JIB

SYSTEM

SINGLE PONIT MOBILE

ANCHOR SYSTEM. SYSTEM TO

BE ON SLAB ON GRADE

SINGLE PONIT MOBILE

ANCHOR SYSTEM. SYSTEM

TO BE ON SLAB ON GRADE

BCDEFG

H 9' - 4 1/2" 21' - 6 1/2" 6' - 3 3/4"

4' - 8 1/2" 10' - 0 3/4"

2' - 8" 12' - 0"

8'

/2

/4

EXISITNG POST - TYP

PLANE OUTLINE - TYP

COL #2

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

COL #4 OR MIRROR

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

COL #3 OR MIRROR

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

COL #1

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

4'

14' - 9 1/4"

2' - 3 1/4"

2'

4'

/2

6' - 2 1/4"

3'

/2

3' - 2 1/4"

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

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SYSTEM OPTIONS

MOUNTED FRAME

SYSTEM FOUNDATION

PLANS

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1/4" = 1'-0"

1 FOUNDATION PLAN - PLATFORM NORTH - MOUNTED FRAME

Hopgoodj Rectangle

Hopgoodj Rectangle

BCDEFG

H

9' - 4 1/2" 21' - 6 1/2" 6' - 3 3/4" 4' - 8 1/2"

10' - 0 3/4" 2' - 8"

12' - 0"

/4

/2

8'

(E) HSS5X5X1/2 COL - TYP

COL #6

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

COL #8 OR MIRROR

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

COL #7 OR MIRROR

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

COL #5

HSS18.00X0.500 COL

BOT OF COL EL: 0'-0"

1'

15' - 0" 3' - 11"

1'

1' - 2 1/4"

5/

8"

9"

5' - 4 3/4"

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

MOUNTED FRAME

SYSTEM FOUNDATION

PLANS

TAL-22010239-00

S103

WS

ROBINS AFB

GR

MJR

10/24/2025

100% CD

\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

1/4" = 1'-0"

1 FOUNDATION PLAN - PLATFORM SOUTH - MOUNTED FRAME

Hopgoodj Rectangle

BCDEFG

H

TAIL CLEARANCE LINE

HSS8X8X1/2

HSS8X8X1/2

H S

S 8X

8X 1/

H S

S 8X

8X 1/

HSS8X8X1/2

H S

S 8X

8X 1/2

COL #3 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 25'-9 5/8"

COL #4 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 28'-5"

9' - 4 1/2" 21' - 6 1/2" 6' - 3 3/4" 4' - 8 1/2" 10' - 0 3/4" 2' - 8" 12' - 0"

/2

/4

(E) 8" W SECTION

(E) 8" W SECTION

BM EL: [10'-0"]

(E

8" W

S E

C T

IO

N

B M

E L:

[1 0'

-0

(E) 8" W SECTION

BM EL: 10'-0"

(E) 8" W SECTION

BM EL: 10'-0"

(E

8" W

S E

C T

IO

N

B M

E L:

0'

-0

(E

8" W

S E

C T

IO

N

B M

E L:

0'

-0

(E) 8" W SECTION

BM EL: 10'-0"

(E

8" W

S E

C T

IO

N

B M

E L:

0'

-0

(E

8" W

S E

C T

IO

N

B M

E L:

0'

-0

BM EL: [10'-0"]

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

W 8X

COL #1

HSS18.00X0.500 COL

TOC EL: 28'-5"

COL #2

HSS18.00X0.500 COL

TOC EL: 28'-5"

HSS8X8X1/2

AT EXISTING COLUMNS

WITH NEW PROTECTION

SYSTEM COLUMNS,

REINFORCE CONNECTION

AT COLUMN WITH DETAIL /7 S302

3' - 10"

3/

4"

8 3/4"

2'

3/ 4"

4'

/4

1' - 1" 2' - 5 1/4"

2'

/2

1/

4"

HSS8x 8x

1/ 2 HSS8x8x1/2

H S

S 8x

8x 1/

HSS8x8x1/2

14' - 9 1/4"

5'

/2

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

MOUNTED FRAME

SYSTEM FRAMING PLAN

TAL-22010239-00

S201P

WS

ROBINS AFB

GR

MJR

10/24/2025

100% CD

\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

1/4" = 1'-0"

1 FRAMING PLAN - PLATFORM NORTH - MOUNTED FRAME

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

ABCDEFG

H

TAIL CLEARANCE LINE

H S

S 8X

8X 1/2

H

SS

8X 8X

1/

COL #4 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 28'-5"

COL #2

HSS18.00X0.500 COL

TOC EL: 28'-5"

COL #6

HSS18.00X0.500 COL

TOC EL: 28'-5"

COL #8 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 28'-5"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 5"x5" TUBE COL

TOC EL: 10'-0"

(E) 8" W SECTION

BM EL: [10'-0"]

(E

8" W

S E

C T

IO

N

B M

E L:

[1 0'

-0

(E

8" W

S E

C T

IO

N

B M

E L:

[1 0'

-0

(E) 8" W SECTION

BM EL: [10'-0"]

(E

8" W

S E

C T

IO

N

B M

E L:

[1 0'

-0

7'

COL #3 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 25'-9 5/8"

COL #7 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 25'-9 5/8"

AT EXISTING

COLUMNS WITH NEW

PROTECTION SYSTEM

COLUMNS,

REINFORCE

CONNECTION AT

COLUMN WITH DETAIL /7 S302

S302

S302

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

MOUNTED FRAME

SYSTEM FRAMING PLAN

TAL-22010239-00

S202P

WS

ROBINS AFB

GR

MJR

10/24/2025

100% CD

\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

1/4" = 1'-0"

1 FRAMING PLAN - PLATFORM CENTRAL - MOUNTED FRAME

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

ABCDEFG

H

/4

/2

HSS8X8X1/2

COL #8 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 28'-5"

COL #6

HSS18.00X0.500 COL

TOC EL: 28'-5"H

SS

8X

8X 1/

H S

S 8X

8X 1/2

COL #7 OR MIRROR

HSS18.00X0.500 COL

TOC EL: 25'-9 5/8"

COL #5

HSS18.00X0.500 COL

TOC EL: 28'-5"

H

SS8X8X1/2

AT EXISTING

COLUMNS WITH NEW

PROTECTION SYSTEM

COLUMNS,

REINFORCE

CONNECTION AT

COLUMN WITH DETAIL /7 S302

AT EXISTING

COLUMNS WITH NEW

PROTECTION SYSTEM

COLUMNS,

REINFORCE

CONNECTION AT

COLUMN WITH DETAIL /7 S302

4' - 2 1/2"

1/

4"

/4

1' - 1 3/4"

2'

5' - 1 3/4"

1'

/4

5' - 1 1/2"

7'

HSS8X8X1/2

S302

S302

S302

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

MOUNTED FRAME

SYSTEM FRAMING PLAN

TAL-22010239-00

S203P

WS

ROBINS AFB

GR

MJR

10/24/2025

100% CD

\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

1/4" = 1'-0"

1 FRAMING PLAN - PLATFORM SOUTH - MOUNTED FRAME

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

Hopgoodj Rectangle

1 8" TUBE SECTION BRACE PER PLAN

(E) HSS 5X5 COL

(E) W8 BEAM

ON SIDE

FACE OF

COL 6"X6"X1/2" THK BENT

PLATE. WIDTH OF

PLATE TO MATCH

FACE OF COLUMN

1/4

SECOND FLOOR PLAN

10' - 0"

6"X6"X1/2" THK BENT

PLATE. WIDTH OF

PLATE TO MATCH

FACE OF COLUMN

8" TUBE SECTION BRACE

1/4

(E) DECK OR

GRATING TO BE

REMOVED. PROVIDE

OPENING FOR RIGID

POST CLEARANCE

1/4

TYP BOTH

BMS

NOTE: POST EXTENDS TO SLAB ON GRADE.

FOR BASE PLATE AND ATTACHMENT INFO SEE

DETAIL

/3 S302

M A

X

SECOND FLOOR PLAN

10' - 0"

(E) FACE OF

W8 BEAM

(E) 7"

CHANNEL

BELOW

8" TUBE

SECTION

BRACE

1/2" THK BENT PLATE.

WIDTH OF PLATE TO

MATCH FACE OF

COLUMN

1/4

C

EXISITNG 11" W-SHAPE BEAM

10" LONG 1/2"

THK

STIFFENER

PLATE

SPACED 2'-0"

OC BOTH

SIDES

EXISITING 3" ANGLE

EXISITING 7" CHANNEL

1/4

6" LONG 1/2"

THK

STIFFENER

PLATE

SPACED 2'-0"

OC

1/2" THICK PLATE

CONT ALONG

CHANNEL

2 1/4" 3/8" STIFFENER

PLATE UNO AT

CONNECTIONS

EXTEND PLATE

AS REQUIRED AT

CONNECTIONS

COPE

CORNERS

3/16

3/16

WELD SIZE

EQUAL TO

ONE HALF

SHEAR PLATE

THICKNESS

3/16 MIN.

1/4

FIRST FLOOR PLAN

0' - 0"

SECOND FLOOR PLAN

10' - 0"

ABC

RIGID POST

HARNESS

ATTACHMENT BY

MANUFACTURER

RIGID POST

SUPPORT BEAM

TYPICAL SHEAR

CONNECTION - SEE

ADDITIONAL

DETAILS ON S303

1/2" THK

STIFFENER PLATE.

LENGTH TO MATCH

DEPTH OF

COLUMN. TOP AND

BOTTOM OF

ADJACENT BEAM

1/4

RIGID FRAME

POST - SEE PLAN

FOR SIZE

RIGID FRAME POST

SUPPORT BEAM -

SEE PLAN FOR

SIZE

PLANE WING

OUTLINE

RIGID POST FRAME

BRACE - SEE PLAN

25 FT MAX CANTILEVER SPAN

TOP OF FRAME PER PLAN

TOP OF WING ASSUMED

TO BE AT 16'-4" V.I.F.

FIRST FLOOR PLAN

0' - 0"

SECOND FLOOR PLAN

10' - 0"

ABC

RIGID POST

HARNESS

ATTACHMENT BY

MANUFACTURER

RIGID POST JIB

ARM BY

MANUFACTURER

TYPICAL SHEAR

CONNECTION - SEE

ADDITIONAL

DETAILS ON S303

1/2" THK

STIFFENER PLATE.

LENGTH TO MATCH

DEPTH OF

COLUMN. TOP AND

BOTTOM OF

ADJACENT BEAM

1/4

RIGID FRAME

POST - SEE PLAN

FOR SIZE

RIGID FRAME POST

SUPPORT BEAM -

SEE PLAN FOR

SIZE

PLANE WING

OUTLINE

RIGID POST FRAME

BRACE - SEE PLAN

TOP OF FRAME PER PLAN

TOP OF WING ASSUMED

TO BE AT 16'-4" V.I.F.

FIRST FLOOR PLAN

0' - 0"

SECOND FLOOR PLAN

10' - 0"

BASE PLATE WITH EPOXY

BOLTS - SEE ADDITIONAL

DETAILS

RIGID POST FRAME

BRACE - SEE 'RIGID

POST BRACE

ATTACHMENT' FOR

DETAILS

RIGID POST

SUPPORT BEAM

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

DETAILS

TAL-22010239-00

S301

WS

ROBINS AFB

GR

MJR

10/24/2025

100% CD

\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

3/4" = 1'-0"

1 POST BRACE TO EXISTING FRAME CONNECTION

3/4" = 1'-0"

2 RIGID POST BRACE ATTACHMENT 1" = 1'-0"

3 RIGID POST BRACE TO MAIN FRAME CONNNECTION

3/4" = 1'-0"

4 TYPICAL W-SECTION REINFORCEMENT

1" = 1'-0"

5 TYPICAL CHANNEL REINFORCEMENT

3/4" = 1'-0"

6 TYPICAL WEB STIFFENER PLATES

1/4" = 1'-0"

7 RIGID POST FRAME - ALT #1

1/4" = 1'-0"

8 RIGID POST FRAME - ALT #2

1/4" = 1'-0"

9 RIGID POST FRAME - ALT #3

0'-6"

0'-9"

1'-0"

1'-3"

"L"

SHEAR

PLATE LENGTH

1/4"

1/4"

1/4"

5/16"

SHEAR PLATE

THICKNESS

"N" No OF

7/8" DIA. A325

BOLTS

W8, W10

W12, W14

W16, W18

W21

NOMINAL

BEAM

DEPTH

BEAM CONNECTION SCHEDULE

FILLET

WELD SIZE

(E7OXX)

3/16"

3/16"

3/16"

1/4"

MAX.

ALLOWABLE END

REACTION (KIPS)

11.1

22.1

35.4

49.1

STL BEAM

SEE PLAN

"N

R O

W S

O

.C

. 1

/2

/2

"L

/2

COPE AS REQ'D AT BEAM FLANGES,

TOP & BOTTOM (REINF. WHERE

REQ'D TO SUSTAIN SPECIFIED

CAPACITY) T/STEEL

SEE PLAN

STL BEAM SEE PLAN

8"

5"

4"

2 1/2"

THRU BOLT

(SEE SCHED.)

SHEAR

PLATE (SEE

SCHED.) SEE SCHED.

0'-6"

0'-9"

1'-0"

1'-3"

1'-6"

1'-9"

2'-6"

"L"

PLATE LENGTH

0'-5"

0'-5"

0'-5"

0'-5"

0'-5"

0'-5"

0'-8"

"W"

PLATE WIDTH

PLATE

THICKNESS

W8, W10

W12, W14

W16

W18

W21

W24, W27

W36

NOMINAL

BEAM

DEPTH

CONNECTION PLATE

BEAM CONNECTION SCHEDULE

NOTE:

THESE SCHEDULES

REPRESENT THE

MINIMUM REQUIRED

CONNECTIONS PER

ENGINEER OF

RECORD. STEEL

FABRICATOR IS

RESPONSIBLE FOR

THE FINAL

CONNECTION

DESIGN AND

DETAILS BASED ON

REACTIONS SHOWN

ON FRAMING PLAN

"N"

# BOLT ROWS

1/4"

3/8"

3/8"

3/8"

1/2"

1/2"

1/2"

"C"

# BOLT COLUMNS

WELD

SIZE

3/16"

5/16"

5/16"

5/16"

3/8"

3/8"

3/8"

TUBE STEEL

COLUMN

3/8" CAP PL

SEE NOTE 1

*DOUBLE SHEAR

PLATE FOR W36

STEEL BEAM PER PLAN

NOTES:

1. PROVIDE STANDARD AISC

SHEAR CONNECTION FOR MAX.

UNIFORM LOAD TYP.

2. 3" BOLT SPACING DIMENSION IS

TYP. EXCEPT AS RECOMMENED

BY AISC FOR LARGER MEMBERS.

3. ALL BOLTS ARE TO BE 3/4" DIA.

A325 (U.N.O.) IN LONG SLOTTED

HOLES.

4. * INDICATES SPECIAL

PROVISIONS FOR W36

CONNECTIONS WHERE 3/4" DIA.

A325 THRU BOLTS ARE SUBJECT

TO DOUBLE SHEAR.

USE THRU PLATE

AT STEEL TUBE

OR PIPE COLS.

SEE NOTE 2"W"

6" "C" 2".

"L

/2

"N

R O

W S

O .C

/2

1/4"

TYP.

HSS COLUMN

PER PLAN

(8) 7/8" DIA. HAS-V

RODS W/ HILTI HIT-RE

500 V3 & 6" MIN EMBED

OR SIMPSON TITEN HD

ANCHORS W/ 6" EMBED

0.75" THICK

PL

(P

P R

O J E

C T

IO

N

E M

B E

D M

E N

T

IN

T O

C O

N C

R E

T E

T

O V

E R

A L

L L

E N

G T

H

D HEAVY HEX NUT

PLAIN WASHER

LEVELING NUT

L

H

K

W

ASTM F1554 GR55

THREADED ROD

SQUARE PLATE

NUT WELDED TO

SQUARE PLATE AND

THREADED ROD

3"

G R

IP 1

/2

D M

IN

P

BOLT PROJECTION

BOLT PROJECTION

LETTERED

DIMENSIONS

SQUARE

PLATE

W

T

HOLE. DIA

L

H

K

P (MINIMUM)

PLAIN WASHER

1/2" 5/8" 3/4" 7/8"

BOLT DIAMETER

1" 1 1/4" 1 1/2" 1 3/4"

3"

1/2" 1/2"

1"

1" 1"

5/8"

5/8"

3"2"2"2"

3/4"

3/4" 3/4"

LIGHT MEDIUM

5" 7"

3 1/2" 3 1/2"

3 1/2"

3/8"

7/8"

6"

4" 4 1/2" 5 1/2"

5 1/2"

6" 7"

7"

1 1/2" 1 1/2"

9"

7 1/2" 7 1/2" 7 1/2"

1 1/8" 1 3/8" 1 5/8" 1 7/8"

11" 11" 1'-4" 1'-4"

9 1/2" 9 1/2" 1'-1" 1'-1 1/2" 1'-7" 1'-7 1/2"

2 1/2"

1' - 2" 1' - 2"

11 3/4"

5/16"

BEVEL PERIMETER

OF PLATE WITH 45

DEGREE AND PAINT

YELLOW

EXISTING STEEL

COLUMN & CONNECTION

PER PLAN

1/2" STIFFENER PLATE

EACH SIDE

W-BEAM PER

PLAN

1/4

EXISTING WF PER PLAN

HSS BRACE PER PLAN

3/8" COLLAR PLATE

3' - 4"

1'

3/ 4"

P E

R P

LA

N 3/16" FILLET WELD

ALL AROUND AT

HSS KNIFE PLATE

3/8" THICK COLLAR TIE PLATE

HSS POST PER PLAN

HSS BRACE PER PLAN

PLATFORM

SIDE

AA

SECTION A-A

3/16"

L3X3X1/4 ANGLE AT

TOP AND BOTTOM OF

BRACE

3/16"

EXISTING WF CONNECTION TO HSS

COLUMNS

PL 1/2x8x6

(2) PL 1/2x8x3 AT EACH SIDE OF BEAM WEB

8" 3/16" 5"

3/16" 6"

3/16" 6"

3/16" 5"

4 3/4" 8 1/2" 4 3/4"

1'

/8

/8

1/

4"

3/ 4"

8"

1 1/2" 5" 1 1/2"

4 3/4" 8 1/2" 4 3/4"

/8

/8

1/

4"

8"

1 1/2" 5" 1 1/2"

3/4" THICK PLATES

FOR ATTACHMENT

BRACKET

(4) 15/16" Ø BOLT HOLES (TYP)

ATTACHMENT

BRACKET BY JIB

ARM MFR

HSS COLUMN

PER PLAN

/2

/8

/8

/8

/8

/8

/8

/8

/4

PJP

PJP

FRONT VIEW SIDE VIEW

1/

2"

/8

3 1/2"

(2) 11/16" Ø HOLES

2" 3/4"

6'

CAUTION: DO NOT SCALE DRAWINGS.

THIS REPRODUCTION MAY BE AT A SIZE DIFFERENT THAN ORIGINALLY DRAWN. EXP

ASSUMES NO RESPONSIBILITY FOR INCORRECT SCALING. UNAUTHORIZED REPRODUCTION

OR REUSE IS STRICTLY PROHIBITED. NOT PUBLISHED - ALL RIGHTS RESERVED. EXP

EXPRESSLY DISCLAIMS RESPONSIBILITY ARISING FROM UNAUTHORIZED USE OF THESE

DRAWINGS AND NOTES. AUTHORIZATION MUST BE IN WRITING.

© exp, 2023 www.exp.com exp

File Name:

Project Title

Dwg. Title

Project No.

Dwg. No. Rev. No.

No. Date

Professional Seal(s)

Date Printed:

Checked By:

Drawn By:

Approved By:

Revision t: +1.305.631.2208 201 Alhambra Circle, Suite 800 Coral Gables, FL 33134 t: +1.305.631.2208

U.S. Services Inc.

/2

4/

:0 4:

P

M

FALL PROTECTION

SYSTEM OPTIONS

DETAILS 2

TAL-22010239-00

S302

WS

ROBINS AFB

GR

MJR

10/24/2025

100% CD

\\X :\S pe ci fy F ile P at h in P ro je ct In fo rm at io n In st an ce P ro pe rt ie s

3/4" = 1'-0"

1 TYPICAL BEAM TO BEAM CONNECTION

3/4" = 1'-0"

2 TYPICAL BEAM TO COLUMN CONNECTION

3/4" = 1'-0"

3 TYPICAL BASE PLATE DETAILS

3/4" = 1'-0"

4 TYPICAL STIFFENER PLATE

3/4" = 1'-0"

5 OFF PLATFORM CONNECTION

1" = 1'-0"

7 EXISTING CONNECTION REINFORCEMENT

3/4" = 1'-0"

6 SWING ARM ATTACHMENT