1.A.7.23_-_Attachment_5_-_Bldg_225_ASCE_41_Tier_2_Seismic_Evaluation.pdf

PDF 26 MB Posted Sep 14, 2018

Attached to: Repair Roof Aircraft Production Facility Building 225
Solicitation number: W91238-18-R-0071
Issued by: Department of the Army Corps of Engineers Engineering District Sacramento

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Written by GovTribe AI · Dec 30, 2023

This announcement is for a firm-fixed-price design-build/design-bid-build single award task order contract for roof replacement and seismic upgrades of Building 225 at Hill Air Force Base in Utah. The project scope includes removing the existing roofing of approximately 600,000 square feet and repairing or replacing any damaged structural components. Associated seismic upgrades are also required. The contractor must abate any asbestos or hazardous materials encountered in compliance with all laws and regulations. The contract will be issued as a small business set-aside under NAICS code 236220 with a size standard of $36.5 million. The value is estimated between $25-100 million. A pre-proposal site visit is scheduled and vendors must register in the System for Award Management to be eligible for award. Task orders will be issued over approximately five years.

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Attachment 5 - Bldg 225 ASCE 41 Tier 2 Seismic Evaluation

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Other files

File	Type	Posted
1.A.7.23_-_Attachment_4_-_DRAFT_Bldg_225_RFP_Drawings.docx	DOCX document	Sep 14, 2018
1.A.7.23_-_Attachment_3_-_DRAFT_B225_RFP_Specifications.pdf	PDF	Sep 14, 2018
1.A.7.23_-_W91238-18-R-0071.pdf	PDF	Sep 14, 2018
1.A.7.23_-_Attachment_2_-_Davis_Bacon_Wage_Determination.pdf	PDF	Sep 14, 2018
1.A.7.23_-_Attachment_1_-_Bldg_225_Summary_of_Work.pdf	PDF	Sep 14, 2018

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Hill Air Force Base

July 23, 2018

Building 225 ASCE 41 Tier 2 Seismic Evaluation Hill Air Force Base, Utah 100% Report

KRSM 132044 - WO 56695

675 East 500 South, Suite 400 801 486 3883 Salt Lake City, Utah 84102 www.reaveley.com dadams Text Box Work Area E: BARREL ROOF SOUTHWEST dadams

Work Area F: BARREL ROOF SOUTHEAST

𝑃 ⋅ Δ 𝜅

Work Area C:

HIGH SAW TOOTH

dadams Text Box Work Area D:

LOW SAW TOOTH

Work Area B: 1941 dadams Text Box Work Area A: 1941 dadams Text Box Work Area E: 1941 dadams Text Box Work Area F: 1941 dadams Text Box Work Area C: 1941 dadams

Work Area G: West Annex 1985

Rectangle dadams Text Box H dadams Rectangle dadams Text Box H dadams Rectangle dadams

𝑃 ⋅ Δ

M3 J2 H2

18 GA. TYPE "B" DECK,

ACOUSTICAL DECK,

TYP

18 GA. TYPE "B" DECK,

ACOUSTICAL DECK,

TYP

SK-A1

TYP

P-A5

SIM

THREE-HINGE ARCH TRUSS

TYPICAL AT EACH GRIDLINE -

25 THRU 33

EXISTING SINGLE ANGLE

STEEL DIAGONAL ROOF

BRACE

EXISTING BRACE TRUSSES

RUNNING IN N-S DIRECTION,

TYP. TOP CHORD OF TRUSS

IS STEEL DOUBLE ANGLE

EXISTING C8x11.5 PURLINS, TYP

EXISTING W12x25 STEEL

BEAM. TYPICAL MIDWAY

BETWEEN EACH MAIN

GRIDLINE - 25 THRU 33

142' - 9" 137' - 6"

BUILDING 225

P-A1

07/23/18

ROOF DECK PLAN - BARREL ROOF AREA A, B, E & F

SCALE:P-A1 1" = 40'-0"

- ROOF DECK PLAN - BARREL ROOF AREA A, B, E & F

WORK AREA A, B, E & F

NOTE:

REMOVE ALL EXISTING ROOFING

AND STRUCTURAL DECKING.

REPLACE WITH THE STRUCTURAL

STEEL DECKING INDICATED.

KEYPLAN

E F

M3 J2 H2

SHADED AREAS ARE WHERE THE DECK IS

ATTACHED TO THE EXISTING FRAMING

SK-A2

TYP AT EACH SHADED

LOCATION

SK-A2

THREE-HINGE ARCH TRUSS

TYPICAL AT EACH GRIDLINE -

25 THRU 33

EXISTING SINGLE ANGLE

STEEL DIAGONAL ROOF

BRACE

EXISTING BRACE TRUSSES

RUNNING IN N-S DIRECTION,

TYP. TOP CHORD OF TRUSS

IS STEEL DOUBLE ANGLE

EXISTING C8x11.5 PURLINS, TYP

EXISTING W12x25 STEEL

BEAM. TYPICAL MIDWAY

BETWEEN EACH MAIN

GRIDLINE - 25 THRU 33

142' - 9" 137' - 6"

BUILDING 225

P-A2

07/23/18

ROOF DIAPHRAGM CONNECTION PLAN - BARREL ROOF AREA A, B, E & F

SCALE:P-A2 1" = 40'-0"

- ROOF DIAPHRAGM CONNECTION PLAN - BARREL ROOF AREA A, B, E & F

WORK AREA A, B, E & F

KEYPLAN

E F

M3 L2 J2 H2

SK-A3

TYP

P-A5

P-A5OPPOSITE

5' - 3" 137' - 6" 137' - 6"

BUILDING 225

P-A3

06/23/18

TYPICAL THREE-HINGE ARCH - BARREL ROOF

SCALE:P-A3 1" = 20'-0"

- TYPICAL THREE-HINGE ARCH - BARREL ROOF

WORK AREA A, B, G & H

NOTE:

ALL CONNECTIONS DESIGNATED WITH

NEED STRENGTHENING.

M3 J2 H2

HIGHLIGHTED BRACES NEED

TO BE STRENGTHENED

BECAUSE THEY ARE TOO

SLENDER TO RESIST THE

REQUIRED FORCES

SK-A4

TYP

142' - 9" 137' - 6"

HANGER DOOR SIDE

BUILDING 225

P-A4

07/23/18

ROOF BRACING PLAN - BARREL ROOF AREA A, B, E & F

SCALE:P-A4 1" = 40'-0"

- ROOF BRACING PLAN - BARREL ROOF AREA A, B, E & F

WORK AREA A, B, E & F

KEYPLAN

E F

25 26 27 28 29 30 31 32 33

SS7x7x1/2 H

SS7x 7x

HSS5x5x3/8 HSS5x5x3/8

HSS5x5x3/8

H SS7x

7x 1/

H SS7x7x1/2 H

SS7x 7x

HSS5x5x3/8 HSS5x5x3/8

HSS5x5x3/8

H SS7x

7x 1/

H SS7x7x1/2 H

SS7x 7x

HSS5x5x3/8 HSS5x5x3/8

HSS5x5x3/8 H SS7x

7x 1/

H SS7x7x1/2 H

SS7x 7x

HSS5x5x3/8 HSS5x5x3/8

HSS5x5x3/8

H SS7x

7x 1/

SK-A9

SK-A7

SK-A6

REMOVE EXISTING DOUBLE

ANGLE BRACES AND REPLACE

WITH NEW STEEL FRAMING AS

SHOWN

EXISTING 1'-8"x1'-8"

TIE BEAM, TYP

REMOVE EXISTING DOUBLE

ANGLE BRACES AND REPLACE

WITH NEW STEEL FRAMING AS

SHOWN

INSTALL NEW BRACED BAYS

BETWEEN GRIDS 28 AND 30 AS

SHOWN. NO EXISTING BRACES

ARE PRESENT HERE

SK-A8

TYP

EXISTING STEEL WIDE FLANGE

MEMBERS AS PART OF THE

THREE-HINGE ARCHES, TYP

EXISTING DOUBLE ANGLE STEEL

BRACES, TYP

EXISTING CONCRETE

SLAB

25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0"

BUILDING 225

P-A5

07/23/18

TYPICAL BRACED FRAME ELEVATION

SCALE:P-A5 1/16" = 1'-0"

- TYPICAL BRACED FRAME ELEVATION - AREA A, B, E & F

WORK AREA A, B, E & F

SK-A1

NEW STEEL DECK

EXIST DOUBLE

ANGLE MEMBER

1/8" THICK x CONT

BENT PLATE

TYP

(TYPICAL OF THE TOP

CHORDS OF THE BRACE

TRUSSES RUNNING IN

THE NORTH/SOUTH

DIRECTION)

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

NEW ROOF DECK CONNECTION TO EXISTING STRUCTURE

SK-A1

07/23/18

NO SCALESK-A1

NEW ROOF DECK CONNECTION TO EXISTING

STRUCTURE

SK-A2

NEW STEEL DECK

TYP

1/8" BENT PLATE TO

EXTEND BETWEEN

EXISTING C-PURLINS.

(APPROXIMATE

LENGTH IS 4'-6"). THE

HORIZONTAL LEG

MUST EXCEED 7" TO

FULLY CATCH AT

LEAST ONE FLUTE OF

THE DECK

3/4" PUDDLE WELD AT

8" O.C.

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

EXISTING STEEL WIDE

FLANGE THAT IS

TYPICAL OF UPPER AND

LOWER CHORDS OF

THE EXISTING THREE

HINGE ARCH TRUSSES

BUILDING 225

DIAPHRAGM TO STEEL ARCH CONNECTION

SK-A2

07/23/18

NO SCALESK-A2

- DIAPHRAGM TO STEEL ARCH CONNECTION

SK-A3

BUILD UP

WELD OVER

SHIM

BEFORE

WELDING

GUSSET TO

WIDE

FLANGE

EXISTING GUSSET

PLATE

EXISTING STEEL SHIM

PLATE

EXISTING RIVETS

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

EXISTING STEEL WIDE

FLANGE THAT IS

TYPICAL OF UPPER AND

LOWER CHORDS OF

THE EXISTING THREE

HINGE ARCH TRUSSES

BUILDING 225

ARCH TRUSS CONNECTION STRENGTHENING DETAIL

SK-A3

07/23/18

NO SCALESK-A3

- ARCH TRUSS CONNECTION STRENGTHENING DETAIL

SK-A4

TYP

1/4" STEEL COVER PLATE

(OR ANGLE TO CREATE

"BOX" SHAPE). EXTEND

OVER 3/4 OF THE

LENGTH OF THE ANGLE

SECTION. WIDTH VARIES

AS REQUIRED BY ANGLE

SIZE

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

EXISTING SINGLE ANGLE

STEEL BRACE

BUILDING 225

BRACE STRENGTHENING DETAIL

SK-A4

07/23/18

NO SCALESK-A4

- BRACE STRENGTHENING DETAIL

SK-A5

EXISTING DOUBLE

ANGLE STEEL BRACE

STEEL COVER PLATE.

EXTEND OVER 3/4 OF THE

LENGTH OF THE DOUBLE

ANGLE SECTION. WIDTH

VARIES AS REQUIRED BY

FORCE REQUIREMENTS

TYP

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

BRACE STRENGTHENING DETAIL

SK-A5

07/23/18

NO SCALESK-A5

- BRACE STRENGTHENING DETAIL

SK-A6

NEW STEEL GUSSET

PLATE

NEW HSS STEEL

BRACENEW HSS STEEL BRACE

TYP

DETAIL A

BUILDING 225

STEEL BRACE TO GUSSET CONNECTION

SK-A6

07/23/18

NO SCALESK-A6

- STEEL BRACE TO GUSSET CONNECTION

SK-A7

EXISTING RIVETED

STEEL GUSSET PLATE

NEW STEEL GUSSET

HSAs ON BOTH SIDES

NEW HSS

STEEL BRACE

SURFACE OF EXISTING

CONCRETE. CONCRETE

TO BE REMOVED TO

FACILITATE THE

RETROFIT OF THE

CONNECTION.

CONCRETE TO BE

REPLACED

TYP

DETAIL B

EXISTING STEEL

COLUMN (PART OF

EXISTING THREE HINGE

ARCH TRUSSES)

SK-A9

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

EXISTING STEEL PIN

CONNECTING

EXISTING THREE

HINGE ARCH TRUSS TO

EXISTING

FOUNDATION.

EXISTING FOUNDATION

CONNECTION NOT

SHOWN FOR CLARITY

TYP

TOP OF EXISTING SLAB

BUILDING 225

STEEL BRACE TO GUSSET AND DRAG STRUT CONNECTION

SK-A7

07/23/18

NO SCALESK-A7

STEEL BRACE TO GUSSET AND DRAG STRUT

CONNECTION

SK-A8

EXISTING GUSSET

PLATE

EXIST TYPICAL RIVETED

DOUBLE ANGLE

SECTION BRACE

TYP

EXIST STEEL MEMEBER AND

RIVETED CONNECTION.

ACTUAL SECTION TYPE AND

CONNECTION VARIES

EXIST STEEL MEMBER AND

RIVETED CONNECTION.

ACTUAL SECTION TYPE AND

CONNECTION VARIES

NOTE: REMOVE

ALL EXISTING

LEAD-BASED

PAINT WITHIN 6"

OF ANY NEW

WELD

BUILDING 225

GENERIC DOUBLE ANGLE BRACE STRENGTHENING DETAIL

SK-A8

07/23/18

NO SCALESK-A8

GENERIC DOUBLE ANGLE BRACE STRENGTHENING

DETAIL

SK-A9

DRILL AND EPOXY

DOWELS INTO EXISTING

CONCRETE SLAB

U-SHAPED

REINFORCING BAR

DRILLED AND EPOXIED

TO EXISTING GRADE

BEAM

EXISTING GRADE BEAM

NEW CONCRETE

NEW HSS DRAG STRUT

WITH HSAs

EXISTING CONCRETE

SLAB SAW CUT AND

REMOVED TO ADD NEW

DRAG STRUT AND

CONCRETE

BUILDING 225

EMBEDDED DRAG STRUT DETAIL

SK-A9

07/23/18

NO SCALESK-A9

- EMBEDDED DRAG STRUT

1213141516

91011171819202122232425

N E

W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)

18 GA. TYPE "B"

ACOUSTICAL

DECK

SINGLE ROD BRACE IN DOUBLE HIGH

SAWTOOTH, TYP

ROD BRACING IN "X"

CONFIGURATION, TYP

SK-C1

SIM

SK-C6

SK-C5

TYPICAL AT ALL

SAWTOOTH

COLUMN

LOCATIONS

EXISTING STEEL TRUSS

TYPICAL

EXISTING PURLIN

TYPICAL (W10x19)

NEW SKYLIGHT,

TYP

BRACED

FRAMES ON

GRIDS H, J2 & K2

BRACED

FRAMES ON

GRIDS H, J2 & K2

NEW SKYLIGHT

OPENINGS

W16x45 (NEW) W16x45 (NEW) W16x45 (NEW) W16x45 (NEW) W16x45 (NEW) W16x45 (NEW)

W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)W16x45 (NEW)

N E

TYP AT

GRID H

TYP AT

GRID J2

TYP AT

GRID K2

SK-C2

TYP

SK-C3

TYP

SK-C1

1' - 3"

23' - 9"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"23' - 9"

1' - 3"

BUILDING 225

P-C1

07/23/18

UPPER SAWTOOTH ROOF PLAN

WORK AREA C

SCALE:P-C1 1" = 40'-0"

- UPPER SAWTOOTH ROOF PLAN - AREA C

KEYPLAN

E F

NOTE:

ROOF STRUCTURE DESIGN

GRAVITY LOAD:

DEAD = 15 psf

SUPERIMPOSED PLUS

STRUCTURE SELF WEIGHT

SNOW = 36 psf PLUS DRIFT

1213141516

91011171819202122232425

N E

W16x45 (NEW)

18 GA. TYPE "B"

ACOUSTICAL

DECK

W16x45 (NEW) W16x45 (NEW) W16x45 (NEW) W16x45 (NEW) W16x45 (NEW)

SINGLE ROD BRACE IN

DOUBLE HIGH UPPER

SAWTOOTH, TYP.

ROD BRACING IN "X"

CONFIGURATION

EXISTING STEEL TRUSS

TYPICAL

EXISTING PURLIN

TYPICAL (W10x19)

SK-C6

TYP AT

GRID F

SK-C6

TYP AT

GRID E

SK-C6

TYP AT

GRID C

SK-C6

TYP AT

GRID H

SK-C5

TYPICAL AT ALL

SAWTOOTH

COLUMN

LOCATIONSN

E W

N E

NEW SKYLIGHT

LOCATION

SIM

SK-C2

TYP

SK-C3

TYP

SK-C1

SIM

SK-C1

SIM

SK-C1

BRACED FRAMES

ON GRIDS C, E, F

& H

BRACED FRAMES ON

GRIDS C, E, F & H

1' - 3" 23' - 9"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"23' - 9"

1' - 3"

BUILDING 225

P-D1

07/23/18

LOWER SAWTOOTH ROOF PLAN

SCALE:P-D1 1" = 40'-0"

- LOWER SAWTHOOTH ROOF PLAN - AREA D

WORK AREA D

KEYPLAN

E F

NOTE:

ROOF STRUCTURE DESIGN GRAVITY LOAD:

DEAD = 15 psf

SUPERIMPOSED PLUS STRUCTURE SELF

WEIGHT SNOW = 36 psf PLUS DRIFT

FOUNDATION

95' - 0"

LEVEL 1

100' - 0"

UPPER LOW ROOF

131' - 6"

UPPER HIGH ROOF

151' - 2"

14 15

LOWER LOW ROOF

120' - 0"

LOWER HIGH ROOF

139' - 8"

NEW REINFORCED

CONCRETE MAT FOOTING

36'x12'x40"

W16x45 (NEW)

CUT & REPLACE EXISTING "BOX"

BEAMS WITH W16x40

CUT & REPLACE EXSTING

BRACES AND REPLACE WITH

HSS6x6x1/2, TYP

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF ANY

NEW WELD

ENLARGED

CONCRETE PIER TO

RECEIVE LARGER

BASEPLATE AND

ANCHOR RODS.

BUILDING 225

TYPICAL BRACED FRAME RETROFIT

SK-C1

07/23/18

SCALE:SK-C1 1" = 10'-0"

- TYPICAL BRACED FRAME RETROFIT

WORK AREA C & D

SK-C2

NEW ROOF SYSTEM,

SEE ARCH

NEW STEEL ROOF DECK

EXIST W10x15

PURLIN

EXIST TRUSS

EXIST L3x3x1/4

NEW OPEN WEB TRUSS

25'-0"±

L4x3x1/4 CONT

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

NEW OPEN WEB STEEL JOIST SECTION

SK-C2

07/23/18

WORK AREA C & D

NO SCALESK-C2

- NEW OPEN WEB STEEL JOIST SECTION

SK-C-

EXIST STEEL TRUSS

BOTTOM CHORD

EXIST STEEL BEAM

EXIST GUSSET

PLATE

NO. 2.5 CLEVICE

3/4"Ø STEEL

ROD TENSION

BRACING

EXIST ROOF BEAM

EXIST GUSSET

PLATE

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

EXIST STEEL

TRUSS TOP

CHORD

BUILDING 225

STEEL ROD BRACING

SK-C3

07/23/18

NO SCALESK-C3

- STEEL ROD BRACING

SK-C4

EQ EQ EQ EQ EQ

E Q

EXISTING STEEL

BASE PLATE

NEW 2" STEEL

PLATE, TYP

NEW 1.1/2"

THREADED ROD IN

EPOXY FILLED HOLE

NEW WT

EXISTING STEEL

COLUMN

CJP TYP

3 1/2" 3 1/2"

CJP TYP

NOTE: REMOVE

ALL EXISTING

LEAD-BASED

PAINT WITHIN 6"

OF ANY NEW

WELD

BUILDING 225

NEW STEEL PLATE TO EXISTING BASE PLATE CONNECTION

SK-C4

07/23/18

NO SCALESK-C4

NEW STEEL PLATE TO EXISTING BASE PLATE

CONNECTION

Detail Name

EXIST STEEL COLUMN

NEW WT10.5x41.5 FULL

HEIGHT OF COLUMN

NEW WT10.5x41.5 FULL

HEIGHT OF COLUMN

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

NEW WT TO EXISTING STEEL COLUMN

SK-C5

07/23/18

NO SCALESK-C5

- NEW WT TO EXISTING STEEL COLUMN

SK-C6

EXIST STEEL CHANNEL

"BOX" BEAM MEMBERS

REMOVE EXIST TIE

STRAPS. REPLACE W/

CONTINUOUS 1/4"

STEEL PLATE TOP &

BOTTOM

3-12

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

RETROFIT OF EXISTING BEAM

SK-C6

07/23/18

NO SCALESK-C6

- RETROFIT OF EXISTING BEAMS

WA-1

WA-3

WA-E WA-A

SK-G1

SK-G2

SIM

55' - 1"

BUILDING 225

WEST ANNEX THIRD FLOOR FRAMING PLAN PARTIAL

P-G1

07/23/18

SCALE: 3/32" = 1'-0"

WEST ANNEX THIRD FLOOR FRAMING PLAN PARITAL

WORK AREA G

KEYPLAN

E F

WA-E WA-A

WA-18

WA-16

SK-G2

SK-G1

SIM

55' - 1"

BUILDING 225

WEST ANNEX THIRD FLOOR FRAMING PLAN PARTIAL

P-G2

07/23/18

WORK AREA G

SCALE:P-G2 3/32" = 1'-0"

1 WEST ANNEX THIRD FLOOR FRAMING PLAN PARITAL

KEYPLAN

E F

N2 M3

1.3

2.2

PARAPET BRACE PER

SK-G5

TYP

23' - 8 1/4"

31.8

32.7

N2 M3

PARAPET BRACE PER

SK-G5

TYP

23' - 8 1/4"

BUILDING 225

P-G3

07/16/18

PARAPET REINFORCING TO THE WEST SIDE STAIRS

SCALE:P-G3 1/8" = 1'-0"

2 ROOF FRAMING PLAN - SOUTH WEST STAIR - AREA G

SCALE:P-G3 1/8" = 1'-0"

1 ROOF FRAMING PLAN - NORTH WEST STAIR - AREA G

WORK AREA G

KEYPLAN

E F

SK-D1

5/8"Ø TITEN HD SCREW

@ 12" O.C.

6"x3/8" x LENGTH OF

STAIR OPENING, A36

DRAG STRUT PLATE

EXIST MASONRY WALL

POST INSTALLED

SCREWS SHALL ONLY

BE INSERTED INTO

SOLID GROUTED CELLS.

ADD GROUT WHERE

REQ'D

BUILDING 225

DRAG STRUT DETAIL AT WEST ANNEX

SK-G1

07/23/18

WORK AREA G

NO SCALESK-G1

- DRAG STRUT DETAIL

SK-D2

8"5/8"Ø TITEN HD SCREW

@ 12" O.C.

6"x3/8" x LENGTH OF

STAIR OPENING, A36

DRAG STRUT PLATE

6"x3/8" A36 HORIZ

CONNECTION PLATE

1/4

TYP

1/4

TYP

EXIST STEEL BEAM

EXIST CONC OVER

STEEL DECK

BUILDING 225

DRAG STRUT DETAIL AT WEST ANNEX

SK-G2

07/23/18

WORK AREA G

NO SCALESK-G2

- DRAG STRUT CONNECTION DETAIL

EXIST MASONRY WALL SHOTCRETE WALL

DOWELED INTO EXIST

WALL

EXIST CONC

SUSPENED SLAB

EXIST STEEL BEAM

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

HEADED STUD ANCHOR

CORE DRILL EXIST

SLAB , INSTALL DOWELS

& GROUT SOLID

BUILDING 225

NEW SHOTCRETE WALL AT FLOOR

SK-G4

07/23/18

NO SCALESK-G4

- NEW SHOTCRETE WALL AT FLOOR

WORK AREA G

EXIST

MASONRY

PARAPET

WALL

EXIST CONC

SUSPENED SLAB

EXIST

STEEL

BEAM

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

WALL BRACE

STEEL ANGLE

DEFORMED BAR ANCHOR

WELDED TO STEEL ANGLE &

DEVELOPED INTO

SHOTCRETE WALL

EXIST

MASONRY

WALL

NEW STEEL ANGLE

BUILDING 225

NEW SHOTCRETE WALL AT ROOF WITH PARAPET BRACE

SK-G5

07/23/18

NO SCALESK-G5

- NEW SHOTCRETE WALL AT ROOF WITH PARAPET BRACE

EXIST MASONRY WALL

BEARING ON GRADE

BEAM OR FTNG WHERE

OCCURS

EXIST GRADE

EXIST FTNG

WHERE OCCURS

HELICAL PIER CENTERED

BELOW SHOTCRETE WALL

REMOVE PORTION OF

EXIST FTNG AS REQ'D

TO INSTALL HELICAL

PIER

NEW CONC FDTN WALL

BELOW SHOTCRETE

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

NEW REINF CONC SLAB

ON GRADE

EXIST CONC SLAB

ON GRADE

DEFORMED BAR ANCHOR

WELDED TO STEEL ANGLE &

DEVELOPED INTO

SHOTCRETE WALL

NEW STEEL ANGLE

BUILDING 225

NEW SHOTCRETE WALL AT FOUNDATION

SK-G9

07/23/18

NO SCALESK-G9

- NEW SHOTCRETE WALL AT FOUNDATION

12345678910111213141516

SK-HC1

SK-HC2

TYP EA JOIST

SK-HC2

TYP EA JOIST

SK-HC1

SK-HC1 TYP EVERY

OTHER JOIST

TYP EVERY

OTHER JOIST

TYP EVERY

OTHER JOIST

16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1

24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 20' - 4" 19' - 0" 18' - 8" 24' - 0" 20' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0"

BUILDING 225

P-H1

07/23/18

ROOF FRAMING PLAN - EAST ANNEX

WORK AREA H

SCALE:P-H1 1" = 30'-0"

- ROOF FRAMING PLAN - EAST ANNEX - AREA H

KEYPLAN

E F

252627282930313233

NEW CONCRETE SHOTCRETE

SHEAR WALLS

SK-H1

TYP-

SK-H6 TYPTYP

25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"

23456789

NEW CONCRETE SHOTCRETE

SHEAR WALL

SK-H1 -

SK-H1

SK-H6

TYP

TYP TYP

25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"

BUILDING 225

P-H2

07/23/18

EAST ANNEX - FOUNDATION PLANS

SCALE:P-H2 1" = 20'-0"

1 EAST ANNEX - NORTH FOUNDATION PLAN - AREA H

SCALE:P-H2 1" = 20'-0"

2 EAST ANNEX - SOUTH FOUNDATION PLAN - AREA H

WORK AREA H

KEYPLAN

E F

242526272829303132

SK-H2

SK-H6

NEW CONCRETE

SHOTCRETE SHEAR WALL

SK-H2

TYP

TYPTYP

SK-H4

TYP

NEW CONCRETE

SHOTCRETE SHEAR

WALL

1' - 3" 25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"

12345678910

SK-H2

SK-H2 -

SK-H6

TYP

TYP TYP

SK-H4

TYP

NEW CONCRETE SHOTCRETE

WALLS

25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0"25' - 0" 1' - 3"

BUILDING 225

P-H3

07/23/18

2ND LEVEL FRAMING PLAN - NORTH & SOUTH EAST ANNEX

SCALE:P-H3 1" = 20'-0"

1 2ND LEVEL FRAMING PLAN - NORTH EAST ANNEX - AREA H

SCALE:P-H3 1" = 20'-0"

2 2ND LEVEL FRAMING PLAN - SOUTH EAST ANNEX - AREA H

WORK AREA H

KEYPLAN

E F

24 25 26 27 28 29 30 31 32

SK-H7

SK-H3

TYP TYP

NEW CONCRETE SHOTCRETE

WALLS

SK-H4

TYPTYP

SK-H5

NEW CONCRETE

SHOTCRETE

SHEAR WALL

1' - 3"

25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0"

1 2 3 4 5 6 7 8 9 10

SK-H5

SK-H7

SK-H3SK-H4

NEW CONCRETE SHOTCRETE

WALLS

TYP

TYPTYP

NEW CONCRETE

SHOTCRETE

SHEAR WALL

25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 1' - 3"

BUILDING 225

P-H4

07/23/18

ROOF & 3ND LEVEL FRAMING PLAN - NORTH & SOUTH EAST ANNEX

SCALE:P-H4 1" = 20'-0"

1 ROOF/3RD LEVEL FRAMING PLAN - NORTH EAST ANNEX - AREA H

SCALE:P-H4 1" = 20'-0"

2 ROOF/3RD LEVEL FRAMING PLAN - SOUTH EAST ANNEX - AREA H

WORK AREA H

KEYPLAN

E F

SK-H5

NEW CONCRETE SHOTCRETE

WALLS

TYP

SK-H7

ROOF BELOW

TYP

25' - 0" 1' - 3"

242526

SK-H5

TYP

NEW CONCRETE

SHOTCRETE WALLS

ROOF BELOW

SK-H7

TYP

1' - 3" 25' - 0"

BUILDING 225

P-H5

07/23/18

ROOF FRAMING PLAN - NORTH & SOUTH EAST ANNEX

SCALE:P-H5 1" = 20'-0"

2 ROOF FRAMING PLAN - SOUTH EAST ANNEX - AREA H

SCALE:P-H5 1" = 20'-0"

1 ROOF FRAMING PLAN - NORTH EAST ANNEX - AREA H

N N

WORK AREA H

SK-F1

EXISTING MASONRY

WALL

EXIST GRADE

EXISTING CONCRETE

FOOTING

HELICAL PIER CENTERED

BELOW SHOTCRETE WALL

REMOVE PORTION OF

EXIST FTNG AS REQ'D

TO INSTALL HELICAL

PIER

NEW CONC FDTN WALL

BELOW SHOTCRETE

SHOTCRETE WALL

DOWELED INTO

EXISTING WALL

NEW REINF CONC SLAB

ON GRADE

EXISTING CONCRETE

SLAB ON GRADE

DEFORMED BAR ANCHOR

WELDED TO STEEL ANGLE &

DEVELOPED INTO

SHOTCRETE WALL

NEW STEEL ANGLE

2" TO 4" BASED ON

SHOTCRETE WALL

THICKNESS

EXISTING CONCRETE

FOUNDATION WALL

BUILDING 225

NEW SHOTCRETE WALL AT FOOTING

SK-H1

07/23/18

NO SCALESK-H1

- NEW SHOTCRETE WALL AT FOOTING

SK-F2

EXIST MASONRY WALL SHOTCRETE WALL

DOWELED INTO EXIST

WALL

EXIST CONC

SUSPENED SLAB

EXIST STEEL BEAM

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

HEADED STUD ANCHOR

CORE DRILL EXIST

SLAB , INSTALL DOWELS

& GROUT SOLID

BUILDING 225

NEW SHOTCRETE WALL AT FLOOR

SK-H2

07/23/18

NO SCALESK-H2

- NEW SHOTCRETE WALL AT FLOOR

PARAPET

WALL

EXIST CONC

SUSPENED SLAB

EXIST

STEEL

BEAM

WALL BRACE

EXIST

MASONRY

WALL

NEW STEEL ANGLE

EXIST STEEL BEAM

BUILDING 225

PARAPET REINFORCING DETAIL

SK-H3

07/23/18

NO SCALESK-H3

- PARAPET REINFORCING

SK-F4

TYP

3-SIDES

EXIST STEEL BEAM

EXIST CLIP ANGLE

RIVETED CONNECTION

EXIST STEEL COLUMN

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

NEW COLLECTOR CONNECTION @ PERIMETER FRAMING

SK-H4

07/23/18

NO SCALESK-H4

2-STORY PORTION TYPICAL PERIMETER FRAME

COLLECTOR CONNECTION - PLAN VIEW

SK-F5

EXIST MASONRY BRICK

WALL

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

EXIST CONC

SUSPENED SLAB

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

THREADED ROD WITH

BEARING PLATE AND

NUT

CORE DRILL EXIST

SLAB , INSTALL DOWELS

& GROUT SOLID

NEW STEEL PLATE @

4'-0" O.C. ANCHORED TO

EXIST SLAB

REMOVE INTERIOR

WYTHE OF BRICK

WELD ROD TO PLATE

BUILDING 225

NEW SHOTCRETE WALL AT 3-STORY FLOORS

SK-H5

07/23/18

NO SCALESK-H5

- NEW SHOTCRETE WALL AT 3-STORY FLOORS

NEW STEEL ANGLE

EXIST CONC SLAB

EXIST CONC

FOUNDATION

EXIST MASONRY BRICK

WALL

EXIST CONC

SUSPENED SLAB

EXIST STEEL BEAM

NEW STEEL PLATES

WELDED TO BEAM

LIGHT GAUGE METAL

STUD STRONG BACK

WALL ANCHORED TO

URM

TYP

EXIST MASONRY

BRICK WALL

NOTE: REMOVE ALL

EXISTING LEAD-BASED

PAINT WITHIN 6" OF

ANY NEW WELD

BUILDING 225

TYPICAL URM WALL ANCHORAGE

SK-H6

07/23/18

NO SCALESK-H6

- SK-F6

PARAPET

WALL

EXIST CONC

SUSPENED SLAB

SHOTCRETE WALL

DOWELED INTO EXIST

WALL

WALL BRACE

STEEL PLATE

DEFORMED BAR ANCHOR

WELDED TO STEEL PLATE &

DEVELOPED INTO

SHOTCRETE WALL

EXIST

MASONRY

WALL

NEW STEEL ANGLE

THREADED

ROD WITH

BEARING

PLATE AND

NUT

BUILDING 225

NEW SHOTCRETE WALL AT ROOF WITH PARAPET BRACE

SK-H7

07/23/18

NO SCALESK-H7

- NEW SHOTCRETE WALL AT ROOF WITH PARAPET BRACE

SK-FC1

EXISTING MASONRY WALL

EXISTING STEEL DECK

EXISTING STEEL JOIST

'A'

SECTION 'A'

ROUND BAR

REINFORCING

ROD EACH SIDE

NOTE:

FOR THE BUILDING TO THE

NORTH OF THE EXPANSION

JOINT ALONG GRID 9, THIS

DETAIL APPLIES TO EVERY

ROOF JOIST. FOR THE BUILDING

TO THE SOUTH OF THE

EXPANSION JOINT ALONG GRID

9, THIS DETAIL APPLIES TO

EVERY OTHER ROOF JOIST.

REMOVE AND REPLACE

FACE BRICK AS

NECESSARY

2 STEEL RODS (EACH

SIDE OF JOIST)

ANCHORED WITH A

STEEL PLATE AND

NUTS. WELD RODS TO

TOP CHROD OF JOIST

BUILDING 225

WALL ANCHORAGE UPGRADE DETAIL

SK-HC1

07/23/18

NO SCALESK-HC1

- JOIST TOP CHORD REINFORCING

SK-FC2

EXISTING STEEL COLUMN

WHERE APPLIES

EXISTING STEEL DECK

SECTION 'A'

ROUND BAR

REINFORCING

ROD EACH SIDE

EXISTING STEEL JOIST

NOTE:

FOR THE BUILDING TO THE

NORTH OF THE EXPANSION

JOINT ALONG GRID 9, THIS

DETAIL APPLIES TO EVERY

ROOF JOIST. FOR THE BUILDING

TO THE SOUTH OF THE

EXPANSION JOINT ALONG GRID

9, THIS DETAIL APPLIES TO

EVERY OTHER ROOF JOIST.

'A'

STEEL ROUND BAR

CENTERED ON JOINT

AND WELDED TO EACH

SIDE OF JOIST

EXISTING STEEL

JOIST GIRDER

BUILDING 225

CROSS TIE UPGRADE DETAIL

SK-HC2

07/23/18

NO SCALESK-HC2

- JOIST TOP CHORD REINFORCING

ASCE 41 Tier 2 Seismic Evaluation Building 225

Hill Air Force Base, Utah

100% Report

675 East 500 South, Suite 400 – Salt Lake City, Utah 84102 – 801.486.3883 – www.reaveley.com

Photo A1 – Typical Slender Brace and Connection in the Barrel Roof Hangars

Photo A2 – Deficient Connection of the Main North-South Braces in the Barrel Roof Hangars

Photo C1 – Building adjacent to Sawtooth Workshop

Photo C2 – Slender Braces in Braced Frames Running North-South in Sawtooth Workshops

Photo C3 – Deficient Connections Typical in Braced Frames of Sawtooth Workshops

Photo G1 – Expansion Joint Between Adjacent Buildings

Photo G2 – Expansion Joint Between Adjacent Buildings

Photo G3 –Deficient Out-of-Plane Connections Typical between Joists and Perimeter Wall

Photo G4 – Deficient Diaphragm Opening Adjacent to Exterior Wall Typical in End Stair Wells

Photo H1 – Expansion Joint in North-South Direction of East Annex

Photo H2 – Expansion joint in North-South Direction Between South building and Center Building of

East Annex

Photo H3 – Exterior Unreinforced Masonry Brick Walls in East Annex

Photo H4 – Exterior Unreinforced Masonry Offset from Steel Frame in East Annex

Photo H5 – Exterior Unreinforced Masonry Offset from Steel Frame in East Annex - Section

Photo H6 – Diaphragm to Unreinforced Masonry Connection in East Annex

Photo H7 – Ureinforced Masonry Wall Thicnkess in East Annex

Photo H8 – Diaphragm to Unreinforced Masonry Connection in East Annex - Section

Photo H9 – Unreinforced Masonry Wall Anchorage to Diaphragms in East Annex

Photo Hc1 – East-center Annex Expansion Joint - Plan

Photo Hc2 – East-center Annex Expansion Joint - Plan

Photo Hc3 – East-center Annex Expansion Joint - Detail

Photo Hc4 – Gridline C Joist to Joist Detail of East-center Annex – Missing Cross Tie

Appendix Omitted bnielson bnielson Text Box

HAFB BUILDING 225 - BARREL ROOF HANGAR

bnielson Text Box Building 225 - Barrel Roof Hangar - Repeats Four Times March 29, 2018 bnielson Text Box Hill Air Force Base, Utah bnielson Text Box

41.114969 -111.975574 BGN

bnielson Text Box 1941 Unknown bnielson Text Box 55,000 Each 275 ft 200 ft bnielson Text Box 1 90 ft (to crown) 90 ft bnielson Text Box x defense bnielson Text Box Three-hinge arch truss with purlins bnielson Text Box Steel girts and metal panel minimal bnielson Text Box Steel girts and metal panel minimal bnielson Text Box Steel purlins and metal panel bnielson Text Box N/A bnielson Text Box N/A bnielson Text Box N/A bnielson Text Box Steel (within truss arch) Shallow foundation bnielson Text Box Fair bnielson Text Box The three-hinge arch does not directly fit into ASCE 41 classification. Using braced frames. (S2a) bnielson Text Box Concentrically Braced Frame Three-hinge trussed arch bnielson Text Box Double Angle braces Three-hinge Arch bnielson Text Box Steel Angle Braces Steel Angle Braces bnielson Text Box Riveted with steel gussets bnielson Text Box Steel braced frame with flexible diaphragms (S2a) bnielson Text Box x bnielson Text Box x bnielson Text Box x bnielson Text Box S2a bnielson Text Box Tier 2 Evaluation bnielson Text Box

0.925 g 0.489 g bnielson Text Box D 1.00 1.516 bnielson Text Box 2E bnielson Text Box

0.989 g 0.517 g bnielson Text Box High Life Safety bnielson Text Box

0.81 sec (longitudinal); 0.88 sec (transverse) bnielson Text Box

0.637 g (longitudinal); 0.586 g (transverse) bnielson Text Box

1.2 2118 kip bnielson

1618 kip (longitudinal); 1490 kip (transverse)

Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Text Box (0.015)*(44 ft) = 7.92 in. (7" provided in N-S, 0" in E-W) bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Text Box (200ft)/(90ft) = 2.22 > 0.6(0.64) = 0.38 bnielson Ellipse bnielson Ellipse bnielson

Ties are provided in both directions but adequacy is unknown.

bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Ellipse bnielson Text Box To be answered in the Tier 2 evaluation bnielson Text Box To be answered in the Tier 2 evaluation bnielson Text Box To be answered in the Tier 2 evaluation bnielson Text Box To be answered in the Tier 2 evaluation bnielson Text Box To be answered in the Tier 2 evaluation bnielson

Columns in the traditional sense don't exist in this building.

HAFB BUILDING 225 - East and West Sawtooth

Building 225 - East and West Sawtooth April 13, 2018

Hill Air Force Base, Utah

41.114969 -111.975574 FK & PD

1941 Unknown

216,000 591 ft 365 ft

1 50 ft on East, 35 on West 50 ft x defense

Steel truss girders and steel purlins supported on steel wide flange columns

Masonry infill minimal

N/A

Steel purlins and metal panel

N/A

Steel Wide Flange Shallow foundation

Fair

East and west sawtooth are considered one building for lateral analysis. classif. braced frames. (S2a)

Concentrically steel Braced Frame Steel Truss Moment Frame

New Steel Roof B deck New Steel Roof B deck

Riveted with steel gussets

Steel braced frame with flexible diaphragms (S2a) x x x

S2a

Tier 2 Evaluation

0.925 g 0.489 g

D 1.00 1.516 2E 0.989 g 0.517 g

High Life Safety

0.59 sec (N-S); 1.9 sec (E-W)

0.87 g (N-S); 0.26 g (E-W)

1.2 5761 kip

6023 kip (N-S); 1800 kip (E-W)

(East-West)

(North-South)

(East-West) (North-South)

Concentrically steel Braced Frame Steel Truss Moment Frame

(0.015)*(50 ft) = 9 in, (0.015)*(34.3 ft) = 6.2 in.

0.38 east west compliant

To be answered in the Tier 2 evaluation

Table 17-2. Collapse Prevention Basic Configuration Checklist

Status Evaluation Statement Tier 2

Reference Commentary Reference

Low Seismicity Building System—General C NC N/A U LOAD PATH: The structure contains a complete, well-defined load path, including structural elements and connections, that serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation.

5.4.1.1 A.2.1.1

C NC N/A U ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than 0.25% of the height of the shorter building in low seismicity, 0.5% in moderate seismicity, and 1.5% in high seismicity.

5.4.1.2 A.2.1.2

C NC N/A U MEZZANINES: Interior mezzanine levels are braced independently from the main structure or are anchored to the seismic-force-resisting elements of the main structure.

5.4.1.3 A.2.1.3

Building System—Building Configuration C NC N/A U WEAK STORY: The sum of the shear strengths of the seismic-force-resisting system in any story in each direction is not less than 80% of the strength in the adjacent story above.

5.4.2.1 A.2.2.2

C NC N/A U SOFT STORY: The stiffness of the seismic-force-resisting system in any story is not less than 70% of the seismic-force-resisting system stiffness in an adjacent story above or less than 80% of the average seismic-force-resisting system stiffness of the three stories above.

5.4.2.2 A.2.2.3

C NC N/A U VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.

5.4.2.3 A.2.2.4

C NC N/A U GEOMETRY: There are no changes in the net horizontal dimension of the seismic-force-resisting system of more than 30% in a story relative to adjacent stories, excluding one-story penthouses and mezzanines.

5.4.2.4 A.2.2.5

C NC N/A U MASS: There is no change in effective mass of more than 50% from one story to the next. Light roofs, penthouses, and mezzanines need not be considered.

5.4.2.5 A.2.2.6

C NC N/A U TORSION: The estimated distance between the story center of mass and the story center of rigidity is less than 20% of the building width in either plan dimension.

5.4.2.6 A.2.2.7

Moderate Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity) Geologic Site Hazards C NC N/A U LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance do not exist in the foundation soils at depths within 50 ft (15.2 m) under the building.

5.4.3.1 A.6.1.1

C NC N/A U SLOPE FAILURE: The building site is located away from potential earthquake-induced slope failures or rockfalls so that it is unaffected by such failures or is capable of accommodating any predicted movements without failure.

5.4.3.1 A.6.1.2

C NC N/A U SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.

5.4.3.1 A.6.1.3

High Seismicity (Complete the Following Items in Addition to the Items for Moderate Seismicity) Foundation Configuration C NC N/A U OVERTURNING: The ratio of the least horizontal dimension of the seismic-force-resisting system at the foundation level to the building height (base/height) is greater than 0.6Sa.

5.4.3.3 A.6.2.1

C NC N/A U TIES BETWEEN FOUNDATION ELEMENTS: The foundation has ties adequate to resist seismic forces where footings, piles, and piers are not restrained by beams, slabs, or soils classified as Site Class A, B, or C.

5.4.3.4 A.6.2.2

Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.

Table 17-34. Collapse Prevention Structural Checklist for Building Types RM1 and RM2

Status Evaluation Statement Tier 2

Reference Commentary Reference

Low and Moderate Seismicity Seismic-Force-Resisting System C NC N/A U REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.

5.5.1.1 A.3.2.1.1

C NC N/A U SHEAR STRESS CHECK: The shear stress in the reinforced masonry shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than 70 lb/in.2 (0.48 MPa).

5.5.3.1.1 A.3.2.4.1

C NC N/A U REINFORCING STEEL: The total vertical and horizontal reinforcing steel ratio in reinforced masonry walls is greater than 0.002 of the wall with the minimum of

0.0007 in either of the two directions; the spacing of reinforcing steel is less than 48 in. (1220 mm), and all vertical bars extend to the top of the walls.

5.5.3.1.3 A.3.2.4.2

Stiff Diaphragms C NC N/A U TOPPING SLAB: Precast concrete diaphragm elements are interconnected by a continuous reinforced concrete topping slab.

5.6.4 A.4.5.1

Connections C NC N/A U WALL ANCHORAGE: Exterior concrete or masonry walls that are dependent on the diaphragm for lateral support are anchored for out-of-plane forces at each diaphragm level with steel anchors, reinforcing dowels, or straps that are developed into the diaphragm. Connections have strength to resist the connection force calculated in the Quick Check procedure of Section 4.4.3.7.

5.7.1.1 A.5.1.1

C NC N/A U WOOD LEDGERS: The connection between the wall panels and the diaphragm does not induce cross-grain bending or tension in the wood ledgers.

5.7.1.3 A.5.1.2

C NC N/A U TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls.

5.7.2 A.5.2.1

C NC N/A U TOPPING SLAB TO WALLS OR FRAMES: Reinforced concrete topping slabs that interconnect the precast concrete diaphragm elements are doweled for transfer of forces into the shear wall or frame elements.

5.7.2 A.5.2.3

C NC N/A U FOUNDATION DOWELS: Wall reinforcement is doweled into the foundation. 5.7.3.4 A.5.3.5 C NC N/A U GIRDER–COLUMN CONNECTION: There is a positive connection using plates, connection hardware, or straps between the girder and the column support.

5.7.4.1 A.5.4.1

High Seismicity (Complete the Following Items in Addition to the Items for Low and Moderate Seismicity) Stiff Diaphragms C NC N/A U OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length.

5.6.1.3 A.4.1.4

C NC N/A U OPENINGS AT EXTERIOR MASONRY SHEAR WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 8 ft (2.4 m) long.

5.6.1.3 A.4.1.6

Flexible Diaphragms C NC N/A U CROSS TIES: There are continuous cross ties between diaphragm chords. 5.6.1.2 A.4.1.2 C NC N/A U OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length.

5.6.1.3 A.4.1.4

C NC N/A U OPENINGS AT EXTERIOR MASONRY SHEAR WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 8 ft (2.4 m) long.

5.6.1.3 A.4.1.6

C NC N/A U STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.

5.6.2 A.4.2.1

C NC N/A U SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing.

5.6.2 A.4.2.2

C NC N/A U DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1.

5.6.2 A.4.2.3

C NC N/A U OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

5.6.5 A.4.7.1

Connections C NC N/A U STIFFNESS OF WALL ANCHORS: Anchors of concrete or masonry walls to wood structural elements are installed taut and are stiff enough to limit the relative movement between the wall and the diaphragm to no greater than 1/8

in. (3 mm) before engagement of the anchors.

5.7.1.2 A.5.1.4

Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.

Stair Tower Tier 1 Checklists bnielson Text Box

HAFB BUILDING 225 - EAST ANNEX - CENTER

bnielson Text Box Building 225 - East Annex Center Portions March 29, 2018 bnielson Text Box Hill Air Force Base, Utah bnielson Text Box

41.114969 -111.975574 JBM

bnielson Text Box 1940 Unknown bnielson Text Box 52,600 340 ft 105 ft bnielson Text Box 1 & 2 20ft (1 Story) 35.5 ft (Roof) bnielson Text Box x Defense bnielson Text Box Metal deck roof w/ Open web steel joists. One-way concrete pan joist floor.

bnielson Text Box Reinforced masonry bearing walls Yes bnielson Text Box Reinforced masonry bearing walls Yes bnielson Text Box Built-up Ply membrane bnielson Text Box One-way concrete pan joist floor bnielson Text Box Concrete slab on grade bnielson Text Box N/A bnielson Text Box Steel square tube Shallow foundation bnielson Text Box Fair bnielson Text Box There is a steel braced frame in the N-S direction on the West side of the Center Bldg.

bnielson Text Box Reinforced Masonry Shear Wall + Stl Brcd Frm Reinforced Masonry Shear Wall bnielson Text Box Brick Masonry walls 8 to 12" thick Steel Square Tube Columns bnielson Text Box Bare Metal deck @ roof Reinforced Concrete at Floor bnielson Text Box Bearing and embeds into masonry, rebar dowels from concrete into masonry walls bnielson Text Box Reinforced Masonry Bearing Walls with Flexible Diaphragms (RM1) Reinforced Masonry Bearing Walls with Stiff Diaphragms (RM2) bnielson Text Box x bnielson Text Box x bnielson Text Box x bnielson Text Box

RM1/RM2

bnielson Text Box Tier 2 Evaluation bnielson Text Box

0.925 g 0.489 g bnielson Text Box D 1.00 1.516 bnielson Text Box 2E bnielson Text Box

0.989 g 0.517 g bnielson Text Box High Life Safety bnielson Text Box

0.291 sec bnielson Text Box

0.989 g (longitudinal) bnielson Text Box

1.0 North Half 992 kip North Half

1.2 at South Half 4088 kip South Half bnielson

981 kip (North); 4852 kip (South)

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HAFB BUILDING 225 - EAST ANNEX - NORTH & SOUTH

bnielson Text Box Building 225 - East Annex North & South Portions March 29, 2018 bnielson Text Box Hill Air Force Base, Utah bnielson Text Box

41.114969 -111.975574 JBM

bnielson Text Box 1940 Unknown bnielson Text Box 6,000 Each 200 ft 24 ft bnielson Text Box 2 & 3 12.5ft (2 Story) 14ft (3 Story) 26 ft (2 Story) 41 ft (3 Story) bnielson Text Box x Defense bnielson Text Box Unreinforced masonry bearing walls, reinforced concrete roof & floors on steel beams bnielson Text Box Unreinforced masonry bearing walls Yes bnielson Text Box Unreinforced masonry bearing walls Many on east walls bnielson Text Box Asphaltic membrane over reinforced concrete over insulated panels bnielson Text Box Reinforced Concrete spanning over steel wide flange beams bnielson Text Box Concrete slab on grade bnielson Text Box N/A bnielson Text Box Steel wide flange Shallow foundation bnielson Text Box Fair bnielson Text Box 2 Lateral Systems, Masonry Shear Wall in N-S direction, Steel Moment Frame in E-W direction bnielson Text Box Unreinforced Masonry Shear Wall Steel Moment Frame bnielson Text Box Brick Masonry walls 12.5" thick (3 wythes) Steel Wide Flange Columns bnielson Text Box Reinforced Concrete Reinforced Concrete bnielson Text Box Bearing/embedment into masonry Riveted with bent plate connectors bnielson Text Box Steel frame with masonry infill shear walls - Stiff Diaphragms (S5) bnielson Text Box x bnielson Text Box x bnielson Text Box x bnielson Text Box

S5/URM

bnielson Text Box Tier 2 Evaluation bnielson Text Box

0.925 g 0.489 g bnielson Text Box D 1.00 1.516 bnielson Text Box 2E bnielson Text Box

0.989 g 0.517 g bnielson Text Box High Life Safety bnielson Text Box

0.237 sec (longitudinal); 0.489 sec (transverse) bnielson Text Box

0.989 g (longitudinal); 0.989 g (transverse) bnielson Text Box

1.1 2045 kip bnielson

1475 kip (longitudinal); 1475 kip (transverse)

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CALCULATIONS: WORK AREAS A, B, G, H: BARREL ROOF

• Seismic Evaluation Criteria 1-5

• Gravity Loads 6-9

• Load Cases – SAP2000 Report 10-16

• Frame Member Seismic Performance Summaries 17-78

• Retrofitted Vertical Brace Design Summary 79-80

• Diaphragm – Re-roof – Performance 81-82

• Connection Evaluation Summary 83-104

• Foundation Evaluation Summary 105-110

Project: Hill Airforce Base - Building 225 - Barrel Roof Buildings

Date: March 21, 2018 By: BGN

ASCE 41-17 Seismic Design Criteria - Tiers 1 & 2:

Section 2.2 - Performance Objectives: Basic Performance Objective for Risk Category III Structure

Structural Performance Objectives

Target Building Performance Level:

Damage Control, BSE-1E

Limited Safety, BSE-2E

Seismic Hazard Level:

20% in 50 years

5% in 50 years

See Table 2-1 of ASCE 41

Note that in footnote (a) of Table 2-2, the BSE-1E is not explicity evaluated for Tier 1 and Tier 2 Analyses.

Also look at conditions of footnote (c).

Nonstructural Performance Objectives

Target Performance Level:

Position Retention, BSE-1E, (2-B)

Hazards Reduced, BSE-2E, (4-D)

Seismic Hazard Level:

20% in 50 years

5% in 50 years (See Section 17.19)

Section 2.4 - Seismic Hazard:

Site Location: ≔Latitude 41.114969

≔Longitude −111.975574

Soil Class: D, (Taken from previous studies done at HAFB)

BSE-1E (20%/50yr):

≔SXS_1E 0.436 g

≔SX1_1E 0.223 g

BSE-2E (5%/50yr):

≔SXS_2E 0.989 g

≔SX1_2E 0.517 g

MCE as Computed in ASCE 7-10 Chapter 11: (Used to classify seismicity level as per Section 2.5)

Designate as HIGH level of Seismicity as per Table 2-4 since SDS > 0.5 g.

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SEISMIC EVALUATION CRITERIA

Section 2.4.1 - General Response Spectrum:

≔β 0.05 Assumed damping level - See section 2.4.1

≔B1 =――――――

(( −5.6 ln (( ⋅100 β))))

1.0024 Eqn. 2-3

To generate the spectrum follow the guidlines of Section 11.4.5 of ASCE 7-10

≔SDS_2E =―――

SXS_2E

0.987 ≔SD1_2E =―――

SX1_2E

0.516 See section 2.4.1.7.1

≔T0_2E =⋅0.2 ―――

SD1_2E

SDS_2E

0.105 s ≔TS_2E =―――

SD1_2E

SDS_2E

0.523 s ≔TL 8

Copy these values into the analysis software.

≔T2E =

T0_2E

TS_2E

T4_2E

T5_2E

1.5

0.105 0.523 0.682 0.841 1.5

≔R2E =

⋅0.4 SXS_2E

SDS_2E

SD1_2E

T4_2E

SD1_2E

T5_2E

SD1_2E

1.5

SD1_2E

0.396 0.987 0.987 0.756 0.613 0.516 0.344 0.258

0.405

0.48

0.555

0.63

0.705

0.78

0.855

0.93

0.255

0.33

1.005

0.4 0.6 0.8 1 1.2 1.4 1.6 1.80 0.2 2

T2E

R2E

BSE-2E Response Spectrum

Section 7.4.1.2 - Period Determination for Linear Static Procedure (LSP):

≔hn 90 ft Building Height

≔Ct 0.02 See Section 7.4.1.2.2. - For "all other framing systems"

≔b 0.75 See Section 7.4.1.2.2. - For "all other framing systems"

≔T =⋅Ct hn ft b

0.584 s, see Eqn. 7-18, Approximate Period provided just for reference. Actual periods taken from the FE model are used.

≔TNS 0.82 s, Period in the North-South direction taken from SAP2000

≔TEW 1.12 s, Period in the East-West diretion taken from SAP2000

≔a 60 For site class D, see Eqn 7-22

≔Wdead 1082 kip Total building dead load taken from SAP2000

≔Wsuperdead 2733 kip Total buildig super dead load taken from SAP2000

≔Wsnow =⋅⋅1575 kip 0.2 ―

28.636 kip Snow load taken from SAP2000. Adjusted to only account for 20% of the load that is over and above the 30 psf

≔W =++Wdead Wsuperdead Wsnow 3843.636 kip Effective seismic weight of building

≔Cm 1.0 Effective mass factor. See Table 7-4 for selecting appropriate value

Section 7.4.1.3 - Determination of Pseudo Seismic Forces for Linear Static Procedure (LSP) - BSE-2E:

=Sa_2E_NS 0.629 g Spectral acceleration for the North-South period.

=Sa_2E_EW 0.461 g Spectral acceleration for the East-West period.

The provisions for the steel braced frame are used for the evaluation of the barrel roof structure. The largest m-factors, as taken from Table 9.6 is 12. Thus, we can use the approximate C1C2 values of Table 7-3 accordingly.

≔C1 1.2 Value taken from Table 7-3 for C1C2 for mmax > 6 and T > 0.3

≔C2 1.0 Value set to 1.0 so when C1 and C2 are multiplied they equal the value specified in Table 7-3.

Pseudo Seismic Force:

≔V2E_NS =⋅⋅⋅⋅C1 C2 Cm Sa_2E_NS W 2901.178 kip BSE-2E Pseudo seismic base shear in the North-South direction.

≔V2E_EW =⋅⋅⋅⋅C1 C2 Cm Sa_2E_EW W 2124.076 kip BSE-2E Pseudo seismic base shear in the East-West direction.

Distribute these forces over 126 nodes in SAP2000

≔vNS =―――

V2E_NS

23.025 kip Apply these forces into SAP2000 in the North-South (i.e. X) Direction

≔vEW =―――

V2E_EW

16.858 kip Apply these forces into SAP2000 in the East-West (i.e. Y) Direction

Response Spectrum Adjustments - Section 7.4.2.3.1

≔g 384.6 ― in s

Gravitational constant

≔A =⋅⋅C1 C2 g 461.52 ― in s

Scale factor for response spectrum analysis for input into SAP2000

Diaphragm Classification - Section 7.2.9.1

Diaphragms are classified as flexible when the maximum diaphragm is more than twice the deflection of the vertical lateral force resisting system.

Node 353 represents the center of the "diaphragm" in the X-direction.

The nodes 151, 638, 3, 605 represent the vertical lateral force resisting system.

The following are the displacements due to the application of the pseudo seismic force as computed by SAP2000. The X-direction corresponds to the North-South direction and the Y-direction corresponds to the East-West direction.

≔∆avg =――――――― +2.319 in 2.273 in

2.296 in

≔∆diaphragm 2.95 in

Greater than 2 so classified as flexible.≔ratio =――――

∆diaphragm

∆avg

1.285

Tier 1 - Relevant Supporting Calculations

Adjacent Building Check - Table 17-2

The clear distance between the two buildings is indicated as 2 inches on the structural plans.

≔∆required =⋅0.015 ((44 ft)) 7.92 in Required 1.5% of building height in high seismicity region. Adjacent buildings are at the 44 ft height

≔∆actual_NS 7 in Taken from the 1941 structural drawings. 15" from centerline of 14" column to face of adjacent building. see elevation J2 on sheet 18.

≔DCR =――――

∆required

∆actual_NS

1.131 Insufficient

Overturning Check - Table 17-2

Overturning is not compliant if the least horizontal dimension of the seismic-force resisting system at the foundation level over the building height is less than than 0.6Sa. The seismic-force resisting system extends over the full widht and length of the building.

≔LEW 275 ft building dimension in East-West direction

≔LNS 200 ft building dimension in North-South direction

=hn 90 ft building height at crown

=⋅0.6 Sa_2E_NS 0.377 min ⎛⎝ ,LEW LNS hn

2.222 NO OVERTURNING ISSUE EXISTS.

THE RATIO IS GREATER THAN 1.0.=――――――

min ⎛⎝ ,LEW LNS hn

⋅0.6 Sa_2E_NS 5.888

Column Axial Stress Check - Table 17-10

The axial stress caused by gravity loads in columns subjected to overturning forces should be less than 0.10 Fy

≔Fy 33 ksi Yield stress for the main vertical members in the three-hinge arch.

SAP2000 provides stress checks for the gravity load combination case see equation ⋅1.1 ⎛⎝ ++QDead QSuperdead QSnow

7-1

≔Fcol 11.6 ksi The stress computed in member 699

≔DCR =―――

Fcol

⋅0.1 Fy

3.515 DOES NOT CONFORM

Brace Axial Stress Check - North-South - Table 17-10

The axial stress in the diagonals , calculated using the Quick Check procedure of Section 4.4.3.4 is less than 0.50 Fy

≔Fy 33 ksi Yield stress for diagonal braces.

≔Vj =V2E_NS 2901.178 kip Psuedo base shear in North-South direction

≔Ms_cp 3.5 Factor for tension-only braces - collapse prevention - Table 4-9

≔Ms_ls 2.5 Factor for tension-only braces - life safety - Table 4-9

≔Ms =――――― +Ms_cp Ms_ls

3 Factor for tension-only braces. Average as per footnote C of Table 2-2)

≔s 25 ft Average span length of braced spans (ft). Spacing between three-hinge trusses.

≔Lbr = s

((14.67 ft))

19.273 ft Average length of the braces (ft). See section cut M-M on sheet 18. Note that this represents the unbraced length.

≔Nbr 4 Number of braces in tension. Two along each frame line.

≔Abr 5.36 in 2 Average area of braces. 2L - 4x3-1/2x3/8 , See section cut M-M on sheet 18.

≔favg =⋅⋅――

⋅s Nbr

Lbr

Abr

34.773 ksi See equation 4-9

≔DCR =―――

favg

⋅0.5 Fy

2.107 DOES NOT CONFORM

Tier 2 - Relevant Supporting Calculations

Force-controlled Action Calculations - Section 7.5.2.1.2 - Used For Connection Checks

≔χ =――― +1.0 1.3

1.15 Factor for adjusting action cause by response for selected structural performance. Take the average between Collapse prevention and Life Safety. (see page 79 of ASCE 41)

≔J 2.0 Force delivery reduction factor for high seismicity levels

≔C =―――― χ

⋅⋅C1 C2 J

0.479 Effective factor to be used in Force-controlled load combinations. Refer to Equation

7-35

For reference, the basic load combination equation for computing the load demand is given as QUF +QG CQE

GRAVITY LOADS

Calculation Sheet #________

SNOW LOADING

ASCE 7 - Chapter 7

Project Name HAFB Barrel Roof Engineer BGN

Location Barrel Roof of Building 225 Date Apr-18

General Input Information

Risk Category: III - Substantial Risk to Human Life - Table 1.5-1 County: Davis

Roof Exposure: Fully Exposed --- Table 7-2 Elevation: 4784 ft

Terrain Category (26.7): Terrain Category C --- Section 26.7

Thermal Properties: All Other Structures --- Table 7-3

Load Type: Utah Snow Load Study

N/A:

General Output Information

Ground Snow Load (pg) 47 psf Snow Load Study Load Type: Roof Step

Exposure Factor (Ce ) 0.90 Table 7-2

Thermal Factor (Ct ) 1.00 Table 7-3

Importance Factor (Is ) 1.10 Table 1.5-2

Flat Roof Snow Load (pf) 32.3 Equation 7.3-1

Snow Density (γ) 20.1 pcf Equation 7-4

Author: Your Name Here

Software Version: 1.10

Barrel Roof Structure - v8.sdb SAP2000 v19.2.1 - License #2010*1JC99JMWJNGH2NX 27 April 2018

RE+A Page 1 of 7

SAP2000 – LOAD CASE INFORMATION

1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity.

XY X

Y Z

Figure 1: Finite element model

2. Material properties This section provides material property information for materials used in the model.

Table 1: Material Properties 02 - Basic Mechanical Properties

Material UnitWeight UnitMass E1 G12 U12 A1

Kip/ft3 Kip-s2/ft4 Kip/ft2 Kip/ft2 1/F

4000Psi 1.5000E-01 4.6621E-03 519119.5 216299.79 0.2 5.5000E-06

A416Gr270 4.9000E-01 1.5230E-02 4104000. 6.5000E-06

A615Gr60 4.9000E-01 1.5230E-02 4176000. 6.5000E-06

A992Fy50 4.9000E-01 1.5230E-02 4176000. 1606153.8

0.3 6.5000E-06

Gr 33 4.9000E-01 1.5230E-02 4176000. 1606153.8

0.3 6.5000E-06

RE+A Page 2 of 7

Table 2: Material Properties 03a - Steel Data

Material Fy Fu FinalSlope

Kip/ft2 Kip/ft2

A992Fy50 7200. 9360. -0.1

Gr 33 4752. 8640. -0.1

3. Load patterns This section provides loading information as applied to the model.

3.1. Definitions

Table 3: Load Pattern Definitions

LoadPat DesignType SelfWtMult AutoLoad

DEAD Dead 1.

SUPERDEAD Dead 0.

SNOW Snow 0.

Seismic NS Quake 0. None

Seismic EW Quake 0. None

4. Load cases This section provides load case information.

4.1. Definitions

Table 4: Load Case Definitions, Part 1 of 2

Case Type InitialCond ModalCase BaseCase MassSource DesActOpt

DEAD LinStatic Zero Prog Det

MODAL LinModal Zero Prog Det

SUPERDEAD LinStatic Zero Prog Det

SNOW LinStatic Zero Prog Det

Seismic NS LinStatic Zero Prog Det

Seismic EW LinStatic Zero Prog Det

Resp NS LinRespSpec MODAL1 Prog Det

Resp EW LinRespSpec MODAL1 Prog Det

Resp NS 100+30 LinRespSpec MODAL1 Prog Det

Resp EW 100+30

LinRespSpec MODAL1 Prog Det

1.1(QD + QSD +

0.2QS)-NL

NonStatic Zero MSSSRC1 Prog Det

MODAL1 LinModal 1.1(QD + QSD +

0.2QS)-NL

Prog Det

RE+A Page 3 of 7

4.2. Static case load assignments

Table 5: Case - Static 1 - Load Assignments

Case LoadType LoadName LoadSF

DEAD Load pattern DEAD 1.

SUPERDEAD Load pattern SUPERDEAD 1.

SNOW Load pattern SNOW 1.

Seismic NS Load pattern Seismic NS 1.

Seismic EW Load pattern Seismic EW 1.

1.1(QD + QSD +

0.2QS)-NL

Load pattern DEAD 1.1

1.1(QD + QSD +

0.2QS)-NL

Load pattern SUPERDEAD 1.1

1.1(QD + QSD +

0.2QS)-NL

Load pattern SNOW 0.22

4.3. Response spectrum case load assignments

Table 6: Case - Response Spectrum 1 - General, Part 1 of 2

Case ModalCombo GMCf1 GMCf2 PerRigid DirCombo MotionType DampingType

Cyc/sec Cyc/sec

Resp NS CQC 1.0000E+0

0.0000E+0

SRSS CQC3…

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