Bldg 25 Architectural 1.pdf

TO:

DATE:

PROJECT TITLE:

PROJECT NO: CONTRACT NO:

SPECIFICATION SECTION NO: [ONLY ONE SPEC SECTION PER SHEET]

Dwg.

No.

Cys.

Subm.

Action Taken

Cys.

Rtnd.

I certify that I have reviewed in detail the equipment and materials covered by this transmittal and that they are in strict conformance with the contract drawings and specifications unless otherwise checked above. Discrepancies are noted on the reverse of this sheet.

SIGNATURE CONTRACTING FIRM

The following action is recommended on the noted submittals:

SIGNATURE A/E FIRM:

The above submittals are returned with action as designated above in accordance with the following legend:

A. Approved B. Approved subject to corrections noted on submittal data and/or comments on reverse of this sheet C. Disapproved, resubmit promptly (see comments on reverse side of this sheet).

DATE:

Spec'n Paragraph

SUBMITTAL TRANSMITTAL

Subm. No.

Manufacturer Deviated

Fm Spec Items Submitted

APPROVING OFFICIAL:

SUBMITTAL NO:

ACTION: DATE:

THIS SPACE FOR APPROVING AUTHORITY

THIS SPACE FOR A/E ONLY

Danyelle Russell Des Moines VA Health Care System 6/17/2020 1601 san Pedro SE Albuquerque, NM 87108

CLC Cottages 636-123

120000

120000-012 Lift Supports Barrier Free Digital

Matt Patet Covenant Construction Services

BARRIER FREE LIFTS INC.

VA DES MOINES

CLC COTTAGE

2/28/2020

REVISED ROOM 2512 TO 1,000# LIFT

4/29/2020

By Matt Patet at 2:44 pm, Jun 17, 2020

= brace locations. Can be switched to opposite side of rails as needed from site conflicts

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based on Barrier Free Lift's span chart for the given rail and motor being installed in each room.

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

This plan is meant to show the general location of the patient lift system. Exact location and spacing of attachments to be field determined. Maximum spacing of hanger rod supports to be maintained based

Design Codes

Load Criteria

Gravity Loads:

= x = =

Live Load (seismic events) = = Live Load, L e

(for use with seismic Load Combinations)

= W p = =

W p = D + L e = =

Lateral Loads: (refer to Seismic Load sheets)

= W p = =

Load Combinations

Strut Framing Specification

Equation 16-13 1.0D+0.525E+0.75L 429 lbs

Equation 16-16 0.6D+0.7E 35 lbs

Equation 16-8

A S

D

1.0D 50 lbs

Equation 16-9 1.0D+1.0L 1,300 lbs

Equation 16-12 1.0D+0.7E 55 lbs

Calculations and loading criteria for strut systems and components are based on Unistrut 1-5/8" Channel

Framing system per the 2015 Unistrut General Engineering Catalog, Number 17 by Atkore International.

Controls for non-seismic analysis

2018 IBC Combination Gravity Load (D , L , E vertical )

Equation 16-1

L R

F D

1.4D 70 lbs

52 lbs

Equation 16-2 1.2D+1.6L 2,060 lbs

Equation 16-5 1.2D+1.0E+0.5L 317 lbs

550 lbs Component Operating Weight

Section 13.3.1.2 Lateral Seismic Design Force 0.0780 43 lbs Seismic Load, E lateral

Controls for seismic analysis Equation 16-7 0.9D+1.0E

ASCE 7-16

Section 13.3.1 Vertical Seismic Design Force 0.0130 ± 7 lbs Seismic Load, E vertical

Under typical conditions, the system will be short-term loaded to no more than 500lbs Live Load plus self-weight of the system. If a large seismic event occurs during the 1250lbs load test, a patient lift failure will not result in human life safety concerns. Limit gravity Live Load to 500lbs for lateral force analysis.

500 lbs

System Lifting Capacity 1,000 lbs 1.25 1,250 lbs Live Load, L

Patient Lifts are field-tested with a point load of 1250lbs per the manufacturer's requirements.

This load is the result of the Live Load lifting capacity of the hoist with an additional Safety Factor = 1.25

System Self Weight 50 lbs Dead Load, D

Patient Lift System (1/2" Diameter Hanger Rod Attachment)

ACI 318-14

International Building Code: 2018 Edition

ASCE 7-16

AISI S100-16

Referenced

Standard

CLIENT: Barrier Free Lifts 10 Eisenhower Boulevard, Lancaster, PA 17603

PROJECT: VA Des Moines CLC CottagePhone: 717-509-7000

DATE: 2020-05-27 BY: JGF

JOB NO: 200886

PAGE: OF:2

Hazards by Location

Search Information

Address: 3600 30th St, Des Moines, IA 50310, USA

Coordinates: 41.62768619999999, -93.66056479999999

Elevation: 906 ft

Timestamp: 2020-05-27T15:51:31.449Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: IV

Site Class: D

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.061 MCER ground motion (period=0.2s)

S1 0.051 MCER ground motion (period=1.0s)

SMS 0.098 Site-modified spectral acceleration value

SM1 0.124 Site-modified spectral acceleration value

SDS 0.065 Numeric seismic design value at 0.2s SA

SD1 0.082 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC C Seismic design category

Fa 1.6 Site amplification factor at 0.2s

Fv 2.4 Site amplification factor at 1.0s

CRS 0.939 Coefficient of risk (0.2s)

CR1 0.878 Coefficient of risk (1.0s)

PGA 0.029 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.047 Site modified peak ground acceleration

TL 12 Long-period transition period (s)

SsRT 0.061 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.065 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.051 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.059 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer

906 ft

Map data ©2020 GoogleReport a map error

0 2 4 6 8 10 12 Period (s)

0.00

0.02

0.04

0.06

0.08

0.10

0.12

Sa(g)

0 2 4 6 8 10 12 Period (s)

0.00

0.02

0.04

0.06

0.08

Sa(g)

Existing Building Seismic Design Category

S S =

S 1 =

F a =

F v =

S MS = =

S M1 = =

S DS = =

S D1 = =

Seismic Design Category: C

Table 11.6-1 SDC (based on S DS ) : A

Table 11.6-2 SDC (based on S D1 ) : C

Table 1.5-1 Risk Category: IV

Equation 11.4-3 2/3S SMS 0.0651g

Equation 11.4-4 2/3S M1 0.0816g

Equation 11.4-1 F a S S 0.0976g

Equation 11.4-2 F v S 1 0.1224g

Table 11.4-1 1.60

Table 11.4-2 2.40

Figure 22-1 0.061g

Figure 22-2 0.051g

Chapter 20 Soil Site Class: D

Table 20.3-1 Description: Stiff Soil (default)

Location:

3600 30th Street

Des Moines, IA 50310

ASCE 7-16

PAGE: OF:

DATE: 2020-05-27 BY: JGF

JOB NO: 200886

Referenced

Standard

CLIENT: Barrier Free Lifts 10 Eisenhower Boulevard, Lancaster, PA 17603

PROJECT: VA Des Moines CLC CottagePhone: 717-509-7000

Hazards by Location

Search Information

Address: 3600 30th St, Des Moines, IA 50310, USA

Coordinates: 41.62768619999999, -93.66056479999999

Elevation: 906 ft

Timestamp: 2020-05-19T15:31:52.429Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: II

Site Class: D

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.061 MCER ground motion (period=0.2s)

S1 0.051 MCER ground motion (period=1.0s)

SMS 0.098 Site-modified spectral acceleration value

SM1 0.124 Site-modified spectral acceleration value

SDS 0.065 Numeric seismic design value at 0.2s SA

SD1 0.082 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC B Seismic design category

Fa 1.6 Site amplification factor at 0.2s

Fv 2.4 Site amplification factor at 1.0s

CRS 0.939 Coefficient of risk (0.2s)

CR1 0.878 Coefficient of risk (1.0s)

PGA 0.029 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.047 Site modified peak ground acceleration

TL 12 Long-period transition period (s)

SsRT 0.061 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.065 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.051 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.059 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer

906 ft

Map data ©2020 GoogleReport a map error

0 2 4 6 8 10 12 Period (s)

0.00

0.02

0.04

0.06

0.08

0.10

0.12

Sa(g)

0 2 4 6 8 10 12 Period (s)

0.00

0.02

0.04

0.06

0.08

Sa(g)

Component Seismic Design Loads

S S =

S 1 =

F a =

F v =

S MS = =

S M1 = =

S DS = =

S D1 = = a p =

R p =

Attachment height, z =

Average roof height, h = z /h =

W p = =

2z h

= 1.6S DS I P W P =

= 0.3S DS I P W P =

= For design, use Fp = 100 100 lbs for overal lateral stability

Anchorage into concrete:

For SDC C through SDC F:

Component Risk Category:

Building Seismic Design Category:

§17.2.3.4.3(d)

Section 13.3.1.2 F P(vertical) ±0.2S DS W p 7.2 lbs

F P(use) 42.9 lbs

Equation 13.3-2 F P(max) 57.2 lbs

Equation 13.3-3 F P(min)

Equation 13.3-1 F P = 0.4a p S DS W p

(1 + )

§17.2.3.4.4 Apply additional 0.75 factor to anchor design strength (except for steel strength of anchor).

§17.2.3.4.3(c)& Increase seismic loads by Ω o = 2.5 (for appendages and ornamentations)

ACI 318-14

= 42.9 lbs (R p /I p )

10.7 lbs

Table 13.5-1 2.50

Section 13.3.1 1.000 ≤ 1.0 use z/h = 1.00

DL + LL (seismic events) 550

Table 13.5-1 2.50 All

Section 13.1.3 Importance Factor, I e : 1

Architectural Component: Appendages and ornamentations

Section 13.3.1 30.00ft Note: Assumed 3 stories. Installs on multiple levels, unity is conservative Section 13.3.1 30.00ft

B

Table 1.5-1 II

Equation 11.4-3 2/3S SMS 0.0650g

Equation 11.4-4 2/3S M1 0.0820g

Equation 11.4-1 F a S S 0.0980g

Equation 11.4-2 F v S 1 0.1240g

Table 11.4-1 1.60

Table 11.4-2 2.40

Figure 22-1 0.061g

Figure 22-2 0.051g

Chapter 20 Soil Site Class: D

Table 20.3-1 Description: Stiff Soil (default)

Location:

3600 30th Street

Des Moines, IA 50310

ASCE 7-16

PAGE: OF:

DATE: 2020-05-27 BY: JGF

JOB NO: 200886

Referenced

Standard

CLIENT: Barrier Free Lifts 10 Eisenhower Boulevard, Lancaster, PA 17603

PROJECT: VA Des Moines CLC CottagePhone: 717-509-7000

Lateral Load: Assembly Interaction

Load Case (A): Load Case (B):

Lateral Load acts in the opposite direction of the brace Lateral Load acts in the same direction of the brace

ϴ = ϴ =

Result: Result:

Brace acts as a tension member Brace acts as a compression member

Hanger rod acts as a compression member Hanger rod acts as a tension member

- Check the hanger rod for (4) possible conditions:

Pure tension due to the gravity loads: test load and system self-weight

Hanger rod compression due to the load application shown in Load Case (A)

Hanger rod tension due to load application as shown in Load Case (B)

- As depicted in Load Case (B), check the maximum allowable compression force on the lateral brace channel strut, based on the system geometry, and compare to the maximum applied compression force on the brace, F brace . The lateral brace channel strut as a tension member as depicted in Load Case (A) is O.K. by inspection.

Fbrace

Condition #1:

Condition #2:

Condition #3:

Condition #4:

Bending force in the hanger rod, due eccentricity distance between the lateral force applied at the lift attachment and lateral brace attachment

Analysis procedure at the lift attachment location, as depicted above

Hanger Rod

Tension

Hanger Rod

Compression

Fp

30.00° min.

60.00° max.

Fp

Fbrace

30.00° min.

60.00° max.

CLIENT: Barrier Free Lifts 10 Eisenhower Boulevard, Lancaster, PA 17603

PROJECT: VA Des Moines CLC CottagePhone: 717-509-7000

PAGE: OF:

DATE: 2020-05-27 BY: JGF

JOB NO: 200886

Unistrut Lateral Brace: Axial Load

Channel and Load Information:

Maximum column loading values interpolated between tabulated values per Unistrut General Engineering Catalog Ed. No 17, page 25

T

Use 0.85 reduction factor for T-Series Beams

ϴ =

Braced Lengths:

K = 1.0 for pin-pin connected members

Attachment via channel nut:

Pullout resistance:

Hanger Rod

Compression

Fbrace

30.00° min.

60.00° max.

Fp

10 Eisenhower Boulevard, Lancaster, PA 17603 PROJECT: VA Des Moines CLC CottagePhone: 717-509-7000 per ASD load combinations

Fp = 70.00 lbs Controlling Fp = 0.7*stability force

DATE: 5/27/2020 BY: JGF

JOB NO: 200886

PAGE: OF:

CLIENT: Barrier Free Lifts

Lx = 4.000 ft

Channel: P1000

Force on Brace = Fp/cosϴ

0.7E = 0.7Fph = 30.03 lb

Use minimum of 100 lbs (Strength Level) for stability

Fbrace = 140.0 lbs Fbrace = 80.8 lbs Tabulated Values for P1000 Adjusted for P1000T

Ly = 4.000 ft

Brace Angle, ϴ = 45.00° 15.00°

ϴ1 = 60.00° ϴ2 = 30.00°

Longest Practical Brace

Length = 120"

K = 1.0 Slot Face K = 1.0

Allowable = 2149.4 lbs Allowable = 1419.5 lbs 24" 3550 8770

Lb = 55" min. Lb = 96" max. L Slot Face

5431.5

[Design Satisfactory] [Design Satisfactory] 48" 2770 4690 2354.5 3986.5

3017.5 7454.5

Fallow Fapplied Fallow Fapplied 36" 3190 6390 2711.5

60" 2380 3630 2023 3085.5

72" 2080 2960 1768 2516

1793.5

108" 1510 1810 1283.5 1538.5 for P1000T Per Unistrut General Engineering

Catalog, Ed. No. 17 - pg. 72 84" 1860 2480 1581 2108

96" 1670 2110 1419.5

Minimum channel nut size required: 1/2" - 13

600 lbs 144" 1150 0 977.5 0

Resistance to slip: 300 lbs 120" 1380 0 1173

96.0" 1,670 lbs 2,110 lbs 1,420 lbs 1,794 lbs

[Design Satisfactory] 55" 2,529 lbs 4,034 lbs 2,149 lbs 3,429 lbs

Fallow Fapplied 168" 0 0 0 root diameter via AISC 14th Ed. Table 7-17

Allowable Pullout Strength

Allowable Pullout Strength

P applied

= 3.536 k Rupture Controls

Papplied = 1300 lbs ≤ [Design Satisfactory]3536 lbs

= 2000 lbs.

Required Unistrut Channel Nut: 1/2" - 13

Allowable Strength ≥ Applied Force

Allowable Strength ## Applied Force ∴ #N/A

Connection of Hanger Rod to

Required Unistrut Channel Nut: 1/2" - 13

#N/A

Connection of Hanger Rod to P5500T Strut

DATE: 5/27/2020 BY: JGF

JOB NO: 200886

CLIENT: Barrier Free Lifts

PROJECT: VA Des Moines CLC Cottage

PAGE: OF:

Per AISC 14th Ed. 16.1-26, ASD

10 Eisenhower Boulevard, Lancaster, PA 17603

Phone: 717-509-7000

Diameter Threaded Hanger Rod in Tension

Low Carbon Steel

1/2"

Fy =

Fu = 52 ksi

32 ksi

Pn/Ω =

Pn/Ω =

Per Unistrut General Engineering Catalog, No. 17 - pg. 72

[Design Satisfactory]

32 ksi (π)(0.5)²/(4*1.67) = 3.762 k Yielding Controls

FuAe/Ω = 52 ksi (0.136 in²/2.00)

FyAg/Ω =

1/2'' Diameter Threaded Rod

Mn =

Maximum Cantilever Length of Rod from Brace

218.25 = 70*L

AISC 14th Ed. Table 7-17

S = πd³/32 =

Hanger Rod in Bending

Min Root Area =

Min Root Dia =

.14 in²

.42 in

BY: JGF

JOB NO: 200886

CLIENT: Barrier Free Lifts

VA Des Moines CLC Cottage

PAGE:

Phone: 717-509-7000

Mn/Ω =

OF:

Use 3'' maximum distance to lateral brace

Fy =

Mn/Ω

3'' max.

Per ASCE Load Combinations, multiply seismic load by 0.7: P design 70 lbs

0.01209 in³

Controls

0.3645(1000)/(1.67) = 218.251 in-lb

FyZ ≤ 1.6 FyS

Z = d³/6 =

0.00712 in³

32 ksi

32(0.0121) ≤ 1.6 (32)(0.0071)

= PL

0.387 in-k 0.364 in-k

3.118'' = Lmax

10 Eisenhower Boulevard, Lancaster, PA 17603

DATE:

Low Carbon Steel

PROJECT:

5/27/2020

Seismic force = 43 lbs

Minimum lateral force required for stability = 70 lbs

Per AISC 14th Ed: 16.1-26

At Braced Location:

= ϴ =

At Typical Location:

Compare to Net Compression Load, above

Tabulated values:

Tension on Hanger Rod due to Seismic -

O.K. by Inspection

Compression on Hanger Rod due to

Seismic - Limit L to 3.95ft max

22.9 lbs Net Tension

98.4 lbs Net Compression

VA Des Moines CLC Cottage

OF:

10 Eisenhower Boulevard, Lancaster, PA 17603

Phone: 717-509-7000

3.96 1.21

Pn/Ω = 98.808 lbs

455.80 1.38

0.53

1.18

4.74

= 1.20822 ksi π²E/(KL/r)²

0.877 Fe

= 0.00192 ksi when KL/r > 4.71(E/Fy)

0.5 , Fcr = 0.877Fe ; otherwise, Fcr = 0.658Fy/FeFy

JGF

CLIENT: Barrier Free Lifts

PROJECT:

Applied Forces to Hanger Rod

121.2+7.2 = 128.39 lbs

Net Load on Hanger Rod = 0.6DL - Cbrace - Fpv =

0.7Fph/cos(60.00°)

Fbrace*cos(30.00°)

140.00 lbs

121.24 lbs due to brace component

Fbrace

30° min.

60° max.

Fp

Maximum L, based on Euler Force for 0.5'' Dia Low Carbon Steel Hanger Rod

= 1.3777 ksi

(0.658 Fy/Fe)Fy

KL/r = KL/r > 200, but O.K. by inspection

Fcr (ksi) Pn/Ω (lbs)

Pn = FcrAg = 165.01 lbs

3.96 ft

0.1043 in²

K =

C

L = rg =

4.42 k Yielding Controls

Net Load on Hanger Rod = 0.6DL - Fpv =

Fbrace

Cbrace =

Cbrace + Fpv =

200886JOB NO:

43.04

96.83

387.32

6.00

4.00

2.00

690.65 0.60

1.35

5.40

98.81

460.43

230.22

L (ft) KL/r Fe (ksi)

5/27/2020 BY:

Fcr =

= 141.79

Per AISC 14th Ed: 16.1-33

Fe =

Fcr =

4.71 (E/Fy)

0.5455.80 >

Pn/Ω = FyAg/1.67 =

Pn/Ω = FuAe/2.00 =

Axial Tension of Hanger Rod at Braced Location

Yield:

3.76 k

Rupture:

PAGE:

DATE:

Reduce allowable moment by 15% for T Series Beam, per Unistrut Engineering Catalog, 17th Ed. - pg 25-59

Reduction Factor for Unbraced Length is interpolated from pg 62

M applied = M point load + M self weight

Check Deflection at L = 25''

Decrease Moment of Inertia by 15% for T Series Beam, per Unistrut Engineering Catalog, 17th Ed. - pg 25-59

Reaction at Each End of Unistrut

R R R

P

9,820 in-lb

10 Eisenhower Boulevard, Lancaster, PA 17603

Phone: 717-509-7000

Reaction = R = 1/2P + wL/2 652.6 lbs

R

P

DATE: 5/27/2020 BY:

P5500

T Series

Unistrut Spanning Member

Worst case for channel bending - point load at midspan.

Treat Unistrut as simple-spanned

JGF

0.0694"

∆ self weight =

PL³

/ 48EI

5wL⁴

/ 384EI

M applied 8,141 in-lb M design

Allowable Moment:

OF:

JOB NO: 200886

CLIENT: Barrier Free Lifts

PROJECT: VA Des Moines CLC Cottage

2.470 plf

1,300 lbs

PAGE:

Weight:

Point Load:

Channel:

Type:

Determine Maximum Applied Moment to Unistrut

Applied Moment:

8,185 in-lb

8,185 in-lb

Reduce allowable moment by 0.98 based on unbraced length, per Unistrut Engineering Catalog, 17th Ed. - pg 62

M design

0.032888"

Max anchor spacing for M(applied) < M(design) = 25.00" o.c.

∆ concentrated =

M self weight =

M point load =

E = 29,000 ksi

L / 360 0.0694"

16.081 in-lb

8,125 in-lb wL 2 /8

PL/4

9,820 in-lb x 0.85 x 0.98

L / 360

Total Deflection: ∆ total = ∆ concentrated + ∆ self weight

∆ total 0.032969"

∆ max =

0.000081"

Allow maximum deflection of L / 360

I = 0.522 in⁴ x 0.85 0.4437 in⁴

Reduce allowable moment by 15% for T Series Beam, per Unistrut Engineering Catalog, 17th Ed. - pg 25-59

Reduction Factor for Unbraced Length is interpolated from pg 62

M applied = M point load + M self weight

Check Deflection at L = 67''

Decrease Moment of Inertia by 15% for T Series Beam, per Unistrut Engineering Catalog, 17th Ed. - pg 25-59

Reaction at Each End of Unistrut

R R R

P P

R

∆ total 0.119371" L / 360 0.1861"

Reaction = R = 1/2P + wL/2 663.8 lbs

Total Deflection: ∆ total = ∆ concentrated + ∆ self weight

∆ concentrated =

PL³

/ 48EI 0.117809"

∆ self weight = 5wL⁴

/ 384EI 0.001562"

I = 2.805 in⁴ x 0.85 2.3843 in⁴

E = 29,000 ksi

∆ max = L / 360 0.1861"

M applied 22,006 in-lb M design 22,013 in-lb

Allow maximum deflection of L / 360

Applied Moment:

M self weight = wL 2 /8 230.996 in-lb

M point load = PL/4 21,775 in-lb

Determine Maximum Applied Moment to Unistrut

Max anchor spacing for M(applied) < M(design) = 67.00" o.c.

Allowable Moment: 28,940 in-lb

Reduce allowable moment by 0.89 based on unbraced length, per Unistrut Engineering Catalog, 17th Ed. - pg 62

M design 28,940 in-lb x 0.85 x 0.89 22,013 in-lb

Channel: P5501 Weight: 4.940 plf Worst case for channel bending - point load at midspan.

Type: T Series Point Load: 1,300 lbs Treat Unistrut as simple-spanned

PAGE: OF:

Unistrut Support Fastened to Steel Beam

CLIENT: Barrier Free Lifts 10 Eisenhower Boulevard, Lancaster, PA 17603

PROJECT: VA Des Moines CLC CottagePhone: 717-509-7000

DATE: 6/1/2020 BY: JGF

JOB NO: 200886

MAX SPAN = 53IN O/C, PER SF102 - ATTIC FRAMING PLAN

DATE: BY:

JOB NO:

CLIENT:

PROJECT:

PAGE: OF:

P1026 at Threaded Rod: Weak Axis Bending of Horizontal Leg of P1026 Angle for Vertical Component of

Brace Force and Torsion of Horizontal Leg of P1026 Angle for Horizontal Component of Brace Force

Weak Axis Bending of Horizontal Leg of P1026:

121.2 lbs (assuming maximum 60° angle from horizontal) e = 2 in - 0.8125 in = 1.1875 in.

M = (0.7)Ev(e)= 144.0 in - lbs

Z = (1.625 in)x(0.25 in)2/4 = 0.0254 in3 f = M/Z = 5,670 psi

Torsion of Horizontal Leg of P1026:

Horizontal Component, Eh = 100 lbs Minimum for Stability Controls

ASD → (0.7)Eh = 70 lbs e = 2 in - 0.8125 in = 1.1875 in.

T = (0.7)Eh(e)= 83.125 in-lbs τmax = T/[(c1)(a)(b)2] a = 1.625 in.

b = 0.25 in.

b/a = 0.153846 c1 = (1/3)[1 - (0.630b/a)] 0.3010 τmax = 2718.91 psi

Total Stress:

fmax = 6,289 < Fy/Ω 19,760 psi OK

Connection of Brace to Unistrut P1026 Angle at Unistrut Strut

1/2"-13 Channel Nut → Resistance to Slip = 1,500 lb > 100 lb ∴ OK

ASD → (0.7)Ev = Vertical Component =

5/27/2020 JGF

200886

10 Eisenhower Boulevard, Lancaster, PA 17603 Barrier Free Lifts

Phone: 717-509-7000 VA Des Moines CLC Cottage

CLIENT:

PROJECT:

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Biaxial Bending of Strut at Brace Connection

L = 53 inches Fph = 100 lbs Angle of Brace 15° min

Fpv = 121.2 lbs 60° max

0.7E

15° F = Fph/Cos(15) 103.5 lbs 72.5 lbs

Fph = F*Cos(15) 100.0 lbs 70 lbs

Fpv = F*Sin(15) 26.8 lbs 18.8 lbs

60° F = Fph/Cos(60) 200.0 lbs 140 lbs

Fph = F*Cos(60) 100.0 lbs 70 lbs

Fpv = F*Sin(60) 173.2 lbs 121 lbs

Strong Axis Bending

15° Mx = Fpv(L)/4 248.5 in-lb

60° Mx = Fpv(L)/4 1606 in-lb

Weak Axis Bending

15° My = Fph(L)/4 927.5 in-lb

60° My = Fph(L)/4 927.5 in-lb

P5000 Mnx/Ω = 15770 in-lb

Type: T Series Mny/Ω = 13405 in-lb

Reduction Factor = 0.85 For "T" Series

0.55 Conservative For 53" UnbracedLength

Mnx/Ω = 7372.5 in-lb

Mny/Ω = 6266.7 in-lb

Interaction

15° (Mx / Mnx/Ω) + (My / Mny/Ω) 0.18 OK

60° (Mx / Mnx/Ω) + (My / Mny/Ω) 0.37 OK

10 Eisenhower Boulevard, Lancaster, PA 17603 Barrier Free Lifts

Phone: 717-509-7000 VA Des Moines CLC Cottage

6/1/2020 JGF

200886

CLIENT:

PROJECT:

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Top Leg of P1026 in Bending

T = 140 lb (based on minimum 30 degree angle of brace from vertical)

M = (140 lb)(2 in - 0.8125 in) = 167in-lb

Z = [(1.625")(0.25")2]/4 = 0.02539 in3

Mn/Ω = FyZ/Ω = (33,000 psi)(0.02539 in3)/1.67 = 501 in-lb > 167 in-lb ∴ OK

Check prying:

b' = 1.4375" - (0.25"/2) = 1.3125" (conservative) p = 1.625" tmin = {(6.68)(T)(b')/[(p)(Fu)]}0.5 = {(6.68)(0.167 kips)(1.3125")/[(1.625")(52 ksi)]}0.5 = 0.12" < 0.25"

∴ No Prying

5/27/2020 JGF

200886

10 Eisenhower Boulevard, Lancaster, PA 17603 Barrier Free Lifts

Phone: 717-509-7000 VA Des Moines CLC Cottage

CLIENT:

PAGE: OF:

PROJECT:

JOB NO:

DATE: BY:

72 West Pomfret Street, Carlisle, PA 17013

Phone: 717-243-9555

BARRIER FREE LIFTS

VA DES MOINES CLC COTTAGE

JGF05/27/2020

200886

SHEAR STRENGTH OF SCREW LIMITED BY TILTING AND BEARING ON LIGHT GAUGE STEEL JOIST, THICKNESS = 0.035IN, E4.3

Fu = 45KSI, Fy = 33KSI

BEARING, Pns/Ω = 2.7dtFu/Ω = 2.7x0.31INx0.035INx45KSI/3.0 = 439LBS > 70LBS, EQN.E4.3.1-2

PULL OUT OF SCREW ON LIGHT GAUGE STEEL JOIST, PER TIR-A9-14, 10

USE: 5/16-12 (SPACED THREADS)

Tall = 1,295LBS, PER AAMA TIR-A9-14 TABLE 20.2

MINIMUM SAE GRADE 2 STEEL OR BETTER, Fu = 74KSI MIN.

MAX TENSION IN SCREW = 121.2LBS

Vall = 748LBS

MAX SHEAR IN SCREW = 70LBS

BRACE ATTACHMENT TO STRUCTURE: P1026 ANGLE THRU 1/2IN GYPSUM BOARD TO LIGHT GAUGE STEEL

BENDING IN 5/16-12 SCREW: Ø = 0.3125IN, Fy = 25KSI

S = πd³/32 = 0.003IN³

Fb = 25KSI/Ω=1.67 = 14.97KSI

Fb = M/S = Vx(L) 1/2IN THICK GYPSUM BOARD

V = (0.003IN³)x(14.97KSI)/(0.5IN)

Vall = 90LBS > 70 LBS, OK

Ø = 0.3125IN

CONNECTION CALCS PER NORTH AMERICAN COLD-FORMED STEEL SPECIFICATION AISI S100-16

TILTING, Pns/Ω = 4.2√(t³d)xFu/Ω = 4.2x√((0.035IN)³x0.31IN)x45KSI/3.0 = 230LBS > 70 LBS, EQN.E4.3.1-1 t1 = 0.25IN (P1026 ANGLE), t2 = 0.035IN (STEEL STUD) t1/t2 = 0.035IN/0.25IN = 0.14 < 1.0

CONNECTION GOVERNED BY MINIMUM BELOW

TENSION STRENGTH OF CONNECTION LIMITED BY PULL-OUT AND PULL-OVER E4.4

Pnot = 0.85tcdFu/Ω = 0.85x0.035INx0.3125INx45KSI/3 = 140LBS > 121.2LBS, OK

COMBINED SHEAR AND PULL OUT: EQN.J4.5.2-1a

Q/Pnv+ 0.71(T/Pnot) <= 1.10

70/230+ 0.71x(121.2/140) <= 1.10

0.92 < 1.10, OK

PULL OVER OF SCREW: dw = ASSUME 0.5IN, t1 = THICKNESS OF ANGLE = 0.25IN

Pnov = 1.5t1dwFu/Ω = 1.5x0.25INx0.5INx45KSI/3 = 2,820LBS > 121.2LBS, OK, NO CONCEN DUE TO THICKNESS OF ANGLE

COMBINED SHEAR AND TENSION ON SCREW: EQN.J4.5.3-1a

Q/Pnv+ 0.71(T/Pnot) <= 1.10

70/180+ (121.2/1295) <= 1.10

0.48 < 1.3, OK

P1026

1 7⁄8" (47.6)

(50.8) 2"

DF, EG, GR, HG

CLIENT:

PAGE: OF:

PROJECT:

JOB NO:

DATE: BY:

72 West Pomfret Street, Carlisle, PA 17013

Phone: 717-243-9555

BARRIER FREE LIFTS

VA DES MOINES CLC COTTAGE

JGF05/27/2020

200886

CONNECTION TO STEEL TRUSSES

USING LD2US-3 ATTACHMENT METHOD

FOR (2) - SCREWS MAXIMUM LOAD = 970LBS

TOTAL LOAD AT HANGER ROD = 1300LBS

MAX SPAN OF UNISTRUT = 24IN

MAX LOAD STEEL TRUSS DESIGNED FOR = 700LBS

DISTANCE FROM TRUSS TO HANGER ROD FOR MAX LOAD TO STEEL TRUSS TO NOT EXCEED 700LBS

DISTANCE = (1300LBS)x(12IN/24IN) = 650LBS

DISTANCE = (1300LBS)x(13IN/24IN) = 705LBS

THUS HANGER ROD MUST BE PLACED IN CENTER OF UNISTRUT FRAMING MEMBER

CONNECTION TO STEEL BEAM

Pall = 1000 LBS

Papp = 1300 LBS

BEAMS SPACED 53IN O/C MAX

MIN HANGER ROD DISTANCE FROM BEAM CONNECTION, L = 16IN

L = 1300LBSx(37/53) = 908LBS < 1000LBS, OKWt/100 pcs: 83 Lbs (37.6 kg)

P2867A

P2787

• For use with Beams up to 3⁄4" (19.1) Flanges and with Channels P5001 and P5501.

Design Load Each 1000 Lbs (4.45 kN) Use in Pairs Only

1⁄4" (6.4)

81⁄4"

3" (76.2)

7⁄8" (22.2)

3⁄8" Hex Nuts and "U" Bolt Included

(209.6)

Wt/100 pcs: 112 Lbs (50.8 kg)

EG GR HG

DF, EG, HG

LD2US-3

DETAIL NO.

STANDARD DETAILS

CATEGORY

DATE 9/2010

ULTRA-SPAN TRUSS BOTTOM CHORD

LOAD SUPPORT WITH UNISTRUT®

14515 N. Outer 40 Drive - Suite 110 Chesterfield, MO 63017

Phone: (866) 902-3447 Fax: (314) 434-5234 www.AegisMetalFraming.com

M E T A L F R A M I N G A division of MiTek

1. Load assumed placed at midspan of UniStrut

2. Design of UniStrut members and connection of load by others.

3. This details does not imply adequacy of trusses involved. Truss designs must include load.

Unistrut® to span between trusses designed by others

Unistrut® block Attach to truss chord with #10-16 T/3 as required see chart (TYP)

Load support designed by others

USC or USD chord

Pa

Maximum Load Pa (lbs) Supported by Bottom Chords

Bottom Chord Thickness (mil)

057 min

Screws block to chord

2 4

USC or USD chord

Unistrut® is a registered trademark or trademark of Unistrut Corporation