Sioux Falls Structural Designs 2.pdf

STRUCTURAL STEEL

REFERENCE SPECIFICATIONS:

STRUCTURAL STEEL AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

HIGH STRENGTH BOLTS AISC SPECIFICATION FOR STRUCTURAL JOINTS

USING HIGH-STRENGTH BOLTS

STEEL MATERIALS:

CONNECTION MATERIAL, EMBEDDED ASTM A36, UNLESS NOTED OTHERWISE

ITEMS, CHANNEL, ANGLES, BASE

PLATES, AND MISC. STEEL

STRUCTURAL BOLTS ASTM A307

THREADED RODS ASTM A193 GR B7

WIDE-FLANGE MEMBERS ASTM A992

STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 22A OF THE CBC 2019. ALL MEMBERS ARE TO BE ERECTED WITH NATURAL MILL CAMBER OR INDUCED CAMBER UP, UNLESS OTHERWISE NOTED ON THE PLANS. SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF THE ENGINEER. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL BEAM CONNECTION. ALTERNATIVE CONNECTIONS TO THOSE SHOWN ON THESE

DRAWINGS WILL REQUIRE PRIOR APPROVAL OF THE ENGINEER.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE, NUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES AND OTHER AIDS, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND UNEQUAL PARTS.

STRUCTURAL NOTES

DESIGN LOADS

SEISMIC LOADS: EARTHQUAKE DESIGN IS BASED ON ASCE 7 SECTION 13.3 WITH THE FOLLOWING FACTORS:

SITE AND OCCUPANCY PARAMETERS

SEISMIC IMPORTANCE FACTOR Ie = 1.5

RISK CATEGORY IV

MAPPED SPECTRAL RESPONSE

ACCELERATIONS

SITE CLASS

SPECTRAL RESPONSE COEFFICIENTS

SEISMIC DESIGN CATEGORY

SS = 0.09

S1 = 0.038

UNKNOWN -

DEFAULT

SDS = 0.083

SD1 = 0.079

Fp = 0.4SDSIpWpx dl

Fpv = 0.2 SDS Wpx = 0.02W px

Ip = 1.5

Hf = 1.6

Rμ = 2.37

CAR = 2.2

Rpo = 1.3

Hf

Rμ

Hf

Rμ = 0.11Wpx

NOTE: WORST CASE LOCATION WAS ASSUMED IN "Fp" CALCULATION.

LIVE LOADS: LIVE LOADS ARE PER IBC SECTION 1607 & LIVE REDUCTIONS PER 1607.11.

ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE VA

STRUCTURAL DESIGN MANUAL, VA HANDBOOK H-18-8 SEISMIC DESIGN REQUIREMENTS, ASCE 7-22, AND INTERNATIONAL BUILDING CODE, 2024 EDITION REFERRED TO AS "IBC".

NONSTRUCTURAL COMPONENTS: DESIGN, DETAILING, AND ANCHORAGE OF ALL

NONSTRUCTURAL COMPONENTS SHALL BE IN ACCORDANCE WITH CMR SECTION 1613, ASCE

7 CHAPTER 13, AND THE PROJECT SPECIFICATIONS. NONSTRUCTURAL COMPONENTS

DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STEEL

STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE

TORSIONAL FORCES. TORSIONAL BRACING SHALL BE DESIGNED BY THE NONSTRUCTURAL

COMPONENT DESIGNER AND APPROVED BY THE ENGINEER.

INSPECTION: SPECIAL INSPECTION PER CMR CHAPTER 17 SHALL BE PERFORMED BY AN

APPROVED TESTING AGENCY AS OUTLINED IN THE SPECIAL INSPECTION SCHEDULE AND AS

INDICATED IN THE PROJECT SPECIFICATIONS.

SPECIAL CONDITIONS: CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND

EXISTING CONDITIONS IN THE FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE

ENGINEER OF ANY DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION.

IN CASE OF ANY DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS,

THE CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ENGINEER BEFORE PROCEEDING.

DIMENSIONS NOTED AS PLUS OR MINUS (+/-) INDICATE UNVERIFIED DIMENSIONS AND ARE

APPROXIMATE. NOTIFY ENGINEER IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS FROM

INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS

- DO NOTE SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS MAY BE

BASED ON RECORD DRAWINGS AND ARE TO BE FIELD VERIFIED BY THE CONTRACTOR.

CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION.

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS,

EXISTING CONSTRUCTION, AND SOIL EXCAVATIONS, AS REQUIRED, AND IN A MANNER SUITABLE

TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL

ALL THE FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS

AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. NO REINFORCING BARS IN EXISTING

CONSTRUCTION SHALL BE CUT UNLESS DIRECTED BY THE ENGINEER OR SHOWN ON THE

DRAWINGS.

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,

TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO PERFORM THE WORK.

CONTRACTOR TO VERIFY ALL MANUFACTURER DIMENSIONS.

GENERAL NOTES

A

(E ) H

SS5x 5x

1/

VIF

(E) H

SS5x5x1/4 VIF

(E) H SS5x5x1/4 VIF

(E) H SS5x5x1/4 VIF

(E) H SS5x5x1/4 VIF

(E ) H

SS5x 5x

1/

VIF

(E ) H

SS5x 5x

1/

VIF

(E ) H

SS5x 5x

1/

VIF

(E

W x V

IF

(E

W x V

IF

(E

W x V

IF

(E

W x V

IF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E

W x V

IF

(E

W x V

IF

(E) W8x18 VIF

(E) W8x18 VIF

(E) H SS5x5x1/4 VIF

(E) H SS5x5x1/4 VIF

(E) H SS5x5x1/4 VIF

(E) H SS5x5x1/4 VIF

(E ) H

SS5x 5x

1/

VIF

(E ) H

SS5x 5x

1/

VIF

(E ) H

SS5x 5x

1/

VIF

(E ) H

SS5x 5x

1/

VIF

(E

W x V

IF

(E

W x V

IF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

S2.00

S2.00

S2.00

S2.00

EXISTING KICKER, TYP

EXISTING KICKER, TYP

OR #4

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

S2.00

S2.00

EXISTING KICKER, TYP

EXISTING KICKER, TYP

OR #3

OR #1

OR #2

(E) W8x18 VIF

S2.00

S2.00

EXISTING

KICKER, TYP

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

EXISTING KICKER, TYP

(E) W8x18 VIF

S2.00

S2.00

EXISTING

KICKER, TYP

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

(E) W8x18 VIF

EXISTING KICKER, TYP

(E) W8x18 VIF

(E) W8x18 VIF

S2.00

S2.00

S2.00

S2.00

S2.00

S2.00

EXISTING SKYTRON

STRUCTURAL PLATE

WITH NEW DOUBLE

MOUNT AMICO

EQUIPMENT BELOW

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

EXISTING SKYTRON

STRUCTURAL PLATE

WITH NEW SINGLE

MOUNT AMICO

EQUIPMENT BELOW

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

EXISTING SKYTRON

STRUCTURAL PLATE

WITH NEW DOUBLE

MOUNT AMICO

EQUIPMENT BELOW

EXISTING SKYTRON

STRUCTURAL PLATE WITH

NEW SINGLE AMICO

EQUIPMENT PLATE BELOW

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

EXISTING SKYTRON

STRUCTURAL PLATE

WITH NEW DOUBLE

MOUNT AMICO

EQUIPMENT BELOW

EXISTING SKYTRON

STRUCTURAL PLATE

WITH NEW SINGLE

MOUNT AMICO

EQUIPMENT BELOW

(E

W x B

E L O

W V

IF

(E

W x B

E L O

W V

IF

EXISTING SKYTRON

STRUCTURAL PLATE

WITH NEW AMICO

EQUIPMENT ADAPTER

PLATE BELOW

EXISTING SKYTRON STRUCTURAL

PLATE WITH NEW DOUBLE MOUNT

AMICO EQUIPMENT BELOW

9'-9", VIF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

7'-8", VIF

S2.00

TYP

9'-9", VIF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

7'-8", VIF

S2.00

TYP

S2.00

TYP

S2.00

TYP

10'-4", VIF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

10'-10'', VIF

10'-1", VIF

11'-10", VIF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

V

IF

NOTES:

1. PARTIAL PLANS AND EQUIPMENT LOCATIONS ARE ILLUSTRATIVE. CONTRACTOR TO VERIFY EQUIPMENT LOCATIONS WITH

MANUFACTURER (AMICO) AND THE HOSPITAL PRIOR TO CONSTRUCTION.

2. CONTRACTOR TO VIF ALL EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITIONS DIFFER FROM AS SHOWN.

KEY PLAN

3/8" = 1'-0"S1.00

LEVEL 1 - PARTIAL EQUIPMENT FRAMING PLAN2

DRAWN BY:

CHECKED BY:

PROJECT NO.:

DATE:

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260-693-0000 12628 US Highway 33 North, Churubusco, IN 46723 maxim-med.com

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S1.00 STRUCTURAL NOTES AND PARTIAL EQUIPMENT FRAMING PLAN

S2.00 STRUCTURAL DETAILS

SHEET

NUMBER

SHEET NAME

STRUCTURAL SHEET INDEX

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PLAN

NORTH

9-30-20257

B.O. (E) CEILING

B.O. (E) CEILING

AA

B.O. (E) CEILING

AA

B.O. (E) CEILING

BB

EXISTING ROOF DECKING

EXISTING BEAM

PER PLAN

S2.00

EXISTING

STIFFENERS

(4 TOTAL) L3x3x1/4 KICKERS ATTACHED

TO EXISTING BEAM AT TOP & EXISTING

STRUCTURAL PLATE BELOW

EXISTING ANGLE AND

BOLTED CONNECTION

EXISTING W16x26

ABOVE VIF

EXISTING BEAM

PER PLAN

EXISTING BEAM

PER PLAN

EXISTING

18"x18"x1" THICK

STRUCTURAL

PLATE, VIF

EXISTING BEAM

PER PLAN

EXISTING 6" STD

PIPE, VIF

EXISTING SKYTRON

STRUCTURAL STEEL PLATE,

17-1/2"x17-1/2"x1" THICK, VIF

NOTES:

1. SEE PLAN FOR EQUIPMENT LOCATIONS. VERIFY AGAINST AMICO DRAWINGS.

2. SINGLE MOUNT PLATE:

MAX OPERATING WEIGHT, W = 945 lbs

MAX MOMENT, M = 4,342 lb-ft

3. DOUBLE MOUNT PLATE:

MAX OPERATING WEIGHT, W = 1,789 lbs

MAX MOMENT, M = 3,552 lb-ft

4. MOUNTING PL DIMENSIONS AND BOLT LAYOUT MAY VARY WITH EQUIPMENT. PROVIDE PL

SIZE AND THREADED ROD SPACING AS REQ'D TO MAINTAIN COMPATIBILITY WITH

MOUNTING PL BELOW. VERIFY PLATE DIMENSIONS W/ MANUF

5. EXISTING CONDTIONS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION.

NOTIFY SEOR IF EXISTING CONDITIONS DIFFER FROM AS SHOWN.

3/16

3/16 EXISTING

TYPICAL

VIF

V

IF

M, SEE NOTES 2 & 3

W, SEE NOTES 2 & 3

1/4

EXISTING

TYPICAL

VIF

1/4

EXISTING

TYPICAL

VIF

S2.00

PER PLAN

O B

S E

R V

E D

T O

G A

P

M A

X

M A

X

EXISTING ROOF DECKING

S2.00

EXISTING

STIFFENERS

(4 TOTAL) L3x3x1/4 KICKERS ATTACHED

TO EXISTING BEAM AT TOP & EXISTING

STRUCTURAL PLATE BELOW

EXISTING BEAM

PER PLAN, TYP

EXISTING 18"x18"x1"

THICK STRUCTURAL

PLATE, VIF

EXISTING BEAM

PER PLAN

EXISTING 6" STD

PIPE, VIF

EXISTING W16x26

ABOVE VIF

W, SEE NOTES 2 & 3

1/4

EXISTING

TYPICAL

VIF

1/4

EXISTING

TYPICAL

VIF

M, SEE NOTES 2 & 3

EXISTING SKYTRON

STRUCTURAL STEEL PLATE,

17-1/2"x17-1/2"x1" THICK, VIF

S2.00

O B

S E

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T O

G A

P

NOTES:

1. SEE PLAN FOR EQUIPMENT LOCATIONS. VERIFY AGAINST AMICO DRAWINGS.

2. SINGLE MOUNT PLATE:

MAX OPERATING WEIGHT, W = 945 lbs

MAX MOMENT, M = 4,342 lb-ft

3. DOUBLE MOUNT PLATE:

MAX OPERATING WEIGHT, W = 1,789 lbs

MAX MOMENT, M = 3,552 lb-ft

4. MOUNTING PL DIMENSIONS AND BOLT LAYOUT MAY VARY WITH EQUIPMENT. PROVIDE PL

SIZE AND THREADED ROD SPACING AS REQ'D TO MAINTAIN COMPATIBILITY WITH

MOUNTING PL BELOW. VERIFY PLATE DIMENSIONS W/ MANUF

5. EXISTING CONDTIONS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION.

NOTIFY SEOR IF EXISTING CONDITIONS DIFFER FROM AS SHOWN.

S E

E /S

.0

S E

E /S

.0

DOUBLE MOUNT EQUIPMENT PLATE

EXISTING KICKERS

PER SECTION

EXISTING PIPE

PER SECTION

EXISTING SKYTRON

STRUCTURAL STEEL PLATE,

17-1/2"x17-1/2"x1" THICK, VIF

NEW 1" THICK STEEL

ADAPTER PLATE BY

AMICO

NEW 5/8" THICK STEEL

EQUIPMENT FLANGE BY

AMICO

NEW THREADED RODS, NUTS,

& WASHERS PER AMICO

SINGLE MOUNT EQUIPMENT PLATE

EXISTING KICKERS

PER SECTION

EXISTING PIPE

PER SECTION

EXISTING SKYTRON

STRUCTURAL STEEL

PLATE,

17-1/2"x17-1/2"x1"

THICK, VIF

NEW 21"x25"x1"

THICK STRUCTURAL

STEEL PLATE

SECTION B-B

SECTION A-A

EXISTING STRUCTURAL

PLATE PER SECTONS

EXISTING PIPE PER

SECTIONS

EXISTING STIFFENER

EXISTING THREADED

RODS

(2) NEW 5/8" THICK

STEEL EQUIPMENT

FLANGES BY AMICO

NEW THREADED

RODS, NUTS, &

WASHERS PER AMICO

8" 4-1/2" 4-1/2" 8"

-1

/2

-1

/2

T Y

P

-1

/2

-3

/4

T Y

P

3-3/4" TYP

CL

CL

V

IF

NEW CEILING

COVER BY OTHERS

EXISTING THREADED

RODS, MIN 1-1/4"Ø, TO

BE REUSED (6 TOTAL)

V

IF

EXISTING THREADED

RODS, MIN 1-1/4"Ø, TO

BE REUSED (6 TOTAL)

OPENING TO ALIGN WITH

CUTOUT OF EXISTING

SKYTRON PLATE ABOVE, VIF

(4 TOTAL)

NEW DOUBLE MOUNT

STRUCTURAL PLATE

BELOW, WHERE OCCURS

NEW AMICO ADAPTER PLATE

BELOW, WHERE OCCURS

EXISTING THREADED

RODS VIF, MIN 1-1/4"Ø, TO

BE REUSED (6 TOTAL).

VERIFY NEW HOLES W/

EXISTING SKYTRON PLATE

ABOVE.

NEW M16 THREADED RODS,

NUTS, & WASHER PER

AMICO FROM NEW

STRUCTURAL PLATE TO

NEW EQUIPMENT FLANGES,

HOLES TO BE 11/16"Ø

ALTERNATIVE LOCATION

FOR EXISTING THREADED

ROD (6 TOTAL), 1-3/8''Ø TYP

(6 TOTAL).

VERIFY NEW HOLES W/

EXISTING SKYTRON PLATE

ABOVE.

7/16"Ø HOLE, LOCATIONS TO

ALIGN WITH CEILING COVER

BELOW BY OTHERS (6 TOTAL)

4-1/4" 9" 4-1/4"

-1

/4

-1

/4

EXISTING KICKERS

PER SECTIONS

-1

/2

M A

X

NEW CEILING COVER

BY OTHERS

-1

/2

M A

X

T Y

P

/4

NOTES:

1. MOUNTING PL DIMENSIONS AND BOLT LAYOUT MAY VARY WITH EQUIPMENT. PROVIDE PL

SIZE AND THREADED ROD SPACING AS REQ'D TO MAINTAIN COMPATIBILITY WITH

MOUNTING PL BELOW. VERIFY PLATE DIMENSIONS W/ MANUF

2. EXISTING CONDTIONS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION.

NOTIFY SEOR IF EXISTING CONDITIONS DIFFER FROM AS SHOWN.

CL

3/16 2

TYP

EXISTING

3/16

TYP

EXISTING

EXISTING COLUMN

PER PLAN

5-1/2''x11''x1/2'' THICK CAP

PLATE W/ (4) 3/4''Ø BOLTS

EXISTING 3/8'' THICK

FITTED STIFFENER

PLATE EACH SIDE

EXISTING BEAM PER PLAN

(EXTEND OVER COLUMN 6'')

(2) 3/4''Ø BOLTS TO STIFFENER PLATE

EXISTING BEAM PER PLAN

EXISTING L3x3x1/4 KICKER, TYP

EXISTING 3/8'' THICK

STEEL PLATE, TYP

2'-8" VIF

V

IF

DRAWN BY:

CHECKED BY:

PROJECT NO.:

DATE:

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P a rk ce n te r B lv d

S u ite

B o is e

ID

8.

6.

w w w .k p ff

.c o m

260-693-0000 12628 US Highway 33 North, Churubusco, IN 46723 maxim-med.com

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1 1/2" = 1'-0"S2.00

SECTION @ EXISTING EQUIPMENT SUPPORT STRUCTURE1

1 1/2" = 1'-0"S2.00

SECTION @ EXISTING EQUIPMENT SUPPORT STRUCTURE2

2" =1'-0"S2.00

MOUNTING PLATES3

2" =1'-0"S2.00

EXISTING CORNER CONNECTION, VIF4

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