form 1 certificate of seismic performance level uc ... · los angeles, california july 30, 2018...

Campus: U.C.L.A. Building Name: Nimoy Theater CAAN ID: Auxiliary Building ID: Date: 06/27/2019

This Form 1 (March 26, 2019) is to be used in connection with Guidebook, Version 1.3, Section III.A.3.c-g

FORM 1 CERTIFICATE OF SEISMIC PERFORMANCE LEVEL

UC-Designed & Constructed FacilityCampus-Acquired or Leased Facility

BUILDING DATA Building Name: Nimoy Theater Address: 1262 Westwood Boulevard Site location coordinates: Latitude 34.057920 Longitudinal -118.442878

UCOP SEISMIC PERFORMANCE LEVEL (OR “RATING”): VI

ASCE 41-17 Model Building Type: a. Longitudinal Direction: RM1: Reinforced Masonry Walls with Flexible Diaphragmsb. Transverse Direction: RM1: Reinforced Masonry Walls with Flexible Diaphragms

Gross Square Footage: 7,500 Number of stories above grade: 1 Number of basement stories below grade: 0

Year Original Building was Constructed: 1940 Original Building Design Code & Year: 1937 UBC (Assumed) Retrofit Building Design Code & Code (if applicable): N/A

SITE INFORMATION Site Class: D Basis: Assumed Geologic Hazards: Fault Rupture: No Basis: Beverly Hills EZRIM Liquefaction: No Basis: Beverly Hills EZRIM Landslide: No Basis: Beverly Hills EZRIM

ATTACHMENT Original Structural Drawings: Seismic Evaluation: Seismic Evaluation of UCLAN-Crest Theater, Nabih Youssef Associates, June 29, 2018,

ASCE 41/Tier 3) Retrofit Structural Drawings:

Campus: U.C.L.A. Building Name: Nimoy Theater CAAN ID: Auxiliary Building ID: Date: 06/27/2019

This Form 1 (March 26, 2019) is to be used in connection with Guidebook, Version 1.3, Section III.A.3.c-g

CERTIFICATION & PRESUMPTIVE RATING VERIFICATION STATEMENT

I, Nabih Youssef, a California-licensed structural engineer, am responsible for the completion of this certificate, and I have no ownership interest in the property identified above. My scope of review to support the completion of this certificate included both of the following (“No” responses must include an explanation):

a) the review of structural drawings indicating that they are as-built or record drawings, or that theyotherwise are the basis for the construction of the building: Yes No

b) visiting the building to verify the observable existing conditions are reasonably consistent withthose shown on the structural drawings: Yes No

Based on my review, I have verified that the UCOP Seismic Performance Level (SPL) is presumptively permitted by the following UC Seismic Program Guidebook provision (choose one of the following):

1) Contract documents indicate that the original design and construction of the aforementionedbuilding is in accordance with the benchmark design code year (or later) building code seismic designprovisions for UBC or IBC listed in Table 1 below.

2) The existing SPL rating is based on an acceptable basis of seismic evaluation completed in 2006 orlater.

3) Contract documents indicate that a comprehensive1 building seismic retrofit design was fully-constructed with an engineered design based on the 1997 UBC/1998 or later CBC, and (choose one ofthe following):

the retrofit project was completed by the UC campus. Further, the design was based on groundmotion parameters, at a minimum, corresponding to BSE-1E (or BSE-R) and BSE-2E (or BSE-C) asdefined in ASCE 41, or the full design basis ground motion required in the 1997 UBC/1998 CBC orlater for EXISTING buildings, and is presumptively assigned an SPL rating of IV.

the retrofit project was completed by the UC campus. Further, the design was based on groundmotion parameters, at a minimum, corresponding to BSE-1 (or BSE-1N) and BSE-2 (or BSE-2N) asdefined in ASCE 41, or the full design basis ground motion required in the 1997 UBC/1998 or laterCBC for NEW buildings, and is presumptively assigned an SPL rating of III.

the retrofit project was not completed by the UC campus following UC policies, and ispresumptively assigned an SPL rating of IV.

1 A comprehensive retrofit addresses the entire building structural system as indicated by the associated seismic evaluation, as opposed to addressing selective portions of the structural system.

Campus: U.C.L.A. Building Name: Nimoy Theater CAAN ID: Auxiliary Building ID:

SEISMIC EVALUATION

of

UCLAN-Crest Theatre - Westwood1262 Westwood Boulevard

Los Angeles, CA

Prepared for:

UCLA Real Estate10920 Wilshire Boulevard, Suite 810

Los Angeles, CA

Prepared by:

Nabih Youssef AssociatesStructural Engineers

550 South Hope Street, Suite 1700Los Angeles, California 90071

NYA Job #18140.00July 30, 2018

UCLAN-Crest Theatre - Westwood Seismic EvaluationLos Angeles, California July 30, 2018

Nabih Youssef Associates • Structural Engineers

TABLE OF CONTENTS

0 . 0 E X E C U T I V E S U M M A R Y

1 . 0 I N T R O D U C T I O N1 . 1 General1 . 2 Evaluation References

2 . 0 B U I L D I N G D E S C R I P T I O N2 . 1 General2 . 2 Gravity System2 . 3 Lateral System

3 . 0 F I E L D O B S E R V A T I O N S3 . 1 General3 . 2 Structural Observations3 . 3 Nonstructural Observations3 . 4 Field Investigation

4 . 0 G E O L O G I C S I T E H A Z A R D S4 . 1 Geologic Hazard

5 . 0 B U I L D I N G P E R F O R M A N C E I N E A R T H Q U A K E S5 . 1 Evaluation Criteria5 . 2 Seismic Hazard5 . 3 Analysis and Evaluation5 . 4 Evaluation of Building Performance

6 . 0 R E C O M M E N D A T I O N S6 . 1 Recommended Strengthening Scheme

APPENDIX A – Photos

APPENDIX B – Field Investigation Report


Nabih Youssef Associates • Structural Engineers Page 0-1

0 . 0 E X E C U T I V E S U M M A R Y

This report presents the results of the seismic evaluation of the Crest Theatre located at 1262 Westwood Boulevard in Los Angeles, California. The building was evaluated to the seismic performance objective of substantial life safety in accordance with the University of California (UC) Seismic Safety Policy requirements for acquisitions by purchase.

The UCLAN-Crest Theatre is a single-story theatre building with a partial second floor over the lobby. The building was constructed in 1940 and likely designed to the 1937 edition of the Uniform Building Code (UBC). It does not appear that this building has been seismically strengthened since its construction although there have been architectural modifications throughout the years.

The building is rectangular in-plan. The partial 2nd floor is constructed over the entry lobby. The roof framing consists of wood trusses spanning the width of the building. The trusses support wood rafters, which in turn support horizontal straight sheathing. The roof trusses are supported by pilasters along the exterior reinforced masonry walls. Shallow foundations support the pilasters and exterior walls.

The UC Seismic Safety Policy requires buildings acquired by purchase to have an earthquake damageability of Level IV or better. The policy allows the purchase of buildings with seismic performance level below IV with restrictions on occupancy and requirements for seismic rehabilitation.

The expected seismic performance of the building was determined by observations made during a limited site review of the building, review of structural drawings, review of field investigation results, evaluation following the procedures of ASCE 41, and a general seismic hazard analysis for the region.

It is noted that the available drawings are of poor quality and significant portions are illegible. Material properties, member sizes, configuration and construction was assumed for the evaluation based on the drawings, vintage and type of construction, and require field verification. The results of the material testing and field investigation is not expected to significantly affect the results of the evaluation and proposed strengthening.

The results of the analysis indicate that the UCLAN-Crest Theatre does not satisfy the requirements for UC seismic rating level IV. The current seismic performance is rated level VI.The recommended seismic strengthening scheme to achieve a UC seismic rating Level IV consists of:

• Strengthen the roof diaphragm from above with plywood overlay and supplemental blocking, or from inside the attic space with plywood underlay or steel framed horizontal truss.

• Strengthen roof diaphragm to masonry or concrete wall shear connection. • Re-tension existing horizontal rod braces between the bottom chords of the

wood trusses.• Add new out-of-plane wall anchors connecting the masonry walls to the roof

diaphragm; 3 per bay.



• Strengthen the existing transverse shear walls and foundations at the west (entry) side of the building. FRP or a 4” shotcrete layer can be applied against the existing wall. Alternatively, a new 8” concrete wall and 4’-0” W x 2’-6” D continuous foundation can be added against the wall separating the lobby and the theatre.

• Additional in-plane and out-of-plane steel bracing of the existing marquee blade sign above the roof on three sides.



1 . 0 I N T R O D U C T I O N

1 . 1 General

This report presents the results of the seismic evaluation of the Crest Theatre located at 1262 Westwood Boulevard in Los Angeles, California. Figure 1.1 shows a vicinity map of the site.

Figure 1.1 - Vicinity map

The evaluation was performed in accordance with University of California Seismic Safety Policy requirements, dated May 19, 2017. The expected seismic performance of the building was determined by a limited site review of the building, review of structural drawings, evaluation following the procedures of ASCE 41, review of field investigation results, and a general seismic hazard analysis for the region.

A description of the construction of the building is provided in Section 2. Observations from the site visit are provided in Section 3. Geologic hazards are discussed in Section 4. Evaluation criteria, analysis assumptions, and summary of analytical results are discussed in Section 5. Recommendations to improve seismic performance are provided in Section 6.

1 . 2 Evaluation References

The following documents and available information were reviewed:

Project Site



• Limited architectural drawings for “Theatre Building” as prepared by Architect Arthur W. Hawes, dated March 4, 1940.

• Limited structural calculations and drawings for the wood roof trusses as prepared by Summerbell Roof Truss Co., dated March 11, 1940.

• Limited architectural drawings for the UCLAN Theatre Remodel as prepared by C.A. Balch Architect and dated 1952.

• http://Zimas.lacity.org• Seismic Evaluation and Retrofit of Existing Buildings, American Society of Civil

Engineers, 41-13, 2013.• 2016 California Existing Building Code California Code of Regulations, Title 24, Part

10, California Building Standards Commission, 2017.• University of California, Seismic Safety Policy, January 9, 2017.• State of California Seismic Hazard Zone, Beverly Hills Quadrangle, County of Los

Angeles, March 25, 1999.• Results from on-site exploration coordinated by Totum Corporation in July 2018.



2 . 0 B U I L D I N G D E S C R I P T I O N

2 . 1 General

The UCLAN-Crest Theatre in Westwood is a single-story theatre building with a partial second floor over the lobby. The building was constructed in 1940 and likely designed to the 1937 edition of the Uniform Building Code (UBC). It does not appear that this building has been seismically strengthened since its construction although there have been some architectural remodels throughout the years.

The building is rectangular in-plan with overall dimensions of approximately 159’-9” by 50’-0”. The 2nd floor is a partial floor occurring over the entry lobby. The floor-to-floor height of the typical floor is 27’-0”. The 2nd floor has a floor-to-floor height of 12’-0”.Figure 2.1 shows an aerial view of the building.

Figure 2.1 – Aerial view of building

The description of the gravity and lateral system is based on the review of the available structural drawing, observations made during our site visit and results of limited field investigation. The available drawings are of poor quality and significant portions are illegible.

Crest Theatre



2 . 2 Gravity System

• The roof is constructed of horizontal wood decking spanning between roof rafters.

• 2x10 wood rafters support the roof decking and span between heavy timber wood bow trusses. Figure 2.2 depicts the original structural roof framing plan of the building.

• The wood roof trusses span 50’-0” between exterior masonry walls and are supported on masonry pilasters.

• A steel framed grid consisting of steel I-beams and diagonal tension rods exists above the ceiling plane of the theatre.

• The second floor framing is constructed of wood sheathing spanning to 3x wood floor joists, supported by interior beams or bearing walls.

• The exterior walls are constructed of reinforced masonry and reinforced poured-in-place concrete. Based on field verification and review of the available drawings the wall construction is:

o North and south (longitudinal) walls are 8” thick red brick masonry and reinforced with #4 bars spaced at 16” on center vertically and 19” on center horizontally. A poured-in-place concrete bond beam exists at the roof line.

o The east (rear) wall is constructed of 11” thick poured-in-place concrete up to a height of approximately 8’-0”, and 9” thick reinforced brick above with a concrete bond beam at the roof line.

• The drawings appear to show two wall piers along the west elevation of the building. Figure 2.3 shows the first floor framing plan of the building with these piers indicated. The existence and construction of these walls could not be verified during the field investigation (architectural finishes need to be removed to expose the structure). It is assumed that these walls are 12’-0” long, and are constructed of reinforced concrete.

• The foundation system consists of continuous shallow wall footings at the perimeter of the building and isolated pad footings at interior posts and pilasters.

2 . 3 Lateral System

• The 1x wood sheathing acts as a structural diaphragm at the curved roof to transfer seismic forces to perimeter reinforced masonry shear walls and perimeter concrete pier-spandrel frames. Figures 2.4 and 2.5 depict the shear and out-of-plane wall anchorage connection detail at the top of the walls.

• Horizontal steel rod bracing at the top of the masonry walls act as a structural diaphragm. Figure 2.6 depicts the typical bottom chord and rod connection to the exterior masonry wall.

• The exterior reinforced masonry and concrete walls provide the primary lateral resistance for the building and are continuous to the foundations.



Figure 2.2 – Roof Framing Plan

Figure 2.3 – First Floor Framing Plan

Figure 2.4 – Detail of typical out-of-plane wall anchors

Figure 2.5 – Detail of typical out-of-plane wall anchors



Figure 2.6 – Truss to Wall Connection



3 . 0 F I E L D O B S E R V A T I O N S

3 . 1 General

A site visit was made on May 29, 2018. The majority of the structural components was covered and was not visually observable. Observation was limited to the visible areas of the structure at the Main Entry Lobby, Theatre Area, Backstage Area, Mezzanine, Roof, Attic Space, and Exterior of the building.

3 . 2 Structural Observations

• In general, the building appeared to be in good condition; there were no signs of significant structural cracking, spalling or deterioration of the structural framing.

• No permanent offset of the building that would indicate structural distress was observed.

• The main longitudinal exterior walls were confirmed to be constructed out of masonry.

• There does not appear to be an adequate seismic separation between the theatre building and each adjacent building. • Along storefront side, the separation is approximately 1” to 2”• Along the backside of the building, the separation is approximately 0” to 2”.

• The mezzanine floor system appeared to be constructed with both wood and concrete framed floor systems.

• Stairs up to the mezzanine appeared to be wood framed.• The curved roof diaphragm is constructed with straight sheathing.• Main roof wood trusses were observed along with horizontal steel rod bracing.• Roof trusses appeared to be anchored to perimeter masonry walls.• We were unable to confirm the construction materials along the storefront side of

the building or at the wall between the lobby and the theatre.

3 . 3 Nonstructural Observations

• No potential falling hazards that pose a life-safety threat to building occupants were observed in occupied or common areas within the buildings.

• Main theatre marquee signage framing was observed from the roof and found to be constructed with light steel angles.

3 . 4 Field Investigation

A limited field investigation plan was developed to verify wall construction and thickness, reinforcing spacing, and connection details. Field investigation was performed by Integrated Quality Services, Inc. and Koury Engineering & Testing, Inc. Investigation was limited to nondestructive methods and visual observation given restrictions on accessibility and removal of finishes. Results of the investigation are provided in Appendix B.• Thickness of the north, south and east perimeter walls was measured.



• The east wall was scanned to determine the reinforcement spacing.• Two concrete core samples were extracted from the east wall for compressive

testing. Results from these tests were not available at the time of this writing.• The wall separating the lobby area from the theater was visually observed to be of

wood construction.• The roof and floor diaphragm to wall connections could not be observed.



4 . 0 G E O L O G I C S I T E H A Z A R D S

4.1 Geologic Hazard

The likelihood of earthquake-induced site failure is discussed below. An extensive report on the seismic hazards for this area has been published in Seismic Hazard Report for the Beverly Hills 7.5-Minute Quadrangle, Los Angeles County. Refer to figure 4.1.

4.1.1 Ground Fault Rupture

Ground fault rupture is the direct manifestation of the movement along a fault, projected to the ground surface. It consists of a concentrated, permanent deformation of the ground surface, which in major earthquakes can extend many miles along the trace of the fault. This deformation can be in either horizontal and/or vertical direction. A ground-surface rupture involving more than a few inches of movement within a concentrated area can result in major damage to structures that cross it.

The subject building is not located in an area subject to the jurisdiction of the Alquist-Priolo Special Studies Zone Act (this Act prohibits the location of most structures for human occupancy across the traces of active faults and thereby mitigates the hazard of fault rupture). The closest identified active fault to the site is the Santa Monica fault, which is approximately 0.4 mile away. The potential for ground surface rupture is low.

4.1.2 Landsliding

A landslide is the downhill movement of masses of earth under the force of gravity. Earthquakes can trigger landslides in areas that are already landslide prone. Landslides are most common on slopes of more than 15 degrees and can generally be anticipated along the edges of mesas and on slopes adjacent to drainage courses.

The subject building is located on a relatively flat piece of land and examination of the Beverly Hills Seismic Hazard Zone Map indicates that the site is not located in an area recognized by the State of California where historic occurrence of landslide movement, or local topographic, geological, geotechnical and subsurface water conditions indicate a potential for permanent ground displacement. Therefore, the potential for landsliding is very low.

4.1.3 Liquefaction

Liquefaction is the sudden loss of bearing strength that can occur when saturated, cohesionless soils (sands and silts) are strongly and repetitively vibrated. Damage from liquefaction results primarily from horizontal and vertical displacement of the ground. These displacements occur because sand/water mixtures in a liquefied condition have virtually no strength and provide little or no resistance to compaction, lateral spreading, or down slope movement. This movement of the land surface can damage buildings, and buried utilities, such as gas mains, water lines and sewers, particularly at their connection to the building.

No geotechnical report was available for the property. Examination of the Beverly Hills Quadrangle Seismic Hazard Zone Map indicates that the site is not located in an area recognized by the State of California where historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions indicate a potential



for permanent ground displacement. These maps are intended to identify sites where geotechnical investigations for new construction are required to address the liquefaction hazard and recommend appropriate mitigation measures. Thus, the liquefaction hazard at the site is considered low.

Figure 4.1 – Beverly Hills Seismic Hazard Zone Map



5 . 0 B U I L D I N G P E R F O R M A N C E I N E A R T H Q U A K E S

5 . 1 Evaluation Criteria

The University of California (UC) policy requires that all buildings considered for purchase must be evaluated for the ability to meet a seismic performance objective of substantial life safety... As such, the UC Seismic Safety Policy requires buildings acquired by purchase to have an earthquake damageability of Level II, IV or better. The University may purchase a building rated at Performance Level V or VI provided that the facility is unoccupied at the time of title transfer and remains unoccupied until a seismic retrofit to bring the facility to a Performance Level of II or IV is completed.

By definition, Level IV seismic performance is equivalent to the performance of Occupancy Category I-III for existing buildings as established in Chapter 3 of the 2016 Existing California Building Code (ECBC). The ECBC, uses by reference, the methodology and procedures of ASCE 41, Seismic Evaluation and Retrofit of Existing Buildings. ASCE 41 is a national standard for the seismic evaluation and retrofit of existing buildings.

The building was evaluated in accordance with Section 317 of the 2016 ECBC with modified earthquake hazard levels per the UC Seismic Safety Policy. A two-tier evaluation, as described in ASCE 41-13, was performed using the performance criteria specified in Table 317.5 for Occupancy Categories I-III. The criteria used are presented in Table 5.1.

Table 5.1 Seismic Performance Criteria for Seismic Rating IV

Evaluation Tier

Earthquake Hazard Level

Structural Performance Level

Nonstructural Performance Level

1 BSE-1E (20/50 – 225 yr) Life Safety (S-3) Life Safety (N-C)

2 BSE-2E (5/50 – 975 yr) Collapse Prevention (S-5) Collapse Prevention (N-D)

5 . 2 Seismic Hazard

The response acceleration parameters for the BSE-1E and BSE-2E earthquake hazard level from USGS, adjusted for the site soil conditions, are:

Earthquake Hazard Level SXS SX1

BSE-1E (20/50 – 225 yr) 0.93g 0.52gBSE-2E (5/50 – 975 yr) 1.61g 0.86g

5 . 3 Analysis and Evaluation

The Tier 3 procedure of ASCE 41 was used to evaluate the seismic performance of the UCLAN-Crest Theatre building.

The floor and roof levels were assumed to act as a flexible diaphragm, as is typical for wood roofs. The self-weight of the structural members was included in the analysis.



5 . 4 Evaluation of Building Performance

A linear static analysis was performed to determine the story seismic shear distribution on the primary lateral force resisting elements including the floor/roof diaphragms, the exterior walls, and foundations.

It is noted that information on material properties, sizes of the existing bottom chord trusses and wall-to-roof connections were not available. Typical values were assumed for the evaluation based on the vintage and type of construction and require verification. In addition, the existence and construction of the two wall piers along the west elevation of the building also require verification.

The following is a summary of the results of the analysis:

• The in-plane shear stresses and out-of-plane flexural strength of the north and south (longitudinal) reinforced masonry walls are acceptable.

• The in-plane shear stresses and out-of-plane flexural strength of the east (rear) wall are acceptable.

• The west (front) walls are overstressed in flexure, but have adequate strength to resist in-plane shear and out-of-plane seismic forces.

• The curved horizontal sheathed roof diaphragm is overstressed. • The out-of-plane wall anchors connecting the top of the masonry wall and the

roof diaphragm are inadequate.• Sagging/loose horizontal rod braces provide inadequate stiffness and require re-

tensioning. • Potential falling hazards of non-primary structural elements including the

parapet wall and Marque Blade Sign above the roof were evaluated following the procedures of ASCE 41. Based on review of the as-built drawings, the structural support of the vertical blade sign consists of a vertical steel truss cast in concrete. Due to the excessive weight of the concrete element, the support framing of the blade sign is deficient.

The results of the analysis indicate that the UCLAN-Crest Theatre does not satisfy the requirements for UC seismic rating level IV. The current seismic performance rating is VI. The proposed seismic strengthening as described in section 6.0 if implemented allows the building to achieve a UC seismic rating of IV.



6 . 0 R E C O M M E N D A T I O N S

The evaluation of the UCLAN-Crest Theatre identified deficiencies in the structural system as described in Section 5.

A conceptual seismic strengthening scheme was developed to address the identified deficiencies and improve the building performance to UC seismic rating level IV. A description of the proposed strengthening scheme and analyses is provided in the following section.

6 . 1 Recommended Strengthening Scheme

The recommended seismic strengthening scheme to achieve a UC seismic rating Level IV consists of:

• Strengthen the roof diaphragm from above with plywood overlay and supplemental blocking, or from inside the attic space with plywood underlay or steel framed horizontal truss.

• Strengthen roof diaphragm to masonry or concrete wall shear connection. See Figure 6.2 and Figure 6.4 for conceptual details.

• Re-tension existing horizontal rod braces between the bottom chords of the wood trusses.

• Add new out-of-plane wall anchors connecting the masonry walls to the roof diaphragm; 3 per bay. See Figure 6.2 and Figure 6.3 for conceptual details.

• Strengthen the existing transverse shear walls and foundations at the west (entry) side of the building. FRP or a 4” shotcrete layer can be applied against the existing wall. Alternatively, a new 8” concrete wall and 4’-0” W x 2’-6” D continuous foundation can be added against the wall separating the lobby and the theatre.

• Additional in-plane and out-of-plane steel bracing of the existing marquee blade sign above the roof on three sides. See Figure 6.5 for conceptual bracing layout.

Figure 6.1 shows a roof plan identifying the proposed strengthening scheme as described above.

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Nabih Youssef Associates • Structural Engineers Page A-1

APPENDIX A – Photos



Photo 1 – West Elevation (Westwood Boulevard)

Photo 2 – Northeast Elevation



Photo 3 – Southeast Elevation

Photo 4 - South Elevation



Photo 5 – Reinforced Masonry Wall

Photo 6 – Wood 2nd Floor



Photo 7 – Roof Bow Truss

Photo 8 – Truss to Masonry Wall Connection



Photo 9 – Steel Framing with Rod Bracing

Photo 10 – Roof Mounted HVAC Units



Photo 11 – Steel Support Framing for Marquee Blade Sign


Nabih Youssef Associates • Structural Engineers Page B-1

APPENDIX B – Field Investigation Reports

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ENTRANCE

LOBBY

CONCESSION

TICKETING

MEN'SBATHROOM

STORAGEWOMEN'SBATHROOM

VESTIBULE

TEMPORARYSTAGE

STAGE

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STAGEACCESSRIGHT

STAGEACCESSLEFT

GREEN ROOM / STORAGE

NON-ACCESSIBLE AREA

BACKSTAGEACCESSRIGHT

BACKSTAGEACCESSLEFT

STORAGE / MECHANICAL?

2nd flooraccess

STORAGE

STORAGE

VESTIBULE

50'-0"

162'

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154'

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18'-10 1/2"

20'-3"5'-8 1/2"5'-2 1/2"

46'-9 1/2"

35'-3"

89'-8

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32'-2 1/2"

7'-1 3/4"

7'-4 1/2"

10'-6

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6'-10 3/4"

3'-8

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4'-6

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4'-6

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5'-6"5'-6"

20'-0"

10'-1

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35'-6 1/2"

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50'-7 3/4"

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Project No.

www.kouryengineering.com FORM FR-20003 0 / /20

AGENCY

charge will be applied. Please verify Q.C. Checklist.

Approved byProject Superintendent

the inspector is called to a project and no work is performed a two hour minimumAll inspections based on a minimum of 4 hours and over 4 hours - 8 hours minimum. If

Shotcrete

REG. HOURS

REQUIRED

Project Name Permit No.

Architect

Issued By

Inspector's Name

Material Description (type, grade, source, etc.)

Subcontractor

Contractor

Engineer

Project Address City

SIGNATURE OF REGISTERED INSPECTOR

APPROVED DOCUMENTS

CONTINUED ON NEXT PAGECERTIFICATION OF COMPLIANCEALL WORK LISTED ABOVE WAS INSPECTED AS REQUIRED BY

TIME IN TIME OUT

CC: Architect, Engineer, Building Official

SPECIALTY NO

INSPECTION TYPE OF Reinforced Concrete

Prestressed ConcreteReinforced Masonry

REGISTERED INSPECTOR'S DAILY REPORTStructural Steel Fire Proofing

Quality ControlDrilled In AnchorsOther

INSPECTION SUMMARY-

CHECKED PERMIT

ETC. INCLUDE INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER & TYPE OFLOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS,

TEST PERFORMED PER SPECS.QUALITY CONTROL

CHECKLIST

CHECKED IN WITH CITY REVIEWED APPROVED PLAN

REVIEWED SPECIFICATIONS CORRECT NO. OF SAMPLES

OF

ON TIME TO JOB

OTHER:SAMPLES STORED SAFELYREVIEWED PREVIOUS REPORTS

WORK COMPLIES WITH

CALLED IN SAMPLES FOR PICKUP

ALL DEFICIENCIES NOTED

PAGE

O.T. HOURSTHE APPROVED PLAN, SPECIFICATIONS, AND GOVERNING CODEWORK DOES NOT COMPLY

SAMPLES

TEST SAMPLES TAKEN, STRUCTURAL CONNECTIONS (WELDS MADE, BOLTS TORQUED) CHECKED, ETC.

TESTS PERFORMEDTYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES

(24 Hour) Cell: (310) 713-4005Office: (909) 606-6111

Fax: (909) 606-6555

14280 EUCLID AVENUECHINO, CA 91710

KOURY ENGINEERING

Date7/13/18

18-0731

Investigation

Los Angeles1262 Westwood Blvd.

Crest Theater Project

Existing Red Brick Building

Nabih Youssef

Mike Boice

On Site @ 8:00 am. Met with Greg of UCLA and Pat Lappin of Totum Consulting

Checked Wall thickness of North and South Brick Walls - approximately 8" thickness

Cored two locations on East(rear) Concrete wall for compression

East(rear) Concrete wall is approximately 11" thick and coring location.

Observed wall behind concession stand from ground level to upper second floor to be wood framed. Access very

limited with non-destructive methods. Wall terminates before crawl space above second floor offices.

Was unable to see wall connection according to Detail "A" and "B"

Rebar Spacing on East(rear) Wall is approximately 16" o.c. vertical and 19" o.c. Horizontal @ location of coring.

8:00 am 11:30 am 4.0

Integrated Quality Services1236 W. Brooks Street Pg ofOntario, CA 91762 Date:Ph: (909) 988-4054 IQS W/O #:Fax: (909) 988-2356

CUSTOMER:RADIOGRAPHIC INSPECTION REPORT ADDRESS:

P/O WELD MAT'L.:P/N I.Q.I. MAT'L.:J/N QUALITY LEVEL:S/N

PROCEDURE:

SPECIFICATON:

REMARKS:ACCEPTANCE:

INSPECTOR: LEVEL:

Form IQS-RT-F001 Rev. 3

MA FOCAL SPOT

DIA X LENGTH.

CURIES TIME

KV

MIN DENSITY MAX DENSITY

AUTO

MANUAL

SINGLE

DOUBLE

IQI N

O. &

LO

CAT

ION

AC

CEP

T

REJ

ECT

FILM PROC. FILM TECH

XRAY

Ug P.B. SCREENS

FILM TYPE FILM SIZE

FILM

INTE

RVA

L

SOU

RC

E TO

OBJ

ECT

MAT

'L T

HIC

KNES

S

REI

NFO

RC

EMEN

T TH

ICKN

ESS

WEL

D T

HIC

KNES

S

SHIM

TH

ICKN

ESS

SLAG

POR

OSI

TY

CR

ACK

LAC

K O

F PE

N

LAC

K O

F FU

SIO

N

UN

DER

CU

T

INC

LUSI

ON

S

LIN

EAR

IND

.

SUR

FAC

E IN

D.

FILM

AR

TIFA

CT

OTH

ER

ISOTOPE

1 1

07/12/2018

Q18-02923

Totum Consulting

1262 Westwood blvd

Westwood Ca 90025

Q18-02923

N/A

N/A

Concrete

N/A

N/A

Location 1 1 32" 8" - - - -

Location 2 2 32" 13" - - - -

Location 3 3 32" 8" - - - -

.106" x .118"

<.020

IR 192

79.8 81 min

- -

- .159

.005" x .010"

Location 4 4 32" 13" - - - -

Location 5 5 28" 10" - - - -

Location 6 6 32" 10" - - - -

Location 7 7 32" 9" - - - -

Location 8 8 32" 9 - - - -

Agfa D7 14"x17"

2.0 4.0

PP.A3.100 Rev. 15

ASTM e 94

All areas shall be marked and documented

for customer consideration.

Arthur Garey II

Note : We have been retained to gather information to reduce the risk of striking a structural component or utility . We mark changes in density between the concrete and component contained within the concrete . We recommend staying away from these marked components, with mailing , drilling or coring operations

form 1 certificate of seismic performance level uc ... · los angeles, california july 30, 2018...

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