Exhibit4_640-14-123P_SCI Refresh_STRUCTUALCALC.pdf

1440 E Missouri Ave

Suite C195

Phoenix, AZ 85014 p.602.888.0336 www.pangolinstr.com

STRUCTURAL CALCULATIONS

VA Palo Alto Building 7 SCI Refresh

Building 7 VA Palo Alto

3801 Miranda Ave, Palo Alto, CA 94304

21-144

Rev 2 - as clouded11/5/2021

PAMELA E.

SINGLETON

STRUCTURAL

S 005889

EXP. 9/30/2023

11/5/2021

Sheet No. _________________

Project No. _________________

Project Name______________________________________________ Date __________________

Subject __________________________________________________ Computed By __________________

VA Palo Alto B7 SCI Refresh

21-144

9/2021

Project Description

The structural scope for this project involves support of new patient lifts in Wing D, Wing F, Wing C, and Wing A of Building 7.

Existing Conditions:

Wings C and D are 2-story (basement and Level 1) cast-in-place concrete structure built in 1960. The floor and roof are constructed of cast-in-place concrete flat slabs spanning to concrete beams and concrete columns and shear walls.

Wing A was constructed at the same time as Wings C and D and is similar, but floors and roof consist of concrete joists in lieu of flat slabs.

Wing F is a 2-story (basement and level 1) steel framed structure built in approximately 1986. The floor is composite concrete over steel deck spanning between wide flange beams and girders, and the roof consists of 3” x 18GA steel deck spanning between wide flange beams (W12 through W18) spaced at 10’-0” o.c. maximum.

Patient Lifts:

Maxi Sky 2 by ARJO, 600lb capacity

EXIT

LITTER

BATHROOM

SCI/D BED

DN

H-B

EXIT

H-B

KEY PLAN NTS NORTH

WING D

WING F

WING E

WING A

BC

A

D

This area between grids 52 and 47 and Z and W is called Wing C on existing drawings. Is it called part of Wing E now

F

E

Note: The area between grids 52 and 47 and Z and W is noted as Wing C on existing drawings (1986 and earlier) but is now referred to as part of wing E. The area was constructed as Wing C with cast-in-place concrete slabs built in 1960. For the purposes of these calculations based on existing structure, we refer to that area as Wing C as we reference existing structural drawings for Wing C.

Project Name______________________________________________ Date __________________

VA Palo Alto SCI Refresh

9/2021

Lift Supports

Scenario 1: Lift at Existing Concrete Slab - Wings C and D

Max Vertical Load for concrete anchorage design:

1.2*50lb + 1.6*750lbs = 1260 lbs tension

Lift rails hang directly from concrete slab

600lb lift capcity, design load = 750lbs Lift Weight = 27 lbs Design Unistrut Support for 800lbs to include 750lb design load + 27 lb lift weight + 23 lbs track weight tributary

*See Hilti Profis Report for Anchor Design

3/8"Ø THREADED ROD

P1001 X 1'-0" LONG AT EACH

HANGER

UNISTRUT P1000

BRACE WITH P1546

AND 1/2" Ø BOLTS

AND CHANNEL

NUTS EACH END.

BRACE IN BOTH

DIRECTIONS

L4X4X1/4 X 8" WITH (2) 1/2"Ø

EXPANSION ANCHORS -

EMBED 3 1/4" AT 5" O.C.

UNISTRUT BRACE

WITH P1546 AND

1/2"Ø EXPANSION

ANCHOR - EMBED

3 1/4"

EXISTING CONCRETE SLAB

L2X2X1/4 X 4" LONG

3/16

NOTE:

1. BRACING OF EACH LIFT RAIL IN (2) DIRECTIONS

EACH END IS REQUIRED

2. LOCATE EXISTING REINFORCING IN SLAB PRIOR

TO INSTALLING ANCHORS AND AVOID

PATIENT LIFT RAIL

BY OTHERS

FINISHED CEILING - SEE

ARCHITECTURAL

DRAWINGS

P1000T ROD STIFFENER 8"

SHORTER THAN ROD WITH

ROD STIFFENER CLIPS AT

12" O.C.

NOT TO SCALES-301

21-144

201 TYPICAL UNISTRUT SUPPORT DETAIL FOR PATIENT LIFT

(Now Wing D and E) www.hilti.com

Hilti PROFIS Engineering 3.1.1

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4)

Item number: not available

Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in.

Material: Carbon Steel

Evaluation Service Report: ESR-1917

Issued I Valid: 1/1/2020 | 5/1/2021

Proof: Design Method ACI 318-14 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 4.000 in. x 8.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))

Note: the Kwik Bolt TZ - CS anchor is in the process of phase-out.

Application also possible with Kwik Bolt TZ2 - CS under the selected boundary conditions.

Application also possible with Kwik Bolt TZ2 - CS 1/2 (3 1/4) under the selected boundary conditions.

More information in section Alternative fastening data of this report.

R - The anchor calculation is based on a rigid anchor plate assumption.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Geometry [in.] & Loading [lb, in.lb]

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 1,300; Vx = 0; Vy = 0;

Mx = 0; My = 0; Mz = 0;

yes 33

Tension x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 650 0 0 0 2 650 0 0 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1,300 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 650 8,029 9 OK

Pullout Strength* 650 2,625 25 OK

Concrete Breakout Failure** 1,300 4,023 33 OK

* highest loaded anchor **anchor group (anchors in tension)

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-1917 f Nsa ³ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi]

0.10 106,000

Calculations

Nsa [lb] 10,705

Results

Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 10,705 0.750 1.000 8,029 650

3.2 Pullout Strength

N pn,f'c

= Np,2500 l a (fc'/2500)0.5 refer to ICC-ES ESR-1917 f N pn,f'c ³ Nua ACI 318-14 Table 17.3.1.1

Variables f'c [psi] l a Np,2500 [lb] 3,000 1.000 4,915

Calculations

(fc'/2500)0.5

1.095

Results N pn,f'c [lb] f concrete f seismic f nonductile f N pn,f'c

[lb] Nua [lb] 5,384 0.650 0.750 1.000 2,625 650

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

3.3 Concrete Breakout Failure

Ncbg = (ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f Ncbg ³ Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1

1 + 2 e'

N 3 hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a)

Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

3.250 0.000 0.000 ∞ 1.000 cac [in.] kc l a f'c [psi]

7.500 17 1.000 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]

143.81 95.06 1.000 1.000 1.000 1.000 5,455

Results

Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 8,253 0.650 0.750 1.000 4,023 1,300

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* N/A N/A N/A N/A

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength* N/A N/A N/A N/A

Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Refer to the manufacturer's product literature for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3

(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.

• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 0.000 -2.500 - - - - 2 0.000 2.500 - - - -

6 Installation data

Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Profile: no profile Item number: not available Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 480 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.

Recommended plate thickness: not calculated Hole depth in the base material: 4.000 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in.

Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

Hilti KB-TZ stud anchor with 3.625 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-1917

6.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump • Torque controlled cordless impact tool

• Torque wrench

• Hammer x y

2.000 2.000

2.000 2.000

1.

5.

1.

4.

4.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

7 Alternative fastening

7.1 Alternative fastening data

Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4)

Item number: 2210255 KB-TZ2 1/2x4 1/2

Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.

Material: Carbon Steel

Evaluation Service Report: ESR-4266

Issued I Valid: 3/1/2021 | 12/1/2021

Proof: Design Method ACI 318-14 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 4.000 in. x 8.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))

Max. Utilization with Kwik Bolt TZ2 - CS 1/2 (3 1/4): 33 % Fastening meets the design criteria!

7.2 Installation data

Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4) Profile: no profile Item number: 2210255 KB-TZ2 1/2x4 1/2 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 602 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.

Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.

Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-4266

7.2.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump • Torque controlled cordless impact tool

• Torque wrench

• Hammer

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor v2 Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

Project Name______________________________________________ Date __________________

9/2021

Lift Supports

Scenario 2: Fixed Track of Lift Perpendicular to steel roof Framing (Wing F)

600lb lift capcity, design load = 750lbs Lift Weight = 27 lbs Design Unistrut Support for 800lbs to include 750lb design load + 27 lb lift weight + 23 lbs track weight tributary

200200

(E) W14X22

(E) W14X22

(E) W18X119

(E

W X

(E

W X

WORST CASE - LOADED LIFT

OVER TO FIXED TRACK SIDE,

DIRECTLY AT MIDSPAN

Assume Unistrut spanning 10'-0" between beams, 800lb point load at center

P5001:

Span In

Max Allowable

Uniform Load Lbs

24 6,890* 36 6,890* 48 6,890* 60 6,420

72 5,350

84 4,590

96 4,020

108 3,570

120 3,210 x 0.5 (factor for point load at midspan) x 0.54 (factor unbraced length = 10')

= allowable point load = 867 lbs (OK)

P5001 OK for 10' span

Project Name______________________________________________ Date __________________

9/2021

Lift Supports

Scenario 3: Lift at Existing Concrete Joists - Wings A

Max Vertical Load for concrete anchorage design:

1.2*50lb + 1.6*750lbs = 1260 lbs Assume 80% of load to one side of unistrut/anchor = 1008 lbs (conservatively)

Lift rails hang from unistrut between existing concrete joists

600lb lift capcity, design load = 750lbs Lift Weight = 27 lbs Design Unistrut Support for 800lbs to include 750lb design load + 27 lb lift weight + 23 lbs track weight tributary

3/8"Ø THREADED ROD - ALIGN

DIRECTLY ABOVE RAIL SUPPORT

CONNECTION

UNISTRUT RAIL SUPPORT

P1001 X 1'-0" LONG

PATIENT LIFT RAIL BY OTHERS

UNISTRUT P1000 BRACE

WITH P1546 AND 1/2"Ø

BOLTS AND CHANNEL

NUTS EACH END

UNISTRUT P1000 OR EQUIVALENT

NOTE:

BRACING OF EACH LIFT RAIL IN (2)

DIRECTIONS IS REQUIRED

CEILING - SEE

ARCHITECTURAL

CONNECTION OF PATIENT LIFT

RAIL TO UNISTRUT BY OTHERS

CHANNEL NUT AND WASHER

P1000T ROD STIFFENER 8" SHORTER

THAN ROD WITH ROD STIFFENER

CLIPS AT 12" O.C.

UNISTRUT P1026 WITH 1/2"Ø BOLT

WITH CHANNEL NUT TO UNISTRUT

AND 1/2" DIA ADHESIVE ANCHOR

TO EXISTING CONCRETE JOIST -

EMBED 2" - PROVIDE BEVELED

WASHER AS REQUIRED

EXISTING CONCRETE

ROOF JOISTS

UNISTRUT P1026 WITH 1/2"Ø

BOLT WITH CHANNEL NUT

TO UNISTRUT AND 1/2" DIA

EXPANSION ANCHOR TO

EXISTING CONCRETE JOIST -

EMBED 2" - PROVIDE

BEVELED WASHER AS

REQUIRED

M

IN

STAGGER ADJACENT

ANCHORS 2" MIN

UNISTRUT P1000 OR

EQUIVALENT

M

IN

NOT TO SCALES-301

21-144

210 PATIENT LIFT SUPPORT AT EXISTING CONCRETE JOISTS

P1000 - beam loaDing

Span In

Max. Allowable Uniform Load

Lbs

Defl. at Uniform

Load In

24 1,690 0.06 36 1,130 0.13 48 850 0.22

Unistrut spanning 2'-0" between joists, assume 800lb point load at center x 0.5 (factor for point load at midspan) x 1.0 (factor unbraced length = 2')

= allowable point load = 845 lbs (OK)

*See HILTI PROFIS output (anchor ok)

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)

Item number: not available

Effective embedment depth: hef,act = 2.000 in., hnom = 2.375 in.

Material: Carbon Steel

Evaluation Service Report: ESR-1917

Issued I Valid: 1/1/2020 | 5/1/2021

Proof: Design Method ACI 318-14 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))

Note: the Kwik Bolt TZ - CS anchor is in the process of phase-out.

Application also possible with Kwik Bolt TZ2 - CS under the selected boundary conditions.

Application also possible with Kwik Bolt TZ2 - CS 1/2 (2) hnom2 under the selected boundary conditions.

More information in section Alternative fastening data of this report.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = -1,260; Vy = 0;

Mx = 0; My = 0; Mz = 0;

yes 69

1 x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 0 1,260 -1,260 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A

Pullout Strength* N/A N/A N/A N/A

Concrete Breakout Failure** N/A N/A N/A N/A

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 1,260 3,572 36 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 1,260 1,844 69 OK

Concrete edge failure in direction x-** 1,260 1,829 69 OK

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa,eq = ESR value refer to ICC-ES ESR-1917 f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1

Variables

Ase,V [in.2] futa [psi] aV,seis

0.10 106,000 1.000

Calculations

Vsa,eq [lb] 5,495

Results

Vsa,eq [lb] f steel f nonductile f Vsa,eq [lb] Vua [lb] 5,495 0.650 1.000 3,572 1,260

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

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Date:

10/12/2021

4.2 Pryout Strength

Vcp = kcp [(ANc ANc0

) y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1a) f Vcp ³ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a)

Variables kcp hef [in.] ca,min [in.] y c,N

1 2.000 4.000 1.000 cac [in.] kc l a f'c [psi]

5.500 17 1.000 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]

36.00 36.00 1.000 1.000 2,634

Results

Vcp [lb] f concrete f seismic f nonductile f Vcp [lb] Vua [lb] 2,634 0.700 1.000 1.000 1,844 1,260

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

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Date:

10/12/2021

4.3 Concrete edge failure in direction x-

Vcb = (AVc AVc0

) y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1a) f Vcb ³ Vua ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-14 Eq. (17.5.2.1c) y ed,V = 0.7 + 0.3( ca2 1.5ca1

) £ 1.0 ACI 318-14 Eq. (17.5.2.6b) y h,V = √1.5ca1 ha

³ 1.0 ACI 318-14 Eq. (17.5.2.8)

Vb = (7 ( le da

0.2

√da) l a √f'c c 1.5 a1 ACI 318-14 Eq. (17.5.2.2a)

Variables ca1 [in.] ca2 [in.] y c,V ha [in.] le [in.]

4.000 - 1.000 5.000 2.000 l a da [in.] f'c [psi] y parallel,V

1.000 0.500 3,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ed,V y h,V Vb [lb]

60.00 72.00 1.000 1.095 2,862

Results

Vcb [lb] f concrete f seismic f nonductile f Vcb [lb] Vua [lb] 2,612 0.700 1.000 1.000 1,829 1,260

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

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Date:

10/12/2021

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Refer to the manufacturer's product literature for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3

(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.

• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

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Date:

10/12/2021

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 0.000 0.000 4.000 10.000 - -

6 Installation data

Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Profile: no profile Item number: not available Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 480 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.

Recommended plate thickness: not calculated Hole depth in the base material: 2.625 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in.

Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

Hilti KB-TZ stud anchor with 2.375 in embedment, 1/2 (2), Carbon steel, installation per ESR-1917

6.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump • Torque controlled cordless impact tool

• Torque wrench

• Hammer x y

2.000 2.000

2.000 2.000

2.

2.

2.

2.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

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7 Alternative fastening

7.1 Alternative fastening data

Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2) hnom2

Item number: 2210254 KB-TZ2 1/2x3 3/4

Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in.

Material: Carbon Steel

Evaluation Service Report: ESR-4266

Issued I Valid: 3/1/2021 | 12/1/2021

Proof: Design Method ACI 318-14 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))

Max. Utilization with Kwik Bolt TZ2 - CS 1/2 (2) hnom2: 69 %

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

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Date:

10/12/2021

7.2 Installation data

Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2) hnom2

Profile: no profile Item number: 2210254 KB-TZ2 1/2x3 3/4 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 602 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.

Recommended plate thickness: not calculated Hole depth in the base material: 2.750 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in.

Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

Hilti KB-TZ2 stud anchor with 2.5 in embedment, 1/2 (2) hnom2, Carbon steel, installation per ESR-4266

7.2.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump • Torque controlled cordless impact tool

• Torque wrench

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Hanger Anchor - In Joist Anchor at Hanger

Page:

Specifier:

E-Mail:

Date:

10/12/2021

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data

Project Name______________________________________________ Date __________________

VA Palo Alto B7 Patient Safety Upgrades

9/2021

Lift Supports

Chanel nut capacity:

Channel

Channel Nut

Size- Thread Gauge

Allowable Pull-Out Strength Lbs (kN)

Resistance to Slip

Lbs (kN)

Torque Ft-Lbs (N•m)

P1000 P3000 P4400 P4526 P5000 P5500

8" - 9 12

2,500 1,700 *125

11.12 7.56 170

4" - 10 12

2,500 1,700 *125

11.12 7.56 170

8" - 11 12

2,500 1,500 *100

11.12 6.67 135

2" - 13 12

2,000 1,500 50

8.90 6.67 70

16" - 14 12

1,400 1,000 35

6.23 4.45 50

8" - 16 12

1,000 800 19

4.45 3.56 25 800 500 11

Allowable tension = 1000 lbs, allowable shear = 800lbs

OK for use in 3/8" hanger rods for lift support, 800 lb max tension

Threaded Rod Loads for Structural Applications

(Based on AISC, Steel Construction Manual, ASD, 14th Edition. Per AISC, Allowed

Tensile Stress = 0.33 * Fu)

Nominal Dia.

Nominal Area In2 (mm2)

Allowed Tension Load

Lbs (kN)

4 0.049 (31.6) 930 (4.14)

8 0.110 (71.0) 2,110 (9.39)

16 0.150 (96.8) 2,870 (12.77)

2 0.196 (126.5) 3,750 (16.68)

Threaded Rod capacity:

3/8" dia hanger rods OK for lift support (800lbs max)

Project Name______________________________________________ Date __________________

9/2021

Lift Supports

Seismic Bracing of Rails:

MOVING RAIL

FIXED RAILFIXED RAIL

20' max

' m ax

*Conservatively, assume patient is present during earthquake:

Design for 830lb seismic weight (conservatively)

Seismic Force at each fixed rail: 778 lbs - see spreadsheet on following page

Out-of-Plane: Brace each end of rail: Horizontal force = 390 lbs, brace force = 1.414*390lbs = 552lbs In-Plane: Brace for 778 lbs; brace force = 1.414*778lbs = 1100lbs

390 lbs390 lbs

390 lbs 390 lbs

778 lbs 778 lbs

Capacity of P1000 brace x 7' long (conservatively) = 1,860 lbs > 1100 (OK)

Unbraced Height

In

Max. Allowable Load at

Slot Face Lbs

Maximum Column Load Applied at C.G.

K = 0.65 Lbs

K = 0.80 Lbs

K =1.0 Lbs

K = 1.2 Lbs

24 3,550 10,740 9,890 8,770 7,740

36 3,190 8,910 7,740 6,390 5,310

48 2,770 7,260 6,010 4,690 3,800

60 2,380 5,910 4,690 3,630 2,960

72 2,080 4,840 3,800 2,960 2,400

84 1,860 4,040 3,200 2,480 1,980

P1000 - COLUMN LOADING

Capacity of P1546 fitting with 1/2" dia bolt and channel nut: 1500 lbs (OK)

Anchor in 6" thick concrete slab:

Design for Ω*Fp = 2.5*778lbs = 1.95k

See Hilti Profis Output, 1/2" dia expansion anchor, embed 3 1/4" in Flat Slab, Embed 2" in side of joist

Note: forces include weight of patient applied entirely to one fixed rail (worst case position). Seismic bracing loads on both fixed rails are not concurrent.

Project No 20-047

Date Jun-20

Project Name VA Palo Alto Computed By PS

Subject Patient Lifts

Lifts Hanging from Roof

Seismic Design Force F p

Fp = (ASCE 7-16, Eq. 13.3-1)

Fp max = 1.6SDSIpWp (ASCE 7-16 Eq. 13.3-2)

Fp min = 0.3SDSIpWp (ASCE 7-16 Eq. 13.3-3)

SDS = 1.359

Ip = 1.5 (Section 13.1.3)

Rp = 2.5 (Table 13.5-1 or 13.6-1) (similar to ceilings) ap= 1 (Table 13.5-1 or 13.6-1) (similar to ceilings) z = 15 (Height of component attachment to structure) h= 16 (Average roof height of structure)

Wp = 830 lbs (Component Weight)

Fp = 778 lbs

Fp max = 2707 lbs

Fp min = 508 lbs

Fp = 778 lbs

)21( 4.0 h z

I

R

WSa p p pDSp +

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Bracing Anchor Anchor at Brace

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4)

Item number: not available

Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in.

Material: Carbon Steel

Evaluation Service Report: ESR-1917

Issued I Valid: 1/1/2020 | 5/1/2021

Proof: Design Method ACI 318-14 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))

Note: the Kwik Bolt TZ - CS anchor is in the process of phase-out.

Application also possible with Kwik Bolt TZ2 - CS under the selected boundary conditions.

Application also possible with Kwik Bolt TZ2 - CS 1/2 (3 1/4) under the selected boundary conditions.

More information in section Alternative fastening data of this report.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Bracing Anchor Anchor at Brace

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Bracing Anchor Anchor at Brace

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10/12/2021

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 1,950; Vx = 0; Vy = 1,950;

Mx = 0; My = 0; Mz = 0;

yes 98

Tension

1 x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 1,950 1,950 0 1,950 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1,950 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 1,950 8,029 25 OK

Pullout Strength* 1,950 2,625 75 OK

Concrete Breakout Failure** 1,950 2,660 74 OK

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Bracing Anchor Anchor at Brace

Page:

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Date:

10/12/2021

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-1917 f Nsa ³ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi]

0.10 106,000

Calculations

Nsa [lb] 10,705

Results

Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 10,705 0.750 1.000 8,029 1,950

3.2 Pullout Strength

N pn,f'c

= Np,2500 l a (fc'/2500)0.5 refer to ICC-ES ESR-1917 f N pn,f'c ³ Nua ACI 318-14 Table 17.3.1.1

Variables f'c [psi] l a Np,2500 [lb] 3,000 1.000 4,915

Calculations

(fc'/2500)0.5

1.095

Results N pn,f'c [lb] f concrete f seismic f nonductile f N pn,f'c

[lb] Nua [lb] 5,384 0.650 0.750 1.000 2,625 1,950

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Fastening point:

Bracing Anchor Anchor at Brace

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Date:

10/12/2021

3.3 Concrete Breakout Failure

Ncb = (ANc ANc0

) y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1a) f Ncb ³ Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a)

Variables hef [in.] ca,min [in.] y c,N cac [in.] kc l a f'c [psi]

3.250 ∞ 1.000 7.500 17 1.000 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]

95.06 95.06 1.000 1.000 5,455

Results

Ncb [lb] f concrete f seismic f nonductile f Ncb [lb] Nua [lb] 5,455 0.650 0.750 1.000 2,660 1,950

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Bracing Anchor Anchor at Brace

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Date:

10/12/2021

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 1,950 3,572 55 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 1,950 7,638 26 OK

Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa,eq = ESR value refer to ICC-ES ESR-1917 f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1

Variables

Ase,V [in.2] futa [psi] aV,seis

0.10 106,000 1.000

Calculations

Vsa,eq [lb] 5,495

Results

Vsa,eq [lb] f steel f nonductile f Vsa,eq [lb] Vua [lb] 5,495 0.650 1.000 3,572 1,950

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Bracing Anchor Anchor at Brace

Page:

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10/12/2021

4.2 Pryout Strength

Vcp = kcp [(ANc ANc0

) y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1a) f Vcp ³ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a)

Variables kcp hef [in.] ca,min [in.] y c,N

2 3.250 ∞ 1.000 cac [in.] kc l a f'c [psi]

7.500 17 1.000 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]

95.06 95.06 1.000 1.000 5,455

Results

Vcp [lb] f concrete f seismic f nonductile f Vcp [lb] Vua [lb] 10,911 0.700 1.000 1.000 7,638 1,950

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.743 0.546 5/3 98 OK

bNV = bz N + bz

V <= 1

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Bracing Anchor Anchor at Brace

Page:

Specifier:

E-Mail:

Date:

10/12/2021

6 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Refer to the manufacturer's product literature for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3

(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.

• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Bracing Anchor Anchor at Brace

Page:

Specifier:

E-Mail:

Date:

10/12/2021

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 0.000 0.000 - - - -

7 Installation data

Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Profile: no profile Item number: not available Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 480 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.

Recommended plate thickness: not calculated Hole depth in the base material: 4.000 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in.

Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

Hilti KB-TZ stud anchor with 3.625 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-1917

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump •…