KF Davis Final.pdf

Veteran Affairs Medical Center West Los Angeles, California

100% Stamped Submittal Supporting Documents

November 27, 2019

Prepared by:

K. F. DAVIS ENGINEERING, INC.

530 La Gonda Way, Suite E, Danville, California 94526 Tel. (925) 743-8884 ~ Fax (925) 743-8325 www.KFDE.com http://www.kfde.com/

100% Stamped Submittal, November 27, 2019

REPLACE PET CT B500

VA Medical Center, West Los Angeles, CA

100% Submittal

Index

Section #: DESCRIPTION:

#1 .......................................................................................................................... PROJECT NARRATIVE

#2 ........................................................................................................... ELECTRICAL CALCULATIONS

#3......................................................................................................... STRUCTURAL CALCULATIONS

#4 ..............................................................................................RESPONSE TO REVIEW COMMENTS

#5 ............................................................................................................... MECHANICAL CUT SHEETS

VA Medical Center, West Los Angeles, CA

100% Submittal

Section 1:

Project Narrative

Overview:

The Department of Veteran Affairs (VA) has secured the services of K.F. Davis Engineering, Inc.

(KFDE) to provide design services for the replacement of PET/CT scan equipment in Room 0067 located in the basement of Building B500 – West Los Angeles VA Medical Center. Included in the scope of work is the renovation of Rooms B0067 (PET/CT Room), B0074 (Staff Restroom), B0076

(Control Room), and B0068 (Breakroom).

On October 17, 2018, KFDE conducted a site visit to confirm existing conditions and to obtain project data. The information obtained during the site visit was used to develop a 35% design.

After client review, the VA provided a new layout for PET CT equipment which was incorporated in a 65% Design Development Submittal. The VA provided design review comments on 5/8/2019 and

5/31/2019. A 95% was issued on 8/9/19 and final review comments were reviewed on 9/16/19.

This 100% Submittal incorporates those comments. The following is a summary of the scope of work developed by each design discipline.

Architectural:

Temporary construction barriers separating occupied areas from the work area will consist of prefabricated metal panel partition system similar to the ones being used in other parts of the hospital. These partitions will have access-controlled doors and taped joints to contain dust particles from entering occupied areas of the building.

Demolition work will consist of selective demolition, removal, disposal and replacement of finishes and casework as described in the Scope of Work (SOW). This includes removal of all flooring and base throughout, removal of base and upper cabinets throughout, and removal of radiation protection window. Ceramic tile flooring and wainscot finishes will also be removed in Room

B80075.

New work in B0067 consists of new welded-seam sheet flooring and integral coved base; new 54 inch wide base and upper cabinet; repainting of all gypsum board surfaces; and replacement of stained and damaged acoustical ceiling tiles. A new equipment closet with sliding doors will be added at the end of the Room.

New work in B0076 consists of new 6-foot wide lead observation window; new welded-seam sheet flooring and integral cove base; new 10-foot wide counter; repainting of all gypsum board surfaces;

and replacement of stained and damaged acoustical ceiling tiles. In addition, the removal of one door in B0076 will improve the efficient use of that space.

New work in B0075 consists of converting this Room into a small dressing Room. This includes patching and refinishing areas where ceramic tile finishes are being removed.

New work in B0068 consists converting this Room into a Patient Toilet. This includes replacing floor, base, and ceiling finishes. This Room will be accessed from the Dressing Room. Finishes will include welded seam sheet flooring and integral coved base, ceramic tile wainscot, gypsum board wall, and ceiling with special coating.

Mechanical:

The April 2008 edition of the VA Nuclear Medicine Design Guide requires that a dedicated air conditioning unit be installed to provide cooling for the PET/CT equipment closet. The indoor design conditions are as follows:

• Room Temperature: 70oF to 75oF

• Relative Humidity: 35% to 60%

• Minimum requirements:

o PET/CT Scanning Room: 6 AC/HR, 100% exhaust, negative pressure o PET/CT Control Room: 6 AC/HR, positive pressure o Equipment Closet: 2 AC/HR, positive pressure

The November 2017 edition of the VA HVAC Design Manual agrees with the above with the exception of the requirement for 12 AC/HR for the PET/CT Scanning Room. We will design to the higher requirement. In addition, the Manual requires that 50% of the exhaust intakes are located at

+7 inches above the floor.

The latest data from Siemens includes the following loads for their equipment:

• PET/CT Scanning Room: 6,824 Btu/h

• PET/CT Control Room: 3,780 Btu/h

• Equipment Closet: 16,036 Btu/h

The Siemens equipment includes a water/air split system which will remove 102,364 Btu/h. The remote condensing unit will be installed in the basement area below the project area, similar to the existing CT equipment.

The mechanical scope of work as stated by the VA includes the removal of the existing 5-ton split system located in the interstitial space. This unit served the existing Scan Room only. The HVAC for the Scan room will be shared between a new spilt system and a new terminal unit connected to the existing air handler. The new dedicated 3-ton split system air conditioner fan-coil unit will be installed in the interstitial space to condition the equipment closet and a portion of the Scan Room.

The condensing unit for the split system will be installed in the basement area below the project area. Refrigerant piping will be installed between the fan-coil unit in the interstitial space and the condensing unit located in the basement. The new split system will be connected to the existing facility energy management system. Conditioned air for the Scan Room will be provided through a new CAV terminal unit located in the interstitial space. The existing VAV terminal unit serving the

Scan Room is undersized for the new layout and will be replaced with a new, larger CAV terminal unit. Two other existing VAV terminal units will be reused to provide conditioned air to the Control

Room and to the Dressing Room. New diffusers and grilles will be installed in the ceiling. To meet the requirement of 100% exhaust for the PET/CT Scanning Room, new ductwork will be connected to the existing ductwork that leads to the existing fan EF-118. New belts and sheave will be provided to balance the existing fan to the new air flow needed for the Scan Room. Per the VA requirements, 50% of the exhaust air in the Scan Room will come from a low sidewall return grille.

All the diffusers and grilles in the Scan Room will be of aluminum construction.

The location of the Staff Toilet Room and the Storage Room will be switched. The existing exhaust grille for the Staff Toilet Room will be relocated to the new location and a new grille installed. Air systems will be tested, adjusted and balanced at the end of the project.

Plumbing and Fire Protection:

The plumbing scope of work includes the removal of one sink in the Scan Room and the removal of the plumbing fixtures in the Staff Toilet. New stainless steel wall mounted water closet, lavatory, hose bibb and floor drain will be installed in the new Staff Toilet Room. A new stainless steel sink will be installed in the new casework in the Scan room. The new fixtures will be connected to the existing plumbing utilities. The new fixtures will be low-flow water conserving type and constructed of commercial grade stainless steel. The main condensate drain from the new fan-coil unit located in the interstitial space will be connected to the house side of the sink. The overflow drain will be directed to terminate in the corridor. A new medical oxygen outlet will be installed in the ceiling near the new PET/CT scanner. The outlet will have a small hose reel. The outlet will be connected to the existing medical oxygen system.

Utilities will be provided for the new Siemens equipment per the Siemens’ installation instructions.

The instructions call for a hose bibb and drain for the scanner. The drain will be below the floor, located in the sub-basement. The Siemens equipment requires copper piping between the indoor unit located in the Equipment Closet and the outdoor unit located in the sub-basement. In addition, piping is required between the indoor unit located in the Equipment Closet and the scanner. This piping will be installed down through the floor and in the sub-basement.

The fire protection scope of work includes the demolition of the existing fire sprinklers in the project area and the relocation of the sprinkler locations for the new architectural layout. New quick response sprinklers will be installed.

Structural:

Overview

VA West Los Angeles consists of renovating the existing replacing one existing PET/CT Scan unit and associated equipment located in the basement of the subject facility in Room B-500. The existing Room is located on the first floor.

Replacement PET CT B500

The structural scope of work includes checking the existing structure for support of the new

PET/CT Scan equipment, the installation of mechanical systems which may require structural support and new metal stud walls/infill.

Basis of Structural Design

• Applicable Code: 2015 International Building Code

• Design Loads: American Society of Civil Engineers – Minimum Design Loads for Buildings and Other Structures (ASCE 7-10)

• Steel Design: American Institute of Steel Construction – Specification for Structural Steel

Buildings 14th Edition (AISC 360-10)

• Seismic Design of Steel Elements: American Institute of Steel Construction – Seismic

Provisions for Structural Steel Buildings (AISC 341-10)

• Concrete Design: American Concrete Institute –Building Code Requirements for Structural

Concrete (ACI 318-14)

• VA H-18-8 SEISMIC DESIGN REQUIREMENTS

Design Criteria

Materials

Angles, Channels, Plates, etc. – ASTM A36 typical

Wind

ASCE 7-10

Basic Wind Speed – Vu=115 mph (Risk Category IV)

Exposure Level – Exposure C

Seismic

2015 International Building Code; ASCE 7-10

Risk Category – IV

Seismic Design Category – D

Seismic Site Class – D

Seismic Importance Factor – 1.5

Seismic Coefficients – SDS = 1.486 & SD1 = 0.824

Structural Systems Description

The new floor mounted PET/CT Scan equipment, particularly the gantry and patient table, may require strengthening of the floor structure. New steel beams have been provided to supplement the capacity of the existing reinforced concrete floor. Additional as-built information is necessary to confirm the capacity of the existing concrete floor and confirm the requirement for strengthening.

Electrical:

The new PET CT will be powered from the existing panel BXR located in the Sub Basement (Pipe

Basement) via a new 225 A circuit breaker which will replace the old 125 A circuit breaker supporting the old PET scanner. A new main panel will be installed in the PET CT Scanner Room to distribute power to the new equipment and its accessories.

All lighting will be replaced with LED lights and will be connected to the Emergency 208/120 V

Panel GBE located in the Basement Interstitial space as directed by the VA. The 2 x 4 lights in the

PET CT Room will be replaced with a Changing View” LED fixture with Cloud Scene and can be controlled from both entrances and the Control Room with the Control Room switch having dimming capability. Lights in the Control Room will be on dimmer switches. The Restroom and the

Dressing Room will be controlled by occupational switches.

All Siemens required pull boxes, raceways and wires to be supplied by the contractor and all wires and cables provided by Siemens will be installed by the contractor as specified.

New receptacles (except the receptacles next to the PET CT Scanner), sink transformers as well as the new fan coil unit will all be connected to Panel GB4-1 located in Room 0075. One (1) 2 feet high tele-power column with one (1) duplex receptacle and three (3) Cat 6 telecom outlets will be installed beside each floor mounted Lap laser. The tele-power column outlets and the ceiling mounted outlet for the lap lasers will all be connected to the Emergency Panel GBE.

The new condensing unit will be powered from the same panel (Panel BXR4) as the existing and will be utilizing the same wires and disconnect switch.

Section 3:

Electrical Calculations

Section 4:

Structural Calculations

Buehler www.buehlerengineering.com

STRUCTURAL CALCULATIONS

FOR

VA WEST LOS ANGELES REPLACE PET CT B500

LOS ANGELES, CA

7/3/19

Client: KF Davis Buehler Principal in Charge: Drew Chalstrom, SE

Buehler Project Engineer: Keslyn Huntington Buehler Job No.: 2018-0365

Project Description and Design Criteria ......................................................................... T1

Roof Framing Design ................................................................................................... R1

(E) Floor Framing Design .............................................................................................. F1

Equipment Anchorage Design .......................................................................................E1

Equipment Manufacturer Drawings ...............................................................................A1

07/26/2019

11/20/19

11/20/2019

Buehler www.buehlerengineering.com

EQUIPMENT SCHEDULE

ID Description Anchorage Detail

Calculation Page

4 Gantry 1/S2.2 E1

5 Gantry Patient Table 2/S2.2 E5

6 Common Power Distribution Unit 3/S2.2 E9

7 Power Distribution Cabinet UPS 4/S2.2 E14

11 Heat Exchanger Cabinet 5/S2.2 E18

18 Medrad Injector 6/S2.2 E22

PROJECT VA West LA PET CT Room

JOB NO. 2018-0365 DATE 4/18/2019

CLIENT KFD BY KRH PAGE NO. 1

Project Description:

The project consists of replacing one existing PET/CT Scan unit and associated equipment located in the first floor of the subject facility in room B-500. In the VA West LA Medical Center, existing equipment and the new equipment are supported by a 5” one way concrete slab on steel wide flange beams that frame into steel wide flange columns. There is also new metal stud wall framing within the scope of work.

Project Location: 11301 Wilshire Blvd, Los Angeles, CA 90025

Design Criteria:

Building Type: Risk Category: IV

Design Codes: 2016 California Building Code (2015 IBC) ASCE 7-10: Minimum Design Loads for Buildings and Other Structures, including Supplements 1 and 2 AISC 360-10: Specification for Structural Steel Buildings (14 th Edition AISC)

ACI 318-14: Building Code Requirements for Structural Concrete

Wind Criteria: 110 mph, Exposure C GCpi = ±0.18 (Enclosed Structure)

Seismic Criteria: Site Class: D SS = 2.228 S1 = 0.826 SDS = 1.485 SD1 = 0.826

Seismic Design Category: D I = 1.00 Ip = 1.00

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BUEHLER & BUEHLER

STRUCTURAL ENGINEERS, INC.

JOB VA West LA PET Room

JOB NO. DATE 6/11/2019

CLIENT KFD BY KRH PAGE NO.

EQUIPMENT ANCHORAGE CALCULATION (ASCE 7-10)

Unit Identification UnitID = "Biograph Vision Gantry"

Unit Weight Wp = 6898 lb

Width B = 63 in

Length L = 42 in

Unit Height Hunit = 80.25 in

Center of Gravity Hcg = 39.4 in

Seismic Load Parameters (ASCE 7-10, Ch 13, Tables 13.5-1 and 13.5-2) ap = 1.0 Rp = 1.5 Ip = 1.5

Sds = 1.486 z = 0.0 ft h = 1.0 ft

Connection = "Concrete" Ω0 =2.0

Seismic Forces

Fpcalc = 0.4* ap* Sds* Ip*(1+2*(z/h)) / Rp = 0.594 * Wp

Fpmin = 0.3* Sds* Ip = 0.669 * Wp Fpmax = 1.6* Sds* Ip = 3.566 * Wp

Controlling Horizontal Force Fp = 0.669 * Wp

Fv = 0.2* Sds = 0.297 * Wp

Check Anchorage Of Equipment to Concrete Support Below

Equipment Resulting Forces in Direction 1

DOmegFactor = 0.9-0.2*Sds = 0.60 EOmegFactor = Ω0 = 2.0

MOT1Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*B/2) = 492636 lb_in

MR1Ω = DOmegFactor * Wp* B/2 = 130981 lb_in

Td1Ω = (MOT1Ω - MR1Ω )/B = 5741 lb

Cd1Ω = (MOT1Ω/B)+( DOmegFactor *Wp/2) = 9899 lb

Vd1Ω = EOmegFactor * Fp * Wp = 9225 lb

Anchor Forces in Direction 1

Vanch1Ω = Vd1Ω/Nv1 = 513 lb Tanch1Ω = Td1Ω /Nu1 = 957 lb

Equipment Resulting Forces in Direction 2

MOT2Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*L/2) = 449584 lb_in

MR2Ω = DOmegFactor * Wp* L/2 = 87320 lb_in

Td2Ω = (MOT2Ω - MR2Ω)/L = 8625 lb

Cd2Ω = (MOT2Ω/L) + (DOmegFactor *Wp/2) = 12783 lb

Vd2Ω = EOmegFactor * Fp * Wp = 9225 lb

Anchor Forces in Direction 2

Vanch2Ω = Vd2Ω/Nv2 = 513 lb Tanch2Ω = Td2Ω/Nu2 = 958 lb

Anchor Information

# Anchors Resisting Shear in Direction 1 Nv1 = 18

# Anchors Resisting Tension in Direction 1 Nu1 = 6

H

CURB

H

UNIT

H

CG

L

B

B/2

±F p

W±F v

E1

JOB VA West LA PET Room

JOB NO. DATE 6/11/2019

# Anchors Resisting Shear in Direction 2 Nv2 = 18

# Anchors Resisting Tension in Direction 2 Nu2 = 9

Anchor Anchor = "1/2" dia threaded rod grade 36 with 3" embed in Powers

AC100+ Gold Anchor Adhesive"

Source of Capacities Source = "Dewalt Powers Calculations"

Tension Capacity ΦTn = 1177 lb

Shear Capacity ΦVn= 2728 lb

Maximum Forces in Anchors (Anchors in Concrete)

VanchΩ = 513 lb TanchΩ = 958 lb

Utilization U = (VanchΩ/ΦVn) 5/3

+ (TanchΩ/ΦTn) 5/3

= 0.77

Base from Siemen Drawings

E2 www.hilti.us Profis Anchor 2.8.1

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

Sub-Project I Pos. No.:

Date:

6/25/2019

Specifier's comments:

1 Input data Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Effective embedment depth: hef,act = 3.250 in. (hef,limit = - in.)

Material: ASTM A 1554 Grade 36

Evaluation Service Report: ESR-3814

Issued I Valid: 9/1/2018 | 1/1/2019

Proof: Design method ACI 318-14 / Chem

Stand-off installation: - (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.500 in., Temp. short/long: 32/32 °F

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))

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

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

E3 www.hilti.us

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

2 Proof I Utilization (Governing Cases) Design values [lb] Utilization

Loading Proof Load Capacity bbbbN / bbbbV [%] Status

Tension Concrete Breakout Strength 2,156 2,660 82 / - OK

Shear Steel Strength 615 1,927 - / 32 OK

Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status

Combined tension and shear loads 0.811 0.319 5/3 86 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

4 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.

E4

JOB VA West LA PET Room

JOB NO. DATE 6/25/2019

Unit Identification UnitID = "Patient Table"

Unit Weight Wp = 2087 lb

Width B = 4.875 in

Length L = 126.5 in

Unit Height Hunit = 48 in

Center of Gravity Hcg = 32 in ap = 1.0 Rp = 1.5 Ip = 1.5

DOmegFactor = 0.9-0.2*Sds = 0.60 EOmegFactor = Ω0 = 2.0

MOT1Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*B/2) = 92341 lb_in

MR1Ω = DOmegFactor * Wp* B/2 = 3066 lb_in

Td1Ω = (MOT1Ω - MR1Ω )/B = 18313 lb

Cd1Ω = (MOT1Ω/B)+( DOmegFactor *Wp/2) = 19571 lb

Vd1Ω = EOmegFactor * Fp * Wp = 2791 lb

Vanch1Ω = Vd1Ω/Nv1 = 82 lb Tanch1Ω = Td1Ω /Nu1 = 1077 lb

MOT2Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*L/2) = 167779 lb_in

MR2Ω = DOmegFactor * Wp* L/2 = 79571 lb_in

Td2Ω = (MOT2Ω - MR2Ω)/L = 697 lb

Cd2Ω = (MOT2Ω/L) + (DOmegFactor *Wp/2) = 1955 lb

Vd2Ω = EOmegFactor * Fp * Wp = 2791 lb

Vanch2Ω = Vd2Ω/Nv2 = 82 lb Tanch2Ω = Td2Ω/Nu2 = 174 lb

# Anchors Resisting Shear in Direction 1 Nv1 = 34

# Anchors Resisting Tension in Direction 1 Nu1 = 17

H

CURB

H

UNIT

H

CG

L

B

B/2

E5

JOB VA West LA PET Room

JOB NO. DATE 6/25/2019

# Anchors Resisting Shear in Direction 2 Nv2 = 34

# Anchors Resisting Tension in Direction 2 Nu2 = 4

Anchor Anchor = "1/2"Ø HAS-V-36 THRD ROD w/ 2 3/4" EMBED IN HILTI HIT-

RE 500 V3 EPOXY"

Source of Capacities Source = "Hilti Profis Calculations"

Tension Capacity ΦTn = 2070 lb

Shear Capacity ΦVn= 1927 lb

VanchΩ = 82 lb TanchΩ = 1077 lb

Utilization U = (VanchΩ/ΦVn) 5/3

+ (TanchΩ/ΦTn)

= 0.34

Base from Siemen Drawings

E6

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Effective embedment depth: hef,act = 2.750 in. (hef,limit = - in.)

Material: ASTM A 1554 Grade 36

Evaluation Service Report: ESR-3814

Issued I Valid: 9/1/2018 | 1/1/2019

Proof: Design method ACI 318-14 / Chem

Stand-off installation: - (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.500 in., Temp. short/long: 32/32 °F

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

E7

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

Loading Proof Load Capacity bbbbN / bbbbV [%] Status

Tension Concrete Breakout Strength 1,077 2,070 53 / - OK

Shear Steel Strength 82 1,927 - / 5 OK

Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status

Combined tension and shear loads 0.520 0.043 5/3 35 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

4 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.

E8

JOB VA West LA PET Room

JOB NO. DATE 6/12/2019

Unit Identification UnitID = "Common Power Distribution Unit"

Unit Weight Wp = 952 lb

Width B = 21.7 in

Length L = 24 in

Unit Height Hunit = 66.25 in

Center of Gravity Hcg = 44.2 in ap = 1.0 Rp = 1.5 Ip = 1.5

Check Attachment of Equipment to Base Angles

DFactor = 0.6-0.14*Sds = 0.39 EFactor = 0.7

# Screws Resisting ShearX in Direction 1 Nv1 = 8

# Screws Resisting ShearY in Direction 1 Nu1 = 8

# Screws Resisting ShearX in Direction 2 Nv2 = 16

# Screws Resisting ShearY in Direction 2 Nu2 = 8

Overturning Moment MOT1 = (EFactor*Fp*Wp*Hcg)+(EFactor*Fv*Wp*B/2) = 21845 lb_in

Resisting Moment MR1 = DFactor* Wp*B/2 = 4049 lb_in

Tension Td1 = (MOT1 - MR1)/B = 820 lb

Shear Vd1 = EFactor*Fp*Wp = 446 lb

Screw Tension TSMS1 = Td1/Nu1 = 103 lb

Screw Shear VSMS1 = Vd1/Nv1 + Td1/Nu1 = 158 lb

Overturning Moment MOT2 = (EFactor*Fp*Wp*Hcg) + (EFactor*Fv*Wp*L/2) = 22073 lb_in

Resisting Moment MR2 = DFactor*Wp*L/2 = 4478 lb_in

Tension Td2 = (MOT2 - MR2)/L = 733 lb < 0 No Tension

Shear Vd2 = EFactor*Fp* Wp = 446 lb

Screw Tension TSMS2 = Vd2/Nv2 = 28 lb

Screw Shear VSMS2 = 0 lb

H

CURB

H

UNIT

H

CG

L

B

B/2

±F p

E9

JOB VA West LA PET Room

Screw Shear Demand TSMS = max(TSMS1, TSMS2) = 103 lb

Screw Tension Demand VSMS = max(VSMS1, VSMS2) = 158 lb

Connection #12 SMS to 12ga min

Allowable ShearX Vax = 525 lb

Allowable ShearY Vay = 525 lb

Demand Capacity Ratio DCR = TSMS/ Vax + VSMS/ Vay = 0.50 < 1.0 OK

Check Angle as Plate In Bending

Bending Moment Demand M = Vd2*1.5 in = 0.7 kip_in

Required Thickness treq = sqrt(4*M/(0.9*36 ksi*24 in)) = 0.06 in 1/8” PL OK

DOmegFactor = 0.9-0.2*Sds = 0.60 EOmegFactor = Ω0 = 2.0

MOT1Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*B/2) = 62415 lb_in

MR1Ω = DOmegFactor * Wp* B/2 = 6226 lb_in

Td1Ω = (MOT1Ω - MR1Ω )/B = 2589 lb

Cd1Ω = (MOT1Ω/B)+( DOmegFactor *Wp/2) = 3163 lb

Vd1Ω = EOmegFactor * Fp * Wp = 1273 lb

Vanch1Ω = Vd1Ω/Nv1 = 159 lb Tanch1Ω = Td1Ω /Nu1 = 324 lb

MOT2Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*L/2) = 63066 lb_in

MR2Ω = DOmegFactor * Wp* L/2 = 6886 lb_in

Td2Ω = (MOT2Ω - MR2Ω)/L = 2341 lb

Cd2Ω = (MOT2Ω/L) + (DOmegFactor *Wp/2) = 2915 lb

Vd2Ω = EOmegFactor * Fp * Wp = 1273 lb

Vanch2Ω = Vd2Ω/Nv2 = 80 lb Tanch2Ω = Td2Ω/Nu2 = 293 lb

# Anchors Resisting Shear in Direction 1 Nv1 = 16

# Anchors Resisting Tension in Direction 1 Nu1 = 8

# Anchors Resisting Shear in Direction 2 Nv2 = 16

# Anchors Resisting Tension in Direction 2 Nu2 = 8

Anchor Anchor = "3/8" dia Hilti KB-TZ w/ 2" embed"

Source of Capacities Source = "Hilti Profis Calculations"

Tension Capacity ΦTn = 1107 lb

Shear Capacity ΦVn= 1466 lb

VanchΩ = 159 lb TanchΩ = 324 lb

Utilization U = (VanchΩ/ΦVn) 5/3

+ (TanchΩ/ΦTn) 5/3

= 0.15

E10

JOB VA West LA PET Room

From Siemen Drawings

E11

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

6/12/2019

Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2)

Effective embedment depth: hef,act = 2.000 in., hnom = 2.313 in.

Material: Carbon Steel

Evaluation Service Report: ESR-1917

Issued I Valid: 4/1/2018 | 5/1/2019

Proof: Design method ACI 318-14 / Mech.

Stand-off installation: - (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 4.500 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

E12

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

6/12/2019

Loading Proof Load Capacity bbbbN / bbbbV [%] Status

Tension Pullout Strength 324 1,107 30 / - OK

Shear Steel Strength 159 1,466 - / 11 OK

Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status

Combined tension and shear loads 0.293 0.108 5/3 16 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

4 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.

E13

JOB VA West LA PET Room

Unit Identification UnitID = "Power Distribution Cabinet"

Unit Weight Wp = 1374 lb

Width B = 27.6 in

Length L = 22.4 in

Unit Height Hunit = 76.9 in

Center of Gravity Hcg = 51.3 in ap = 1.0 Rp = 2.5 Ip = 1.5

Fpcalc = 0.4* ap* Sds* Ip*(1+2*(z/h)) / Rp = 0.357 * Wp

DOmegFactor = 0.9-0.2*Sds = 0.60 EOmegFactor = Ω0 = 2.0

MOT1Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*B/2) = 105539 lb_in

MR1Ω = DOmegFactor * Wp* B/2 = 11430 lb_in

Td1Ω = (MOT1Ω - MR1Ω )/B = 3410 lb

Cd1Ω = (MOT1Ω/B)+( DOmegFactor *Wp/2) = 4238 lb

Vd1Ω = EOmegFactor * Fp * Wp = 1838 lb

Vanch1Ω = Vd1Ω/Nv1 = 459 lb Tanch1Ω = Td1Ω /Nu1 = 1705 lb

MOT2Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*L/2) = 103415 lb_in

MR2Ω = DOmegFactor * Wp* L/2 = 9276 lb_in

Td2Ω = (MOT2Ω - MR2Ω)/L = 4203 lb

Cd2Ω = (MOT2Ω/L) + (DOmegFactor *Wp/2) = 5031 lb

Vd2Ω = EOmegFactor * Fp * Wp = 1838 lb

Vanch2Ω = Vd2Ω/Nv2 = 459 lb Tanch2Ω = Td2Ω/Nu2 = 2101 lb

# Anchors Resisting Shear in Direction 1 Nv1 = 4

# Anchors Resisting Tension in Direction 1 Nu1 = 2

H

CURB

H

UNIT

H

CG

L

B

B/2

±F p

E14

JOB VA West LA PET Room

# Anchors Resisting Shear in Direction 2 Nv2 = 4

# Anchors Resisting Tension in Direction 2 Nu2 = 2

Anchor Anchor = "1/2" dia HAS-V-36 thrdd rod in HIT-RE 500 V3 epoxy w/ 3

1/4" embed"

Source of Capacities Source = "Hilti Profis Report"

Tension Capacity ΦTn = 2660 lb

Shear Capacity ΦVn= 1927 lb

VanchΩ = 459 lb TanchΩ = 2101 lb

Utilization U = (VanchΩ/ΦVn) 5/3

+ (TanchΩ/ΦTn)

= 0.77

E15

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

6/13/2019

Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Effective embedment depth: hef,act = 3.250 in. (hef,limit = - in.)

Material: ASTM A 1554 Grade 36

Evaluation Service Report: ESR-3814

Issued I Valid: 9/1/2018 | 1/1/2019

Proof: Design method ACI 318-14 / Chem

Stand-off installation: - (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.500 in., Temp. short/long: 32/32 °F

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

E16

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

Loading Proof Load Capacity bbbbN / bbbbV [%] Status

Tension Concrete Breakout Strength 2,101 2,660 79 / - OK

Shear Steel Strength 459 1,927 - / 24 OK

Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status

Combined tension and shear loads 0.790 0.238 5/3 77 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

4 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.

E17

JOB VA West LA PET Room

Unit Identification UnitID = "Heat Exchanger Cabinet"

Unit Weight Wp = 911 lb

Width B = 34.8 in

Length L = 22 in

Unit Height Hunit = 77 in

Center of Gravity Hcg = 51.3 in ap = 1.0 Rp = 2.5 Ip = 1.5

Fpcalc = 0.4* ap* Sds* Ip*(1+2*(z/h)) / Rp = 0.357 * Wp

DOmegFactor = 0.9-0.2*Sds = 0.60 EOmegFactor = Ω0 = 2.0

MOT1Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*B/2) = 71925 lb_in

MR1Ω = DOmegFactor * Wp* B/2 = 9555 lb_in

Td1Ω = (MOT1Ω - MR1Ω )/B = 1792 lb

Cd1Ω = (MOT1Ω/B)+( DOmegFactor *Wp/2) = 2341 lb

Vd1Ω = EOmegFactor * Fp * Wp = 1218 lb

Vanch1Ω = Vd1Ω/Nv1 = 305 lb Tanch1Ω = Td1Ω /Nu1 = 896 lb

MOT2Ω = (EOmegFactor*Fp*Wp*Hcg) + (EOmegFactor*Fv*Wp*L/2) = 68459 lb_in

MR2Ω = DOmegFactor * Wp* L/2 = 6041 lb_in

Td2Ω = (MOT2Ω - MR2Ω)/L = 2837 lb

Cd2Ω = (MOT2Ω/L) + (DOmegFactor *Wp/2) = 3386 lb

Vd2Ω = EOmegFactor * Fp * Wp = 1218 lb

Vanch2Ω = Vd2Ω/Nv2 = 305 lb Tanch2Ω = Td2Ω/Nu2 = 1419 lb

# Anchors Resisting Shear in Direction 1 Nv1 = 4

# Anchors Resisting Tension in Direction 1 Nu1 = 2

H

CURB

H

UNIT

H

CG

L

B

B/2

±F p

E18

JOB VA West LA PET Room

# Anchors Resisting Shear in Direction 2 Nv2 = 4

# Anchors Resisting Tension in Direction 2 Nu2 = 2

Anchor Anchor = "1/2" dia Hilti KB-TZ w/ 2" embed"

Source of Capacities Source = "Hilti Profis Report"

Tension Capacity ΦTn = 1172 lb

Shear Capacity ΦVn= 1683 lb

VanchΩ = 305 lb TanchΩ = 1419 lb

Utilization U = (VanchΩ/ΦVn) 5/3

+ (TanchΩ/ΦTn)

= 1.43

E19

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Effective embedment depth: hef,act = 3.250 in. (hef,limit = - in.)

Material: ASTM A 1554 Grade 36

Evaluation Service Report: ESR-3814

Issued I Valid: 9/1/2018 | 1/1/2019

Proof: Design method ACI 318-14 / Chem

Stand-off installation: - (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.500 in., Temp. short/long: 32/32 °F

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

E20

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

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Page:

Project:

Loading Proof Load Capacity bbbbN / bbbbV [%] Status

Tension Concrete Breakout Strength 1,419 2,660 54 / - OK

Shear Steel Strength 305 1,927 - / 16 OK

Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status

Combined tension and shear loads 0.534 0.158 5/3 40 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

4 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.

E21

JOB VA West LA PET Rm

JOB NO. 2018-0365 DATE 6/26/18

Unit Identification; UnitID = "Medrad Injector"

Unit Weight; Wp = 106 lb

Width at Equip Attachment; BE = 12 in

Width at Attach to Deck; B = 16 in

Length; L = 6 in

Center of Gravity; Hcg = 25.5 in

Eccentricity to COG; e = 23.5 in

Distance to Connection Above; d = 72 in ap = 2.5; Rp = 2.5; Ip = 1.5;

Sds = 1.486; z = 1 ft ; h = 1 ft

Ω0 = 2.0

Seismic Forces

Fpcalc = 0.4* ap* Sds* Ip*(1+2*(z/h)) / Rp = 2.675; * Wp

Fpmin = 0.3* Sds* Ip = 0.669; * Wp; Fpmax = 1.6* Sds* Ip = 3.566; * Wp

Controlling Horizontal Force; Fp = 2.675; * Wp

Vertical Force; Fv = 0.2* Sds = 0.297; * Wp

Check Anchorage Of Equipment to Ceiling Support Frame

Maximum Forces in Vertical Supports;

DFactor = 1.0; EFactor = 0.7

Tmax = (EFactor*Fp* Wp*Hcg + (DFactor*Wp+EFactor*Fv*Wp)*e)/(1* BE) + (DFactor*Wp+EFactor*Fv*Wp)/4 = 705 lb

Check Mounting Bolts to Plate

Bolt Info; 4 – ½”Ø A449 Threaded Rods with dbl nuts ea end (6” max)

Source of Capacities; Unistrut Catalog

Allowable pull out of channel nut; Tall = 3750 lb;

Demand Capacity Ratio; DCR = Tmax / Tall = 0.19; <1.0 OK

Check Vertical Rods

Rod Support Information; 1/2” dia thd’d rod w/ P1000T & cradle clips @12”cc

Source of Capacities; Unistrut Catalog

Allowable Tension of rod with clips; Tall = 1350 lb;

Demand Capacity Ratio; DCR = Tmax / Tall = 0.52; <1.0 OK

Check Braces

Maximum Forces in Braces

Number of Braces Resisting Each Direction; NB = 2

Brace Angle; 45 - 60 degrees

Lateral Load to Braces; Fp = EFactor* Fp * Wp/ NB = 99 lb

Maximum Axial Load; P = Fp/sin(30) = 198 lb

Maximum Length (6 ft/sin(45)); LB = 102 in

Brace; P1000 w/ P1843 and ½”Ø bolts

Source of Capacities; Unistrut Catalog

Allowable axial (9 ft max); Pall = 1810 lbs

E22

JOB VA West LA PET Rm

JOB NO. 2018-0365 DATE 6/26/18

Demand Capacity Ratio; DCR = P/ Pall = 0.11; < 1.0 OK

Connection; P1843 and ½”Ø channel nut and bolt

Source of Capacities; Unistrut Catalog

Allowable Resistance to Slip; Vall = 1500 lbs

Demand Capacity Ratio; DCR = P/ Vall = 0.13; < 1.0 OK

Check Braces Attachment to Deck

DFactor = 1.2 + 0.2*Sds = 1.497; EFactor = Ω0 = 2.0

Lateral Load to Braces; Fp = EFactor*Fp*Wp/NB = 284 lb

Shear Demand; V = Fp = 284 lb

Tension Demand; T = Fp/tan(30) = 491 lb

Determine capacity of 3/8"Ø Hilti KB-TZ w/ 3 1/4" embed into underside of deck

Concrete Properties; f’c = 3000 psi

Check Static Steel Strength in Tension

Effective tensile stress area per Table 3 ICC report; AseN = 0.101 in

Min spec ult strength per Table 3 ICC report; futa = 106000 psi

Nomial Static Steel Tesnion Strength; Nsa = AseN * futa = 10706 lb

Reduction Factor; φsa = 0.65

Check Static Concrete Breakout Strength in Tension

Not applicable b/c installed in soffit of concrete over metal deck

Check Static Pullout Strength in Tension

Pullout Resistance per Table 5 ICC report; Npdeckcr = 2620 lb

Nominal pullout strength; Npf’c = Npdeckcr *(f’c/(3000 psi)) 0.5

= 2620 lb

Reduction Factor; φeq = 0.65

Controlling Tension Capacity; φT = 0.75*min(Nsa*φsa, Npf’c*φeq) = 1277 lb

Check Static Steel Shear Capacity

Nominal Shear Strength per Table 5 ICC report; Vsaeq = 3945 lb

Reduction Factor; φsaeq = 0.65

Check Static Concrete Breakout Strength in Shear

Check Static Concrete Pryout Strength in Shear

Controlling Shear Capacity; φV = 0.75*Vsaeq*φsaeq = 1923 lb

Demand Capacity Ratio; T/φT = 0.38

V/φV = 0.15

DCR = T/φT + V/φV = 0.53; < 1.0 OK

Check Threaded Rods Attachment to Deck

Additional Axial Load from Brace; PB = Fp/tan(30) = 491 lb

Threaded Rod Tension Demand

Tmax = (EFactor*Fp* Wp*Hcg + (DFactor*Wp+EFactor*Fv*Wp)*e)/(2*B) + (DFactor*Wp+EFactor*Fv*Wp)/4 + PB = 1161 lb

Demand Capacity Ratio; DCR = Tmax /φT = 0.91; < 1.0 OK

E23

STRUCTURAL

NOT

ENGINEER

OF RECORD

STRUCTURAL

NOT

ENGINEER

OF RECORD

EQUIPMENT ANCHORAGE & SEISMIC ENGINEERING

E24

FOR REFERENCE ONLY

EQUIPMENT ANCHORAGE & SEISMIC ENGINEERING

ɸ ɸ

E25

WEST LOS ANGELES VAMC

1804376

A-101ATTENTION:

R E

F E

R E

N C

E

D

O C

U M

E N

T

N

O T

F

O R

C

N

S T R

U C

T I

N

A1

A-102ATTENTION:

R E

F E

R E

N C

E

D

O C

U M

E N

T

N

O T

F

N

S T R

U C

T I

A2

S-101ATTENTION:

R E

F E

R E

N C

E

D

O C

U M

E N

T

N

O T

F

N

S T R

U C

T I

A3

S-102ATTENTION:

R E

F E

R E

N C

E

D

O C

U M

E N

T

N

O T

F

N

S T R

U C

T I

A4 injector plate

S-501ATTENTION:

R E

F E

R E

N C

E

D

O C

U M

E N

T

N

O T

F

N

S T R

U C

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A5

E-101ATTENTION:

R E

F E

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N C

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A6

E-102ATTENTION:

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A7

E-501ATTENTION:

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A8

M-101ATTENTION:

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A9

M-501ATTENTION:

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A10

Section 5:

Response to Review Comments

VA Comment A/E Response Drawing AE101 Sheet Note 6

(SEE NOTE 33) please change to (SEE NOTE 28) We will revise note.

Drawing AE101 Sheet Note 16

“NEW CT SCANNER EQUIPMENT PROVIDE AND

INSTALLED BY SIEMENS UON – SEE SIEMENS

REFERNCE DOCUMENTS”

Change to “NEW CT SCANNER EQUIPMENT –

REFER TO SIEMENS REFERENCE DOCUMENTS

FOR ALL WORK TO BE COMPLETED BY THE

CONTRACTOR.”

We will revise note.

Drawing AE101 Flooring in room

Does it need to be removed? Yes.

Drawing P101- Sheet Note 9

“PROVIDE AND INSTALL WATER TUBING INSIDE

THE 3”O PIPES SEE 7/P501” Need to be careful with assumptions.

Change to “PROVIDE AND INSTALL WATER TUBING

– REFER TO SIEMENS REFERENCE DOCUMENTS

FOR ALL WORK TO BE COMPLETED BY THE

Note corrected

Drawing M101 Detail 1

Change “Unit to be removed by others” to “Unit to be removed by the contractor”.

Drawing M101 Sheet Note 3 add “ REFER TO SIEMENS REFERENCE

DOCUMENTS FOR ALL WORK TO BE COMPLETED

BY THE

CONTRACTOR.” What is the size of the new concrete pad to service the equipment, no dimensions?

Dimensions added and noted

Drawing M102 Sheet Note 1

“SEE DETAIL 9/M501” Detail 9 not provided think this is 7.

Reference corrected

Sheet Note 3

“SUPPLY DUCT TO ROOM 0074” Think this is 0075. Room numbers not shown

Sheet Note 8

“SUPPLY DUCT TO ROOMs 0069 and 0071…” These room numbers do not exist.

What are the room numbers across the corridor?

These are the numbers on the existing drawings we received

Drawing EP101 Sheet Notes 2 and 3

Change “VA will install the Nurse Call station Intercom” to “Contractor will install Nurse Call station Intercom”

Per meeting minutes dated 11-15-18 (Item 12) VA just wants a switchbox and a ¾” conduit above the ceiling. The VA will take care of the rest.

Drawing EP103 Detail 1

Change “Unit to be removed by others” to “Unit to be removed by the contractor”.

Deleted text. Already shown in mechanical drawings.

Drawing EP103 Detail 1

“THIS IS LOCATED IN BASEMENT NW AREA.” Need to show the location or approximate distance run

Location indicated.

Detail 2

PNL BXR4 - There is no panel BXR4

There is a Panel BXR4 in the sub-basement (pipe basement) north east right by grids 5 and E.1.

Detail 2

Delete “.. WITH SIEMENS SUPPLIED CABLE” and

“.PROVIDED BY SIEMENS (INSTALLED BY THE

CONTRACTOR”.

Text revised.

Need to add Sheet Note 6 “CONTRACTOR SHALL

INSTALL OUT DOOR UNIT ON NEW CONCRETE

PAD - “ REFER TO SIEMENS

REFERENCE DOCUMENTS FOR ALL WORK TO BE

COMPLETED BY THE CONTRACTOR AND THE

STRUTURAL DRAWINGS.”

Covered by mechanical drawings.

Drawing EP701

CONDUI…