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US Army Corps of Engineers

ABBREVIATIONS

BP

DEVEL

DIA

DIM

DS

EF

EL

ELEV

EQ

EW

FIN GR

FIN

FIG

FL

FT

GALV

GRTG

HSS

L

Ldr

LSL

MAX

MIN

N

NTS

OC

OD

OVS

PI

REF

REINF

REQ

SPEC

SL

SSL

STD

STRUCT

SYMM

T

TOC

TOG

TOW

TYP

US

VIF

WF

AND

AT

CENTER LINE

DIAMETER

NUMBER

BASE PLATE

DEVELOPMENT

DIAMETER

DIMENSION

DOWNSTREAM

EACH FACE

ELEVATION

ELEVATION

EQUAL

EACH WAY

FINISH GRADE

FINISH

FIGURE

FLOOR

FOOT

GALVANIZED

GRATING

HOLLOW STRUCTURAL SECTION

LENGTH

POST-INSTALLED DEVELOPMENT LENGTH

LONG SLOTTED

MAXIMUM

MINIMUM

NORTH

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OVERSIZED

POINT OF INTERSECTION

REFERENCE

REINFORCEMENT, REINFORCING

REQUIRED

SPECIFICATION

SLOPE

SHORT SLOTTED

STANDARD

STRUCTURAL

SYMMETRICAL

TOP

TOP OF CONCRETE

TOP OF GRATING

TOP OF WALL

TYPICAL

UPSTREAM

VERIFY IN FIELD

WIDE FLANGE

q

Ø

GENERAL NOTES

1. ALL ABBREVIATIONS, LEGENDS, DESIGN CRITERA, DEMO AND SALVAGE,

CONCRETE AND REINFORCING, AND STRUCTURAL METAL NOTES ON

THIS GENERAL STRUCTURAL NOTES SHEET APPLY TO ALL SHEETS.

2. FIELD VERIFY EXISTING SITE CONDITIONS. ALL CONFLICTS SHALL BE

RESOLVED TO THE SATISFACTION OF THE EOR AND PROJECT

PERSONNEL AND BE INCORPORATED INTO THE DRAWINGS.

3. ALL CONSTRUCTION SHALL COMPLY WITH THE SPECIFICATIONS AND

DESIGN CRITERIA LISTED BELOW. IN THE EVENT OF A CONFLICT, THE

MORE STRINGENT REQUIREMENT SHALL GOVERN.

DESIGN CRITERIA

a. ACI 318-19, BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE

b. ASCE 7-22, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

c. ASIC 360-16, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

d. AWS D1.1-15, STRUCTURAL WELDING CODE - STEEL

e. IBC-15, INTERNATIONAL BUILDING CODE

f. EM 385-1-1-14, SAFETY AND HEALTH REQUIREMENTS

g. NAAM AMP 521-2012 PIPE RAILING SYSTEMS MANUAL

h. NAAM MBG 531-2017 METAL BAR GRATING MANUAL

2. DESIGN LOADS PER ASCE 7-22

1. DESIGN CODES USED ARE AS FOLLOWS BELOW:

LIVE LOAD: 40 PSF

SEISMIC LOADS:

SEISMIC LOADING WAS DEVELOPED FROM ASCE 7-22, CHAPTER 15,

SEISMIC DESIGN REQUIREMENTS FOR NONBUILDING STRUCTURES

R = 4 Cd = 3.5 Sds = 0.394 Sd1 = 0.233

TL = 16

Ie = 1.25 S1 = 0.153 Cs = 0.123

GUARDRAIL AND HANDRAIL NOTES

1. GUARDRAILS AND HANDRAILS SHALL HAVE COPED AND WELDED

JOINTS. IT IS ACCEPTABLE TO PROVIDE FORMED POST-TO-RAIL

CORNERS WITH A BEND RADIUS OF TWO PIPE DIAMETERS, MEASURED

AT THE CENTERLINE, IN LIEU OF MITERED, WELDED JOINTS. RAILS

SHALL BE FREE OF BURRS, SHARP CORNERS, AND SHARP EDGGES.

2. REMOVABLE GUARDRAIL POSTS SHALL NOT EXCEED 96 INCHES IN

SPACING, ON-CENTER AND PERMANENT GUARDRAIL POST SHALL NOT

EXCEED 45 INCH SPACING, ON-CENTER, GUARDRAIL END POSTS

SHALL BE SPACED 2 INCHES, ON-EDGE, FROM WALLS OR

STRUCTURAL COMPONENTS.

3. GUARDRAIL POSTS SHALL BE 42 INCHES HIGH WHEN INSTALLED ON

WORK PLATFORM.

4. TOEBOARDS SHALL BE INSTALLED ON THE EDGE SIDE OF THE

GUARDRAIL POST.

POST-INSTALLED CONCRETE ANCHORS

1. NOMINAL UNDERCUT ANCHOR DIAMETER AND NOMINAL EFFECTIVE

EMBEDMENT LENGTHS ARE CITED IN THE ANCHORAGE DETAILS. SEE

SPECIFICATIONS FOR ANCHOR STRENGTH REQUIREMENTS.

2. ANCHOR PLATE DETAILS MAY INCLUDE A RANGE FOR ANCHOR GAGE AND

SPACING. THE RANGES ARE PROVIDED TO ALLOW PLACEMENT OF

ANCHORS TO AVOID WALL REINFORCEMENT AND OTHER EMBEDDED

ITEMS.

3. IN GENERAL ANCHORS ARE TO BE PLACED SYMMETRICALLY ABOUT A

VERTICAL AXIS ABOUT THE CENTER OF THE ANCHOR PLATE. ANCHORS

MAY BE PLACED PLUS OR MINUS 1" VERTICALLY AND OR HORIZONTALLY

ABOUT THE POINT OF SYMMETRY. MINIMUM EDGE DISTANCE, GAGE AND

SPACING SHALL BE MAINTAINED.

4. ANCHOR PLATES MAY BE FIELD DRILLED TO MATCH INSTALLED ANCHORS.

DRILL HOLES, OR SUBDRILL AND REAM, NOT MORE THAN 1/16 INCH LARGER

THAN THE DIAMETER OF THE ANCHOR BOLT, UNLESS SHOWN OTHERWISE

ON THE DRAWINGS, AISC 360 PROVISIONS FOR OVERSIZED ANCHOR ROD

HOLES DO NOT APPLY UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS.

REPAIR COATINGS AFTER FIELD DRILLING IN ACCORDANCE WITH THE

SPECIFICATIONS.

5. GROUT PAD THICKNESS MAY BE SHOWN. ACTUAL GROUT PAD THICKNESS

SHALL BE BASED ON THE GROUT MATERIAL SELECTED BY THE

CONTRACTOR AND ABILITY TO CONSOLIDATE GROUT BETWEEN THE

EXISTING CONCRETE AND ANCHOR PLATE.

6. PRIOR TO ANCHOR PLATE PLACEMENT, ANCHORS SHALL BE TORQUED TO

MANUFACTURE'S SPECIFICATIONS TO VERIFY ANCHOR HAS BEEN

ADEQUATELY INSTALLED.

7. DURING INSTALLATION OF ANCHOR PLATES, ANCHORS SHALL NOT BE

PLACED IN BENDING. ANCHOR PLATES SHALL BE FULLY SUPPORTED OR

SHORED TO PREVENT BEARING ON ANCHORS. TEMPORARY SUPPORT

ANGLES WITH ANCHORS OR OTHER MEANS OR SUPPORT MAY BE USED.

ANCHORS SHALL NOT HAVE LEVELING NUTS BELOW THE ANCHOR PLATE.

8. ANCHOR PLATES MAY UTILIZE LEVELING BOLTS TO AID IN INSTALLATION

AND ALIGNMENT OF ANCHOR PLATES. THE LEVELING BOLTS ARE TO BE

PLACED MINIMUM OF 2 1/2" AWAY FROM ANY ANCHOR. THE LEVELING

BOLTS MAY REMAIN IN PLACE.

STRUCTURAL METAL NOTES

1. MATERIALS PER BELOW UNLESS NOTED OTHERWISE:

W SHAPES, BAR AND PLATES ASTM A992 OR A572 (50 KSI)

L,S SHAPES, ROUND BARS ASTM A36 (36 KSI)

HSS ASTM A500, GRADE B

HIGH STRENGTH BOLTS ASTM F3125, GRADE A325N

ANCHOR RODS ASTM F1554, GRADE 36

2. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO AMERICAN

INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS.

3. SHOP DRAWINGS FOR ALL STRUCTURAL STEEL SHALL BE SUBMITTED

AND APPROVED PRIOR TO ANY STEEL FABRICATION.

4. STEEL FRAMING CONNECTIONS SHALL BE BOLTED OR WELDED. BOLTS

SHALL BE A MINIMUM OF 3/4" DIAMETER ASTM F3125, GRADE A325,

BOLTS UNLESS NOTED OTHERWISE. ALL CONNECTIONS SHALL HAVE

A MINIMUM OF 2 BOLTS OR EQUIVALENT WELD. ALL BOLTED

CONNECTIONS SHALL BE SNUG TIGHT PER SPECIFICATIONS, UNLESS

NOTED OTHERWISE. SLIPPED CONNECTIONS SHALL BE SNUG TIGHT

THEN BACKED OFF A 1/4 TURN.

5. ALL WELD CONNECTIONS SHALL CONFORM TO THE MOST CURRENT

EDITION OF AWS D1.1 FOR STRUCTURAL STEEL, AWS D1.2 FOR

ALUMINUM AND AWS D1.6 FOR STAINLESS STEEL.

6. CONNECTIONS INCLUDING SHOP OR FIELD SPLICES NOT SHOWN ON

THE CONTRACT DRAWINGS SHALL BE SUBMITTED FOR APPROVAL.

7. THE STRUCTURAL STEEL ERECTOR SHALL PROVIDE TEMPORARY

BRACING OF THE STRUCTURAL STEEL FRAMEWORK AGAINST

LATERAL LOADING SUCH AS WIND. THE BRACING SHALL REMAIN IN

PLACE UNTIL THE FINAL SYSTEM FOR RESISTING LATERAL LOADS IS

IN PLACE AND EFFECTIVE AS APPROVED BY THE EOR.

8. STEEL BAR GRATING SHALL HAVE BANDED EDGES AND CUTOUTS.

9. REMOVEABLE GRATING SHALL BE FASTENED WITH CLAMP-TYPE CLIPS

IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

10. ALL BURRS, SHARP EDGES OR PROTRUSIONS AT GRATING ENDS SHALL

BE REMOVED.

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PARTS LIST

WEIGHT

(LBS)

CUT

LENGTH

MATERIALDESCRIPTIONQTYITEM

222 3/4 INASTM A500 GR.C GALVCOL HSS6x6x1/421

159 1/4 INASTM A992 GALVBEAM W12x4012

189 3/16 INASTM A992 GALVBEAM W12x2223

189 3/16 INASTM A992 GALVBEAM W12x2644

ASTM A36 GALVWEB PL3/8x11 3/8"x1 7/8"85

5 INASTM A53 GR.B OR A500 GR.C GALVPIPE 2 1/2" STD OR ROUND HSS2.875X0.188166

48 FTASTM A53 GR.B OR A500 GR.C GALVTOP RAIL: PIPE 2 STD OR ROUND HSS 2.375X0.15427

50 FTASTM A53 GR.B OR A500 GR.C GALVMIDDLE RAIL: PIPE 2 STD OR ROUND HSS 2.375X0.15418

62 FTASTM A53 GR.B OR A500 GR.C GALVPOST: PIPE 2 STD OR ROUND HSS 2.375X0.15419

27 INASTM A992 GALVDIAPHRAGM: W12x22210

23 3/4 INASTM A992 GALVDIAPHRAGM: W12x22211

3 INASTM A36 GALVL1 1/2x1 1/2x1/41614

48 FTASTM A36 GALVTOE PL1/4x4"215

ASTM A36 GALVWEB PL3/8x11 3/8"x3 1/8"617

ASTM A36 GALVWEB PL3/8x10 7/8"x3 7/8"1218

11 INASTM A992 GALVDIAPHRAGM: W12X26119

ASTM A36 GALVPL1/4x10"x9"420

ASTM A36 GALVBP3/4x8"x1'-0"221

10 INASTM A992 GALVWT8x33.5622

ASTM A36 GALVCAP PL1/4x0'-7"x11.5"223

234 INASTM A36 GALVL6x6x9/16224

2-3/16 INASTM A36 GALVPL1/8"x1/2"x2 3/16"1625

ASTM A36 GALVPL 1/2"x8-1/4"x10-1/4"626

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US Army Corps of Engineers

8 9

CONNECTIONS

ANCHOR/BOLT

TYPE

PART MATERIAL QUANTITY LENGTH

FASTENERS 3/4"DIA BOLTS ASTM F3125, GRADE A325N HDG 45 3 1/4"

FASTENERS 3/4" HEAVY HEX NUT ASTM A563 GRADE DH HDG 45

FASTENERS 3/4" HARDEND WASHER ASTM F436 TYPE 1 HDG 90

FASTENERS 1"DIA BOLTS ASTM F3125, GRADE A325N HDG 10 3 1/4"

FASTENERS 1" HEAVY HEX NUT ASTM A563 GRADE DH HDG 10

FASTENERS 1" HARDEND WASHER ASTM F436 TYPE 1 HDG 20

MECHANICAL 3/4"Ø ANCHOR BOLT MECHANICALLY GALVANIZED HEAVY-DUTY 25 6"

ADHESVIE 3/4"Ø THREADED ROD ASTM F1554 GRADE 36 HDG 10 12"

NOTE: CONNECTIONS ARE TO FOLLOW SPECIFICATION SECTION 05 50 14

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US Army Corps of Engineers

A1

SCALE:

FRONT VIEW: PLATFORM ASSEMBLY

1:20

A12

SCALE:

ISOMETRIC: PLATFORM - FRONT VIEW

1:20

CONTRACTOR TO PERFORM ALL WELDED FABRICATION AND FIT UP TEST.

DISASSEMBLE BOLTED CONNECTIONS AND DELIVER TO PROJECT FOR OWNER INSTALL.

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US Army Corps of Engineers

A1

SCALE:

DETAIL: FRAME ASSEMBLY

1/24

A8

SCALE:

ISOMETRIC: FRAME ASSEMBLY

NTS

L1

SCALE:

SECTION: BRACE SHEAR TAB

1/4 0 3" 6" 9" 12" L6

SCALE:

SECTION: COL BASE PLATE

1/4

L12

SCALE:

DETAIL: CENTER GUSSET PLATE

1/8

L16

SCALE:

SECTION: COL CONN TO BEAM

1/4

G15

SCALE:

SECTION: TYP BEAM TO BEAM CONN

1/12

0 3" 6" 9" 12" 0 6" 1' 2' 0 3" 6" 9" 12"

0 6" 1' 2'

A15

SCALE:

DETAIL: FRAME ELEVATION

1/32 0 2' 4' 6'0 1' 2' 4'

HSS6x6x1/4

HSS6x6x1/4

/4

(T

Y P

(T

Y P

9" (TYP)

(T

Y P

PL1/4

8 1/4" (TYP)

3/16

TYP

SHEAR TAB PER ELEVATION A1

COL PER ELEVATION A1

3/16

TYP

STANDOFF BP3/4x8"x1'-0" (TYP)

W/ 1" GROUT PAD

1 1/2" (TYP) 1 1/2" (TYP)

COL PER PLAN

CENTERED ON BP

EDGE OF

(E) CURB

(4) 3/4"Ø ANCHORS W/ NUTS AND

WASHERS PER MANUFACTURE,

INSTALL USING ADHESIVE

W/ 6" EFFECTIVE EMBEDMENT

CL COL &

BEAM & PL

NOTE: DIAPHRAGM INTO UPPER BEAM AND GRATING NOT SHOWN FOR CLARITY

/4

NOTE: LENGTH OF COL EXCLUDES BP AND CAP THICKNESS

NOTE: TYP (4) PLACES

12'-8 1/4"

WEB PLATES CENTERED ON

BEARING LOCATIONS (TYP)

13'-3 1/4"

W12X40 qCOL = q BEAM qCOL = q BEAM

(T Y

P

L16

S-102

G15

S-102

BEAM PER PLAN

3/16 3/16

3 SIDES

BEAM TO COL CONN PER L16

COL PER ELEVATION A1

COL PER ELEVATION A1

CAP PL1/4x0'-7"x11.5"

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

/4

/2

/4

3/16 BEAM TO PLAN

(4) 3/4"Ø BOLTS

(STD OR SSLT HOLE)

L6

S-102

L1

S-102

SEE REMAINING CONN

DIM PER C16/S-105

1 1/4" (TYP)

TOTAL (4) 3/4"Ø BOLTS

((2) EA SIDE OF TOP WF BEAM)

1 1/4"

2 21/32"

(2) 1"Ø BOLTS

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M M

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US Army Corps of Engineers

F1

SCALE:

SECTION: DIAPHRAGM AND HANDRAIL SLEEVE CONN

1/4

L11

SCALE:

SECTION: FALL PROTECTION ANCHOR/BASE PLATE

1/4 0 3" 6" 9" 12"

NOTES: DIAPHRAGM OCCURS IN (4) PLACES. LENGTH VARIES.

F9

SCALE:

DETAIL: EDGE CORNER ANGLES

1/4

0 8' 16' 32'

L1 1/2x1 1/2x 1/4 (TYP)

L 1 1/2 x 1 1/2 (TYP)

PUMP BASE PLATE PER MFR

PUMP BASE PLATE

3" (TYP)

3" (TYP)

/1

(T Y

P

2 3/4" (TYP EDGE DISTANCE)

7/8" (TYP)

CL

BEAM

WF PER PLAN

W12X22

W12X22

W12X26

W12X26

W12X40

W12X22

CL BEAM &

PIPE SLEEVE

23/32" (TYP)

WF PER PLAN WF PER PLAN

2'-3 1/4" 3'-8 7/8" 11 1/4" 3'-8 7/8" 2'-0"

(E) CONC WALL

/1

CL

W12X40

/1

(T Y

P

(T

Y P

WF PER PLAN

CL OF BEAM

& BEAM

SEAT

3 11/16"

7'-11"

15'-6 5/16"

/1

(T Y

P

WF PER PLAN

TYP

CLIP CORNERS

3/16 5 3/16 5

3 SIDES

WEB PL 3/8"

WF PER PLAN

FALL PROTECTION ANCHOR AND

ATTACHMENT PER MANUFACTURER

(5000LB REQUIRED ANCHOR CAPACITY)

CL BEAM

& ANCHOR

PIPE SLEEVE

5'-7 13/16"

CL ANCHOR

1/2"x1/8"x2 3/16" PLATE

3/16

TYP

3/16"Ø DRAIN HOLE (TYP ON PIPE

SLEEVE ON TOP OF BEAM)

/8

(T

Y P

) 1/2" (TYP) MIN

1" MAX

A1

SCALE:

ELEVATION: EDGE BEAM

1/24 0 1' 2' 4' A12

SCALE:

PLAN: FRAMING

1/16

A7

SCALE:

DETAIL: CORNER ANGLES TYP

1/4 0 3" 6" 9" 12"

3/16

TYP

LENGTH PER PLAN

CL BEAM

& ANCHORPER PLAN

3/16

WEB PLATE PER L6/S-103

1/4

TYP

1/4

TYP

WEB PLATE CENTERED

OVER BEARING POINT (TYP)

q OF PIPE SLEEVE q OF PIPE SLEEVE

PIPE 2 1/2 STD OR ROUND HSS2.875X0.188

0 3" 6" 9" 12"0 3" 6" 9" 12"

0 3" 6" 9" 12"0 6" 1' 2'

NOTE: REFER TO S-104 FOR EDGE BEAM DISTANCE FROM FACE OF S NAVLOCK WALL

F1

S-103 L6

S-103

L11

S-103

L1

S-103

L1

SCALE:

SECTION: BEAM TO WALL CONN

1/8

L6

SCALE:

SECTION: HANDRAIL SLEEVE

1/4

1/2" CAP PLATE

(4) 3/4"Ø x 6" MECHANICAL ANCHORS

WT8X33.5

BEAM SEAT PER L1

0 6" 1' 2'L17

SCALE:

SECTION: BEAM SEAT

1/8

L17

S-103

1 1/4"

1/2"

EXISTING CONCRETE WALL

COPE WT

4"

BEAM FLANGE

STANDARD HOLE (TYP)

1/4"

3/16 3/16

/2

3/4"Ø GALV A325 BOLT W/ WASHER

AND NUT THROUGH CT SUPPORT BEAM

AND CAP PLATE (EA SIDE)

BEAM PER PLAN

CAP PLATE WITH

STANDARD HOLE

2 3/32" EXISTING CONCRETE WALL

CONN PER L1/S-103

C

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F

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US Army Corps of Engineers

0 1' 2'

/8

W

ID

T H

C L

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W D

IT

H

C L R

/4

W

ID

T H

"C

L R

/4 "W

ID

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C L

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/4

W

ID

T H

C L R

/4

W

ID

T H

C L

R

/1

W

ID

T

H

3'-2 3/8" MAX CLR SPAN

CUT GRATING TO FIT AROUND PIPE SLEEVE

MIN GRATING BEARING ON BEAM IS 3/4" AT ANCHOR

(1" TYP ELSEWHERE)

CUT GRATING TO FIT AROUND ANCHOR PER MIN BEARING DISTANCE

A1

SCALE:

PLAN: BAR GRATING LAYOUT

1/12

1x1/8 BEARING BAR TYP

PUMP BASE PER MANUFACTURER

S FACE OF NAV LOCK

qOF BEAM

3'-7"

7'-8 11/16"

12'-4 13/16"

C

D

E

F

G

H

SHEET ID

D A

T E

D E

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N N

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1 2 3 4

J

6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

C O

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C H

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S-105

F

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M M

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US Army Corps of Engineers

L1

SCALE:

N & S GUARDRAIL

1/24

NOTE: HANDRAIL OCCURS IN TWO INSTANCES

M8

SCALE:

ELEVATION: NORTH/WEST SIDE GUARDRAIL

1/24

M13

SCALE:

GUARDRAIL SECTION

1/24

J8

SCALE:

SOUTH/WEST SIDE GUARDRAIL

1/24

J13

SCALE:

GUARDRAIL SECTION

1/24

0 1' 2' 4'

0 1' 2' 4'

0 1' 2' 4' qPOST qPOST qPOST

7'-7 5/16" 7'-7 5/16"

"TOP RAIL

INTM RAIL

TOE PL

F13

SCALE:

CENTER GUARDRAIL

1/24

TYP

/8

5'-2 5/8"

/2

" 1

/2

HANDRAIL

IN/OUT OF PAGE

TOE PLATE

IN/OUT OF PAGE

5'-2 5/8"

/2 " 1

/2

TOE PLATE PER F13

5'-4 3/4"LENGTH OF TOE PLATE:

15'-4"LENGTH OF TOE PLATE:

5'-4 7/8"TOE PLATE:

LENGTH OF

11 1/4"

/2

/2

11 1/4"LENGTH OF TOE PLATE:

B9

SCALE:

DETAIL: ANGLE BRACE

1/32

/4

1 INCH BAR GRATING

PIPE SLEEVE ATTACHED

TO WEB PLATE

PL1/4"x4" TOE BOARD

HANDRAIL POST

3/16 1-1

TYP

1" BAR GRATING

/4

M16

SCALE:

GUARDRAIL SECTION

1/24

WEB PLATE

PIPE SLEEVE ATTACHMENT

PER L6/S-103

J16

SCALE:

GUARDRAIL SECTION

1/24 0 1' 2' 4'

0 1' 2' 4'

NOTE:

1. ALL POSTS AND RAILS ARE PIPE 2 STD OR

ROUND HSS 2.375X0.154

2. POSTS ARE CONTINUOUS AT INT OF RAILS

MITER CORNERS, TYP

SWING GATE IN FRONT OF PUMP ((2) TOTAL)

3/16

TYP

(E) STOPLOG GUIDE

EXTERIOR WF

BEAM PER PLAN

F9

SCALE:

TOE PLATE CONNECTION

1/24

F16

SCALE:

(E) STOPLOG GUIDE CONNECTION

1/8 0 6" 1' 2'0 1' 2' 4'

EXTERIOR WF PER PLAN

F9

S-105

1'-9 3/8"

/2

/2

1'-9 3/4"LENGTH OF TOE PLATE: M16

S-105

M13

S-105

HANDRAIL

IN/OUT OF PAGE

TOE PLATE

IN/OUT OF PAGE

5 7/8"

/2

/1

6 1/2"TOE PLATE:

LENGTH OF

1'-6 1/8"

/2

/2

HANDRAIL

IN/OUT OF PAGE

TOE PLATE IN/OUT OF PAGE

1'-6 1/2"LENGTH OF TOE PLATE:

J16

S-105

6 1/2"LENGTH OF TOE PLATE:

5 7/8"

/2

/1

HANDRAIL

IN/OUT OF PAGE

TOE PLATE IN/OUT

OF PAGE

J13

S-105

1" (TYP)

TOTAL (4) 3/4"Ø BOLTS STD HOLE

SEE REMAINING CONN

DIM PER G15/S-102

C16

SCALE:

TYP BEAM TO BEAM CONN

1/8 0 6" 1' 2'

1/

4" T

Y P

3" T

Y P

(2) 1"Ø BOLTS

L6x6x9/16, TYP