HomeMy WebLinkAboutXC2023-0166 - Alternative Material & MethodsXGZoZB- OtLet!
CITY OF NEWPORT BEACH RECEIVED BY
COMMUNITY
COMMUNITY DEVELOPMENT DEPARTMENT DEVELOPMENT
BUILDING DIVISION FEB 15 2024
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
CRY OF
NEWPORT EACH
CASE NO.:
�7. 20
REQUEST FOR MODIFICATION TO PROVISIONS
OF TITLE 9 (FIRE CODE) OR TITLE 15 (BUILDING CODE)
OF THE NEWPORT BEACH MUNICIPAL CODE
(See Reverse for Basis for Approval) (Fee $306)
❑X REQUEST FOR ALTERNATE MATERIAL
OR METHOD OF CONSTRUCTION
(See Reverse for Basis for Approval) (Fee $306)
For above requests, complete Sections 1, 2 & 3
below by printing in ink or typing.
JOB ADDRESS:
FOR STAFF USE ONLY
Plan Check # P-11-- - (17�# of Stories t
Occupancy Classification L4
Use of Building �' v�ISU� # of Units
Project Status P14A elkerg
Construction Type ✓B
Verified by 6 S .MK--
No. of Items t
Fee due V 3666
DISTRIBUTION:
Owner ®Plan Check 65
0 Petitioner ❑ Inspector
Fire ❑ Other
PETITIONER:
SITE ADDRESS: 3500 Pacific View Drive Petitioner Joseph B Tinder
(Petitioner to be architect or engineer)
Owner Pacific View Memorial Park Address 1488 Bond St, Suite 100
Address Building Site H - BTS 1 Naperville, IL zip 60563
Corona Del Mar Zip 92625 Daytime Phone (630 ) 357-0540
Daytime Phone ( 949 ) 644-2700
Email: itinderc@larsonencir.com
" 2 REQUEST: Submit plans if necessary to illustrate request. Additional sheets or data maybe attached. 11
3 USTIFICATION/FINDINGS OF EQUIVALENCY: CODE SECTIONS:
ASCE 7-16 Section 15.4-2, CFB CCR
Title 16 Division 23 Article 9 § 2390
ASCE 7-16 Table 15.4-2 includes amusement structures in the same use category as monuments which implies life
safety was considered in the assignment of R=2.0 for monuments. LRFD seismic loads will be calculated using
equivalent lateral force procedure in ASCE 7-16 12.8 (15.1.3). Proposed construction is based on CCR Title 16
Division 23 and physical properties of granite per ASTM C615,
Petitioner's Position Regional Manager
Signature Z�jCA Professional Lic. # C-71837 Date: 2 / 14 / 2 02 4
FOR STAFF USE ONLY
DEPARTMENT ACTION: In accordance with: yy CBC 104.11/CFC 104.9
(Alternate materials & methods)
❑ Concurrence from Fire Code Official is required. ❑ Approved ❑ Disapproved
By: Date
.T- lessen any fire protection requirements.
Request (DOEStDOELSN9"i}lessen
Request (DOES the structural integrity
❑ CBC 104.10/CFC 104.8
(CBC Modification)
❑ Written Comments Attached
The Request is: Granted ❑ Denied (See reverse for appeal information)
❑ Granted (Ratification required)
Conditions of Approval:
CHIEF BUILDING OFFICIAL
Signatu � Position
Print Name f A -C 10-Pa
Date
APPEAL OF DIVISION ACTION TO THE BUILDING BOARD OF APPEALS (See Reverse)
(Signature, statement of owner or applicant, statement of reasons for app a and filing fees are required.)
CASHIER RECEIPT NUMBER: -
L^ �Dt�SS- 26 �—� Forms\modif 08/21/23
2) Request
Seeking approval to utilize an alternate method of construction to those outlined in CBC 2022 for a
private mausoleum structure constructed of solid granite slabs, dowelled together with stainless steel rods,
and supported by a reinforced concrete foundation. We are presenting this structure to be designed under
seismic classification as a monument structure with seismic R value equal to 2.0.
As a Class U structure, the Mausoleum will be rarely occupied which correlates with our engineering
judgement to use the seismic structure classification of a monument per ASCE 7-16 Section 15.4-2.
While the structure does resemble a building, it functions more as a statue with storage. It is our
professional opinion that it would be overly conservative to analyze the structure for a risk that it does not
present. Utilizing a more conservative designation would also lead to excess anchorage which, in our
judgement, presents more of a detriment to the structure's construction than it provides a benefit due to
the additional drilling of the stone that would be required for additional anchorage.
This system and design method using the Monument classification has been previously accepted for
projects at this location.
3) Justification/Findings of Equivalency
Structure works as a simple rigid diaphragm structure, with forces being transferred from roof to walls to
foundation through the use of the steel dowels. Stress in granite members for both gravity and lateral
loads are calculated with LRFD loading and justified with comparison to ASTM C-615, which sets
minimum granite structural properties (see attached), and testing data for anchorage in granite (also
attached).
Anchor strengths are based upon physical testing for both shear and tension that has been performed for
the various anchor sizes used in the design of this mausoleum (see testing agency accreditation
information following). Ultimate shear forces and hold down forces are calculated and are compared to
the testing data using LRFD loading with the applicable n factors applied. Combined forces are analyzed
as similar to the method used to analyze combined forces in concrete per ACI 318 Chapter 17. Minor
components not critical to the function of the main structure are connected with dowels, straps, and slot
anchors (Type 31). These strengths of these anchors are also verified by material testing.
Additionally, the Cemetery and Funeral Bureau California Code of Regulations Title 16. Division 23. sets
forth the allowed use of granite structures for Mausoleum construction. Article 9. §2390 Construction (b)
provides language on "...construction in which all bearing walls, beams, columns, floor slabs, and roof
consists of marble or granite blocks, in solid form, pinned with non -corrosive structural metal pins...".
This section of the CCR document is attached for your reference.
FRONT1-YELEVATION
/S-
II,.lh
I-lI�II.Ih�
�
I�
x INTERIOR ORYPI WALL
sl t/P-w
/i\ REAR ELEVATION
i/BASE r-oQ COURSE PLAN
vn r=
FOUNDATION SECTION
SIA 312 = Y-0"
s FOUNDATION SECTION
CEMETERY& FUNERAL
11 . 1Z E A U
CALIFORNIA CODE OF REGULATIONS
Title 16. Professional and Vocational Regulations
Division 23. Cemetery and Funeral Bureau
NOTICE
This document includes regulations of interest to professionals in the field of
cemetery services.
This document does not contain changes made after March 1, 2016.
Please refer to the Bureau's website (www.cfb.ca.gov) for any proposed
regulatory changes.
For a complete listing of the California Code of Regulations, visit the Office of
Administrative Law's website at www.oal.ca.gov.
cemetery authority has made a sufficient showing of good cause for the waiver or
reduction.
(d) In addition to requesting a hearing to be held pursuant to Chapter 5
(commencing with section 11500) of Part 1 of Division 3 of Title 2 of the Government
Code, the person or entity cited may, within ten (10) days after service of the citation,
notify the bureau chief in writing of the request for an informal office conference
regarding the violations charged in the citation. The time allowed for the request shall
begin the first day after the citation has been served. An informal office conference shall
be in accordance with the procedures delineated in section 2386.5 of this article.
Note: Authority cited., Sections 125.9, 9630, 9631 and 9650.4, Business and Professions Code.
Reference: Section 125.9, Business and Professions Code.
HISTORY
1. New section filed 10-2-96; operative 11-1-96 (Register 96, No. 40).
2. Amendment of subsection (a) filed 6-17-97; operative 7-17-97 (Register 97, No. 25).
3. Change without regulatory effect amending section and Note filed 10-17-2011 pursuant to section 100,
title 1, California Code of Regulations (Register 2011, No. 42).
4. Amendment of section and Note filed 11-24-2015; operative 1-1-2016 (Register 2015, No. 48).
Article 9. Private Mausoleums and Columbariums § 2390
§ 2390. Construction
(a) Private mausoleums and columbariums shall be constructed as allowed in
Section 9600.6 of the Health and Safety Code.
(b) Solid type construction of private mausoleums and columbariums shall also
comply with the methods and standards set forth in Part 5 of the Mausoleum and
Columbarium Law, (commencing with Section 9501 of the Health and Safety Code),
with the exception of Sections 9627, 9632, and 9646, and with the addition of the
following construction methods:
Solid type construction is construction in which all bearing walls, beams, columns,
floor slabs, and roof consists of marble or granite blocks, in solid form, pinned with non-
corrosive structural metal pins as hereinafter described. The foundations and footings
shall be of poured -in -place reinforced concrete designed and constructed in conformity
with the Uniform Building Code. All bearing walls, beams, columns, floor slabs, and roof
shall be constructed in conformity with the requirements set forth in the Uniform Building
Code, except as otherwise provided in this section. Structural members shall be not less
than six inches (6") thick, if of granite construction, and eight inches (8") thick, if of
marble construction. Each structural part shall be properly pinned and anchored to each
other structural part. All vertical joints shall be pinned a maximum of thirty-six inches
(36") on centers, with pins a maximum of eighteen inches (18") from a horizontal joint,
or pinned with one pin per joint section, whichever spacing is smaller. All horizontal
points shall be pinned a maximum of twenty-four inches (24") on centers, or in the case
of wall slabs of width greater than twenty-four inches (24' ), each slab shall be pinned to
roof and floor with at least two pins. No pins shall be closer than four inches (4") to the
corner of a stone. Pins shall be bronze, stainless steel or other non -corrosive structural
metal, at least three -fourths inch (3/4") in diameter and six inches (6") long. Pins shall
be properly grouted in one (1 ") holes drilled to a minimum depth of three inches (3" ),
January 2016 Page 27
except the foundations, where they shall be set in place when the concrete is poured.
Each course shall be properly grouted solid. All joints services shall be properly
roughened to give the binding surfaces a roughness necessary for proper binding. At all
vertical joints there shall be proper cramps at each joint line of a similar non -corrosive
variety. No course shall be less than eighteen inches (18") in height, and thirty-six (36")
in length. The roof stone shall be pinned to the side walls. All joints shall be large
enough to allow for expansion and contraction, and shall be raked at least one-half inch
(1/2") deep, unless constructed of single slabs. Where granite or marble roof is
constructed of more than one piece, and pitch is three inches (3") per twelve inches
(12") or less, up -slope pieces must overlap down -slope pieces by a minimum of eight
inches (8"). For pitches more than three inches (3") to six inches (6") per twelve inches
(12"), this minimum overlap shall be four inches (4"). For a slope steeper than six inches
(6"), this minimum overlap shall be one and one inches (1 1/2"). Where granite or
marble roof stone is level or nearly level, and terminated in a vertical joint on one or
more sides, this vertical joint shall be protected by a superimposed cap, along whose
edge a drainage trough shall be cut in the roof stone of such size and slope as to
prevent moisture from entering the bed joint between roof stone and cap. All interior and
exterior fastenings for hangers, clips, doors, and other objects shall be of copper base
alloy, aluminum, copper, or stainless steel of adequate gauges. All exterior metals used
for doors, window frames, skylights, gutters, downspout, flashing, or in embellishment
shall be of copper, copper -based alloy, aluminum, or stainless steel of gauges
structurally determined.
Note: Authority cited: Sections 102.1 and 9630, Business and Professions Code. Reference: Section
9600.5, Health and Safety Code.
HISTORY
1. New article 9 (section 2390) and section filed 12-6-96; operative 1-5-97 (Register 96, No. 49).
January 2016 Page 28
This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World 'Trade Organization Technical Barriers to Trade FTBT) Committee.
Designation: C615/C615M -18`1
INTLNNATIONA
Standard Specification for
Granite Dimension Stone'
This standard is issued under the fixed desgnauon C615/C615M; the mmmbei immediately following the designation indicates the year
of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval.
A superscript epsilon let indicates an editorial change since the last revision or reapproval.
c' NOTE —Paragraphs 5.1.1 and 5.1.2 were removed editorially in October 2018.
1. Scope
1.1 This specification covets the material characteristics,
physical requirements, and sampling appropriate to the selec-
tion of granite for general building and structural purposes.
Refer to Guides C 1242 and C 1528 for the appropriate selection
and use of granite dimension stone.
1.2 Granite dimension stone shall include stone that is
sawed, cut, split, or otherwise finished or shaped, and shall
specifically exclude molded, cast, or otherwise artificially
aggregated units composed of fragments, crushed and broken
stone.
1.3 The values stated in either Sl units or inch -pound units
are to be regarded separately as standard. The values stated in
each system may not be exact equivalents; therefore, each
system shall be used independently of the other. Combining
values from the two systems may result in non-conformance
with the standard.
1.4 This international standard was developed in accor-
dance with internationally recognized principles on standard-
ization established in the Decision on Principles for the
Development of International Standards, Guides and Recom-
mendations issued by the World Trade Organization Technical
Barriers to Trade (TBT) Committee.
2. Referenced Documents
2.1 ASTM Standards:2
C97/C97M Test Methods for Absorption and Bulk Specific
Gravity of Dimension Stone
C99/C99M Test Method for Modulus of Rupture of Dimen-
sion Stone
C119 Terminology Relating to Dimension Stone
This specification is under the jurisdiction of ASTM Committee CI8 on
Dimension Slone and is the direct responsibility of Subcommittee C18,03 on
Material Specifications.
Current edition approved Sept. I. 2018. Published September 2018. Originally
approved in 1968. Last previous edition approved in 2011 as C615,c 615M—H.
DOd : 10, 1520,C615_C615M- I8EO1.
' For referenced ASTM standards, visit the ASTM website. www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Anneal Book of'ASTM
Standard., volume information, refer to the standard's Document Summary page on
the ASTM website.
C170/CI70MTest Method for Compressive Strength of
Dimension Stone
C241 /C241 M Test Method for Abrasion Resistance of Stone
Subjected to Foot Traffic
C 1242 Guide for Selection, Design, and Installation of
Dimension Stone Attachment Systems
C880/C880M Test Method for Flexural Strength of Dimen-
sion Stone
C1353 Test Method for Abrasion Resistance of Dimension
Stone Subjected to Foot Traffic Using a Rotary Platform
Abraser
C1528 Guide for Selection of Dimension Stone
3. Terminology
3.1 Definitions —All definitions are in accordance with Ter-
minology C119.
4. Classification
4.1 Granite dimension stone under this specification shall be
granite used for:
4.1.1 Exterior and interior cladding of buildings and struc-
tures;
4.1.2 Curbstone, paving, and landscape features;
4.1.3 Structural components having established dimensions;
4.1.4 Grade separations and retaining walls; and
4.1.5 Monuments.
5. Physical Properties
5.1 Granite supplied under this specification shall conform
to the physical requirements prescribed in Table 1. See
Footnote If for possible variations from this table.
5.2 Granite shall be sound, durable, and free of spalls,
cracks, open seams, pits, or other defects that are likely to
impair its structural integrity in its intended use.
5.3 Granite shall be free of minerals that may cause objec-
tionable staining under normal environments of use.
5.4 The desired color and texture, with their permissible
natural variations in material characteristics for all material to
be produced for the project, shall be established by control
samples. Select representative samples by viewing a sufficient
Copyright ® ASTM International, 100 Barr Harbor Curve, PO Box C700, West Conshohocken, PA 19428-2959. United States
copyright by ASTM Intl (all rights mserved), Fri Aug 20 01:44:01 GMT 2021
OP C615/C615M — 18''
TABLE 1 Physical Requirements"
Physical Property Test Requirementso Test Method(s)
min, Ib/fts [kg/m'] 160 [2560] C97/C97M
:sive strength, min,° psi 19 000 [131] C170/C170M
Abrasion resistance, min, Hf-" 25 Ue4vice4um
Flexural strength, min, psi Wal 1200 [8.3] C880/C880M
A The material property values in Table 1 were established using samples prepared according to the individual test methods. Finishes, other than those specified in the
individual test methods, may result in a deviation from established values.
a The material properties given in Table 1 represent properties of granite that have a history of successful use for general building and structural purposes. Refer to Guide
C1528 Section 62 for potential further evaluation of materials that do not meet the values of this specification, but may still be suitable for use in a particular application.
c The minimum compressive strength, flexural strength, and modulus of rupture shall be based upon the minimum average strength of specimens tested in tour conditions:
wet or dry and parallel or perpendicular to rift.
° Pertains only to stone subject to foot traffic.
e The supplier of the No. 60 Alundum abrasive, Norton, has indicated that the formula for Norton treatment 138S has beeen changed. The new abrasive is currently more
aggressive, resulting in lower abrasive hardness values (H.) than when the standard was initially established. As such, care should be taken when interpreting He values
from tests using the new abrasive, particulary with regard to current ASTM stone standard specification requirements for abrasion resistance, which were developed when
the original abrasive was still in use. Committee C18 is actively studying alternatives to address this issue.
"Abrasion Resistance Test Method C1353 will eventually replace Test Method C241/C241M and it is not necessary to perform both tests. Availability of the proper
equipment and materials by the testing laboratory may determine which test is performed.
number of physical samples prior to production that show the
complete range of variations in color and texture of the granite
specified.
6. Sampling
6.1 Samples, if required, for testing to determine the char-
acteristics and physical properties shall be representative of the
granite to be used.
ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned
in this standard Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk
of infringement of such rights, are entirely their own responsibility.
This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and
if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards
and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the
responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should
make your views known to the ASTM Committee on Standards, at the address shown below.
This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959,
United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above
address or at 610-832-9585 (phone), 610-832-9555 (fax), or semice@astm.org (e-mail); or through the ASTM website
(wwwastm.org). Permission rights to photocopy the standard may also be secured from the Copyright Clearance Center, 222
Rosewood Drive, Danvers, MA 01923, Tel: (978) 646-2600, http://www.copyrightcoml
Copyright by ASTM hal (all rights reserved), Fri Aug 2001:":01 GMT 2021
M-
V1
W
3
M
M
CD
0
m
CD
CD
a-
cu
N
N
0
N
A
Fn
o CD
m 3
n (D
cl)CD
O
m m' 3
a(D
N
0
N °
v' D
n N n
Cl co
n J O
G
Q (D co
CD
O.
O
CD
-SO @ Q
o v
(D °.
=r(D
CD Z _.
(n co m
(D
z o m
CD
"O ° (q
CD
a
=:h (D
CD r-
7 CD Q
CD
°v
c_.
0 co y
CD
O Q) Q
N n Q
ci
a a m
v o
Z= c
a
° m
0 0
(n a
S 0
ui (D
D
o C
m��
mmrD
Z U)
0 ro
070
DZ
Z M
�n m
D �
m
c
�il
0
v
m
y
v
mn
rn
d
0
z
m n
�c7 rn
C :::o 717
m
z
z:r>
SCOPE OF ACCREDITATION
International Accreditation Service, Inc.
3060 Saturn Street, Suite 100, Brea, California 92821, U.S.A. I www.iasonline.org
NATURAL STONE INSTITUTE
Contact Name Scott Scallorn
Accredited to ISO/IEC 17025:2017
Contact Phone +1-717 515-1207
Effective Date February 1, 2024
Mechanical
ANSI A326.3
American National Standard Test Method for Measuring Dynamic
Coefficient of Friction of Hard Surface Flooring Materials
ASTM C97/C97M
Standard Test Method for Absorption and Bulk Specific Gravity of
Dimension Stone
ASTM C99/C99M
Standard Test Method for Modulus of Rupture of Dimension Stone
ASTM C120/C120M
Standard Test Methods for Flexure Testing of Structural and Roofing Slate
ASTM C121/C121 M
Standard Test Method for Water Absorption of Slate
ASTM C170/C170M
Standard Test Method for Compressive Strength of Dimension Stone
ASTM C297/C297M
Standard Test Method for Flatwise Tensile Strength of Sandwich
Constructions
ASTM C482
Standard Test Method for Bond Strength of Ceramic Tile to Portland
Cement Paste
ASTM C666/C666M
(Except Sections 9.1 — 9.2)
Standard Test Method for Resistance of Concrete to Rapid Freezing and
Thawing
ASTM C880/C880M
Standard Test Method for Flexural Strength of Dimension Stone
ASTM C1352/C1352M
Standard Test Method for Flexural Modulus of Elasticity of Dimension Stone
ASTM C1353/C1353M
Standard Test Method for Abrasion Resistance of Dimension Stone
Subjected to Foot Traffic Using a Rotary Platform Abraser
ASTM C1354/C1354M
Standard Test Method for Strength of Individual Stone Anchorages in
Dimension Stone
Test Specifications
ASTM C406/C406M
Standard Specification for Roofing Slate
ASTM C503/C503M
Standard Specification for Marble Dimension Stone
ASTM C568/C568M
Standard Specification for Limestone Dimension Stone
ASTM C615/C615M
Standard Specification for Granite Dimension Stone
ASTM C616/C616M
Standard Specification for Quartz -Based Dimension Stone
ASTM C629/C629M
Standard Specification for Slate Dimension Stone
ASTM C1526
Standard Specification for Serpentine Dimension Stone
ASTM C1527/C1527M
Standard Specification for Travertine Dimension Stone
TL-1190
Natural Stone Institute
% INTERNATIONAL
® ACCREDITATION
SERVICE'
Page 2 of 2
Page l of 2
K� 0NATURAL
STONEAnchor Testing for anchor diameters of 1/2", 3/4" and 1"
INSTITUTE
Settina the standards
NATURAL STONE TEST LABORATORY REPORT
Date of Tests: 07 through 14 May, 2020
Date of Report: 19 May, 2020
Revised: 27 May, 2020
Prepared for: Coldspring
17482 Granite West Road
Cold Spring, MN 56320
1-800-328-5040
ATTN: Jason Kron
JKron@coldspringusa.com
Sixty stone specimens, identified by the client as "Carnelian Granite" and "Sierra White Granite"
were received at the Natural Stone Institute's Materials Testing Laboratory. The specimens were
nominally 12" x 12" x 6" in size, with a stainless steel pin adhered into a hole in the approximate
center of one of the 6" x 12" faces. The adhesive used was reported by the client to be Simpson
SET XP epoxy. The pins were of r/2", %" and 1" diameters with embedments of 3", 4", and 6"
respectively. Varying lengths of pin were extending from the stone surface and all pins had
threaded ends to allow capture with a hex nut. ASTM C1354, Standard Test Method for Strength
of Individual Anchorages in Dimension Stone was followed. The stones were tested in an "as
received" condition, and were neither oven dried nor saturated.
Two mild steel restraint fixtures were built (Reference photos). One fixture was used to restrain
the stone specimens for tensile loading; the other fixture was used to restrain the stone for shear
loading. Both fixtures allowed capture of the stone specimen at one end, while the anchor pin
was loaded in either tension or shear via a lever that provided a 2:1 leverage on the anchor.
The tests were performed on an Applied Testing Systems Universal Testing Machine Model 910
with a maximum capacity of 10,000 lbs-force. Loads were measured with a 12,500 lb-F capacity
Interface Model 1020AF-12.51K-B load cell, serial number 561415A, the most recent date of
calibration for which is August, 2019. The leverage designed into the test fixtures allowed a
20,000 lbs-F load to be applied to the anchor without exceeding the 10,000 lbs-F capacity of the
machine. Load was applied smoothly with a crosshead travel speed of :50.10 in/min, which due to
the 2:1 leverage would limit the travel at anchor location to <_0.05 in/min. Load application
continued until either failure of the stone, failure of the anchor, a 20% drop in load (triggering the
automated 80% break detect), or the maximum machine capacity was reached. If maximum
capacity of the machine was reached, the peak load was sustained for 60 seconds after which the
load was relaxed.
Natural Stone Institute Headquarters Office: 380 E. Lorain Street • Oberlin, OH 44074
Telephone: (440) 250-9222 9 Fax (440) 774-9222 • w .marble-institute.com
Page 2 of 2
Data tables are included in an attachment with results and failure modes for each individual
specimen. Results were quite uniform within each specimen group with only 2 specimen groups
having coefficients of variation exceeding 5%.
Photos 1 thru 12 are attached and made part of this report.
It has been our pleasure to provide this product testing service for your project. Please do not
hesitate to contact me if you have any questions or require additional information. My contact
information is listed below.
Respectfully submitted,
Charles J. Muehlbauer, Technical Director
THE NATURAL STONE INSTITUTE
Office: (320) 230-0728
Mobile: (320) 2504190
Email: charles(&naturalstoneinstitute.org
Natural Stone Institute Headquarters Office: 380 E. Lorain Street • Oberlin, OH 44074
Telephone: (440) 250-9222 e Fax (440) 774-9222 • w .marble-institute.com
NATURAL
STONE
INSTITUTE
Test Specimens Provided by:
Laboratory Test Repo
DATE of TESTS: 07 through 12 May, 2020
Customer PO Reference: 643908
Data Tables - TENSILE Tests
COLDSPRING -17482 Granite West Rd, Cold Spring, MN 56320
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Carnelian
V
3"
6,740
13,480
Fracture in Stone
2
Carnelian
%"
3"
7,090
1 14,180
Fracture in Stone
3
Carnelian
W
3"
7,125
1 14,250
Fracture in Stone
4
Carnelian
'/_"
3"
6,730
13,460
Fracture in Stone
5
Carnelian
Vp
3"
6,850
13,700
Fracture in Stone
Average:l 3.,810
Standard Deviation: 379
Coefficient of Variation: 2.7%
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Carnelian
Y'.
4"
8,860
17,720
Fracture in Stone
2
Carnelian
%'
4"
8,485
16,970
Fracture in Stone
3
Carnelian
%"
4"
8,930
17,860
Fracture in Stone
4
Carnelian
'/"
4"
8,875
17,750
Fracture in Stone
5
Carnelian
%"
4"
8,970
17,940
Fracture in Stone
Average: I17,650
Standard Deviation: 1 389
Coefficient of Variation: 2.2%
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Carnelian
1"
6"
9,230
18,460
Fracture in Stone
2
Carnelian
1"
6"
9,875
19,750
Fracture in Stone
3
Carnelian
1"
6"
9,775
19,550
Fracture in Stone
4
Carnelian
1"
6"
9,840
19,680
Fracture in Stone
5
Carnelian
1"
6"
9,980
99,960
Fracture in Stone
Average: ly,wnu
Standard Deviation: 589
Coefficient OfVariation:j 3.0%
Natural Stone Institute
380 E. Lorain St.
Oberlin, On 44074 (440) 250-9222
www.naturalstoneinstitute.org
Page 1 of 4
NATURAL
��77 STOIo1 E
INSTITUTE
Test Specimens Provided by:
Laboratory Test Report
DATE of TESTS: 07 through 12 May, 2020
Customer PO Reference: 643908
Data Tables - TENSILE Tests
COLDSPRING - 17482 Granite West Rd, Cold Spring, MN 56320
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Sierra White
W.
3"
6,250
12,500
Fracture in Stone
2
Sierra White
%>"
3"
6,095
12,190
Fracture in Stone
3
Sierra White
%'
3"
6,335
12,670
Fracture in Stone
4
Sierra White
Y,"
3"
5,615
11,230
Fracture in Stone
5
Sierra White
Y2"
1 3"
1 5,905
11,810
Fracture in Stone
Average:
12,080
Standard Deviation:
577
Coefficient of Variation:
4.8%
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Sierra White
'/."
4"
8,595
17,190
Fracture in Stone
2
Sierra White
''Y"
1 4"
7,965
1 15,930
Fracture in Stone
3
Sierra White
'/."
4"
7,825
15,650
Fracture in Stone
4
Sierra White
'/."
4"
8,295
16,590
Fracture in Stone
5
Sierra White
'/"
1 4"
1 7,065
14,130
Fracture in Stone
Average: 15,900
Standard Deviation: 1,155
Coefficient of Variation: 7.3%
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Sierra White
1"
6"
10,145
20,290
Test Suspended due to Machine Capacity
2
Sierra White
1"
6"
1 9,595
1 19,190
1 Fracture in Stone
3
Sierra White
1"
6"
1 10,075
20,150
Stone Fractured during sustained Peak Load
4
Sierra White
1"
6"
9,530
19,060
1 Fracture in Stone
5
Sierra White
1"
6"
9,225
18,450
1 Fracture in Stone
Average: ly,vw
Standard Deviation: 777
Coefficient of Variation: 4.0%
Natural Stone Institute
380 E. Lorain St.
Oberlin, OH 44074 (440) 250-9222
www.naturalstoneinstitute.org
Page 2 of 4
::007NATURAL
7 STON E
INSTITUTE
Test Specimens Provided by:
ffiai r iIF
DATE of TESTS: 12 through 14 May, 2020
Customer PO Reference: 643908
Data Tables - SHEAR Tests
COLDSPRING -17482 Granite West Rd, Cold Spring, MN 56320
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Carnelian
%_'
3"
6,460
12,920
Pin Sheared
2
Carnelian
%'
3"
6,380
12,760
Break Detect Triggered by Partial Shear of Pin
3
Carnelian
%'
3"
6,490
12,980
Pin Sheared
4
Carnelian
%"
3"
6,780
13,560
Pin Sheared
5
Carnelian
''/z'
3"
6,875
13,750
Pin Sheared
Average:
13,190
Standard Deviation:
434
Coefficient of Variation:
3.3%
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Carnelian
'/"
4"
10,025
20,050
Test Suspended due to Machine Capacity
2
Carnelian
'/"
4"
1 10,000
1 20,000
Test Suspended due to Machine Capacity
3
Carnelian
'/"
4"
10,020
20,040
Test Suspended due to Machine Capacity
4
Carnelian
'/"
4"
10,005
20,010
Test Suspended due to Machine Capacity
5
Carnelian
'/"
4"
10,010
20,020
Test Suspended due to Machine Capacity
Average:
ZO,OZU
Standard Deviation:
21
Coefficient of Variation:
0.1%
Specimen
Number
Stone
Type
Anchor
Diameter
Embedment
Load Cell
Reading
(Ibs-F)
Load @
Anchor
(Ibs-F)
Mode of Failure
1
Carnelian
1"
6"
10,035
20,070
Test Suspended due to Machine Capacity
2
Carnelian
1"
6"
10,025
20,050
Test Suspended due to Machine Capacity
3
Carnelian
1"
6"
10,020
20,040
Test Suspended due to Machine Capacity
4
Carnelian
1"
6"
10,015
20,030
Test Suspended due to Machine Capacity
5
Carnelian
1"
6"
10,010
20,020
Test Suspended due to Machine Capacity
Aver,uyu
Standard Deviation: 19
Coefficient of Variation: 1 0.1%
Natural Stone Institute
380 E. Lorain St.
Oberlin, OH 44074 (440) 250-9222
www,naturalstoneinstitute.org
Page 3 of 4
NATU RAL
77 STONE
INSTITUTE
Test Specimens Provided by:
-aboratery Test Report
DATE of TESTS: 12 through 14 May, 2020
Customer PO Reference: 643908
Data Tables - SHEAR Tests
COLDSPRING - 17482 Granite West Rd, Cold Spring, MN 56320
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Sierra White
%_"
3"
7,040
14,080
Pin Sheared
2
1 Sierra White
'/_"
3"
1 6,000
12,000
Pin sheared
3
Sierra White
%_"
3"
7,540
15,080
Pin Sheared
4
Sierra White
%_"
3"
6,210
12,420
Pin Sheared
5
Sierra White
%:"
3"
6,290
12,580
Fracture in Stone
Average:
13,230
Standard Deviation:
1,298
Coefficient of Variation:
9.8%
Load Cell
Load @
Specimen
Stone
Anchor
Embedment
Reading
Anchor
Mode of Failure
Number
Type
Diameter
(Ibs-F)
(Ibs-F)
1
Sierra White
'/<"
4"
9,245
18,490
Fracture in Stone
2
Sierra White
'/<"
4"
10,010
20,020
Test Suspended due to Machine Capacity
3
Sierra White
%"
4"
7,780
15,560
Fracture in Stone
4
Sierra White
'a/."
4"
10,025
20,050
Stone Fractured during sustained Peak Load
5
Sierra White
=/<"
4"
10,030
20,060
Fracture in Stone
Average: 1tc,tc4u
Standard Deviation: 1,951
Coefficient of Variation: 10.4%
Specimen
Number
Stone
Type
Anchor
Diameter
Embedment
Load Cell
Reading
(Ibs-F)
Load @
Anchor
(Ibs-F)
Mode of Failure
1
Sierra White
1"
6"
10,030
20,060
Break Detect Triggered during sustained Peak Load
2
Sierra White
1"1
6"
1 10,030
20,060
Test Suspended due to Machine Capacity
3
Sierra White
1"
6"
20,120
Test Suspended due to Machine Capacity
4
Sierra White
1"
6"
10,045
NNW
20,090
Test Suspended due to Machine Capacity
5
Sierra White
1"1
6"
10,035
20,070
Test Suspended due to Machine Capacity
Average: I z0,uau
Standard Deviation: 25
Coefficient of Variation: 1 0.1%
Natural Stone Institute
380 E. Lorain St.
Oberlin, OH 44074 (440) 250-9222
www.naturalstoneinstitute.org
Page 4 of 4
I
Plywood Shim
10k-Ibs-F
r'
to position
5" from Anchor
Stone against
top of Fixture
20k-Ibs-F
1" rod
available @
Fulcrum 5"
f.
Anchor
from Anchor
Photo # 1
Photo # 2
Test Fixture
Setup for
Tensile Testing
Test Fixture Setup for Tensile Testing
Photo # 3
Photo # 4
Carnelian Test Specimen after Failure
Carnelian Test Specimen after Failure
A
r;
#
r
%
k
fl
n
r�
Photo # 5
Photo # 6
Carnelian Test Specimen after Failure
Sierra White Test Specimen after Failure
NATURAL
STONE
Coldspring Epoxy Pin Anchor Tests
Stone Institute Materials Testing Laboratory
Page 1 of 2
III INSTITUTE
Date of Tests: 07 through 14 May, 2020
Date
�a�mq the "� ... ,,.t,
fr
4�
10k-Ibs-F
5" from 1/'
Plywood Shim
Anchor
to position
Stone against
top of Fixture
20k-Ibs-F
"
Fulcrum 5" from Available
Anchor Anchor
d
Photo # 7
Photo # 8
Test Fixture Setup for Shear Testing
Test Fixture Setup for Shear Testing
�p 1
e11 _
Y
a Wcr
Photo # 9
Photo # 10
Shear Failure of Pin in %"Anchor
Stone Fracture Failure -
',"'Anchor
��. Gf°
IY
Photo # 11
Photo # 12
Stone Fracture Failure - !,�"Anchor
Stone Fracture Failure -
%"Anchor
I NATURAL Coldspring Epoxy Pin Anchor Tests
STONE Natural Stone Institute Materials Testing Laboratory
Page 2 of 2
III TE Date of Tests: 07 through
14 May, 2020
�ifl�ll� IhN (l.... l ,d,
NATU RAL
owd0ow l l STONE
INSTITUTE
Date: January 31, 2024
RE: NSI Test report issued to Coldspring pertaining to Pacific View Mausoleum structural calculations
To whom it may concern,
A request has been made of the Natural Stone Institute (NSI)'s Test Laboratory to validate test results
presented in a test report issued to Coldspring on May 19, 2020 (Rev. May 27, 2020) in support of structural
calculations performed for the Pacific View Mausoleum in Corona del Mar, CA. At the time of said testing
the NSI Test Laboratory was registered with the Army Corp of Engineers for stone properties stone
properties testing and has since been evaluated by the IAS International Accreditation Service for
compliance with ISO 17025 requirements for testing laboratories.
As the current lab manager of the NSI test lab, I can attest that the test procedures employed in the
refenced test report to evaluate embedded anchorage strength of the "Carnelian Granite" and "Sierra
White Granite" materials are in keeping with the procedures that would be employed today on such a
project. Additionally, that the test equipment referenced as having been employed (ATS UTM Model 910
[ICN: NSI00003] and 12,500 lb-F capacity Interface Model 1020AF-12.51K-B load cell [ICN: NSI00004])
were calibrated at the time of testing and that both items are equipment still in regular use at our test
facility. Further, the personnel responsible for conducting the referenced testing (Charles J. Muehlbauer)
remains on staff as our Technical Director should you have any specific questions about this anchorage
test program.
I hope the above information is helpful but remain at your disposal should you have any further questions
with which I may be of assistance.
Respectfully submitted,
wl/
Scott D. Scallorn, Testing Lab Manager
THE NATURAL STONE INSTITUTE
Office: (440) 250-9222
Mobile: (717) 515-1207
Email: scott@naturalstoneinstitute.org
5TOF1K2 Stork Twin City Testing Corporation
Materials Technology
REPORT:TCT004339P.1R1 662 Cromwell Avenue
Telephone:
(651)645-3601
DATE: September 10, 2010 Saint Paul, MN 55114
Toll Free:
(888) 645-TEST
PAGE: 1 of 10 USA
Telefax:
(651) 659-7348
Website:
www.storktct.com
Investigative Chemistry
Geotechnical
Construction Materials
Nan Destructive Testing
Failure Analysis
- Product Evaluation
Metallurgical Analysis
Materials Testing
Welder Qualification
Anchor Testing for anchor diameters of
Stone Epoxy Grout Anchor Testing
Prepared for:
Chuck Krebsbach
Cold Spring Granite Company
17482 Granite West Road
Cold Spring, Minnesota 56320-4578
I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I
am a duly Registered Engineer under the laws of the State of Minnesota.
Jason R. Steen, P.E.
Registration No. 43491
Prepared By:
Jason R. Steen, P.E.
Laboratory Manager
Phone: 651-659-7259
Reviewed By:
Thomas A. Kolden, P.E.
Manager of Building Product Testing
Phone: 651-659.7340
Information and statements in this hoped are derived from mineral, Information andror apeGAuatims underact by the client and exclude any expressed or Implied warranties as to Me theses of the
material tested or analya:d for any panouter tonal or use This report Is Me confidential property of our client and may not be used fur adverdaing pounces. This report shall not be normal except
in full, call Milan approval of this laboratory. IDe recoNing of false, firrious or fraudulent statements or codes on N1s document may be punished as a felony under Federal saddles including
Fedeml Law Title 18 Chapter47
Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORHIB, Stork Twin City Testing Corporation
Materials Technology
REPORT: TCT004339P.1R1
DATE: September 10, 2010
PAGE: 2 of 10
INTRODUCTION:
This report presents the results of testing performed by Stork Twin City Testing Corporation (TCT) on
Stone Epoxy Grout Anchoring. The scope of our work was limited to the following:
1. Conduct confined tension and shear testing on multiple stone epoxy grouts in multiple stone
types.
2. Prepare a report in regards to the results.
Our work was authorized by Chuck Krebsbach of Cold Spring Granite Company and confirmation with
purchase order number 144315 on August 27, 2010.
SAMPLE DESCRIPTION:
Prepared samples consisting of stone, epoxy and anchor were shipped to Stork Twin City Testing
Corporation, and were received on August 31, 2010. The shipment consisted of 3 pallets; one pallet
contained 5 specimens labeled as Job Number 08-8285 TP-1-1 through TP-1-5, one pallet of 10
specimens labeled as Job Number 08-8285 TP-2-1 through TP-2-5 and Job Number TP-3-1 through
TP-3-5; and the third pallet contained 10 specimens labeled as Job Number 09-8352 TP1-1 through
TP-1-5 and Job Number 09-8352 TP-2-1 through TP2-5.
Stork TCT personnel did not prepare any of the stone epoxy grout anchors that were tested;
Specimens were tested as submitted.
TEST METHOD:
Anchor testing began on September 8, 2010. The testing was conducted generally pursuant to sections
of ASTM E 488-96 "Standard Test Methods for Strength of Anchors in Concrete and Masonry
Elements"as restrained anchors.
For Series 1 the tension testing was conducted using 1" x 12" stainless steel threaded rod elements
that were installed by the client. The embedment was noted to be 6" and verified after testing. The
anchors were identified as having been installed with "Masterflow, 648 CP Plus" epoxy grout into
"Venetian Gold" stone.
For Series 2 the shear testing was conducted using 1" x 12" stainless steel threaded rod elements that
were installed by the client. The embedment was noted to be 6" and verified after testing. The anchors
were identified as having been installed with "Masterflow 648 CP Plus" epoxy grout into "Venetian Gold"
stone.
For Series 3 the shear testing was conducted using 1" x 6" stainless steel smooth/threaded rod
elements that were installed by the client. The embedment was noted to be 3" of smooth rod and
verified after testing. Only the exposed portion of the rod was threaded. The anchors were identified as
having been installed with "Concresive Paste SPL" epoxy grout into "Venetian Gold" stone.
Information and statements In this report are derived from material, Inca m itlen andlcr spedfuarons Nmbhed by the client and exdude any expreaaetl or Implied meantles se b the lances of Me
material tested or analyred far any particular purpose or use. This repad ts be ccrdlden fal properly, of our client and may not be used for advertising purposes, This Wad shall not be reproduced except
in Nil. Will vsma n approval of Nis laboratory. The re confing of sake, fictilious or fraudulent statements or entries on ]his document may be punished as a fdany under Federal Stalues including
Federal Lew TN. 18, Chauba41r
Stork Twin City Testing Corporation Is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK« Stork Twin City Testing Corporation
Materials Technology
REPORT: TCT004339P.1 R1
DATE: September 10, 2010
PAGE: 3 of 10
For Series 4 the tension testing was conducted using 1-1/4" x 12" stainless steel threaded rod elements
that were installed by the client. The embedment was noted to be 6" and verified after testing. The
anchors were identified as having been installed with "Masterflow 648 CP Plus" epoxy grout into
"Azalea" stone.
For Series 5 the shear testing was conducted using 1-1/4" x 6" stainless steel smooth/threaded rod
elements that were installed by the client. The embedment was noted to be 3" of smooth rod and
verified after testing: Only the exposed portion of the rod was threaded. The anchors were identified as
having been installed with "Concresive Paste SPL" epoxy grout into "Azalea" stone.
All test specimens were identified as having been installed in stone substrate on August 30, 2010 and
cured until testing started on September 8, 2010. After the cure time, the anchors were pulled to failure.
The tests were conducted using an electrically -powered hydraulic pump and hydraulic cylinder to apply
the load to the anchor. Load and anchor displacement were measured using a force transducer and
linear displacement transducer, both calibrated and NIST traceable. The measurements were recorded
on a PC -based data acquisition system. All anchors tested in tension were conducted as a confined
test set-up.
TEST RESULTS:
Cold Spring Granite, Co.
Stone Epoxy Anchorage
Load
Direction
Sample ID
Average
Ultimate
Load Ibf.
A
B
C
D
E
Stone
Series
1
Ultimate
Load (Ibf)
Tension
57936
57958
56956
58784
56926
57712
2
Shear
36494
39950
35454
33298
38272
36694
3
Shear
20498
19890
24280
23166
22862
22139
4
Tension
62996
58768
59048
57216
59186
59443
5
Shear
23166
25790
28610
25480
20630
24735
REMARKS:
The tested anchor specimens, concrete and remaining materials are subject to disposal thirty days
after the date of this report.
Infornmill and statements In this report ere doneed from meledal, Inform lion arbor spaciflca4ms fumishad by the client and exclude any amanc ead or Implied ea,randes as N Ne fitness of the
material tested or erdi for any paNculerpurpwe or usa This report Is the confdermal property of our dient and may not be used for adyerlising purposes, this report shall not be reproduced e,,capt
in full, wtlhout vrtlaen approval of this laboratory. The momdIng of fake, lostaus or fraudulent statements or entries an this doament may be punished as a felony under Federal Slaluss Including
Federal Lew Title 18. Chapter 47
Stork Twin City Teel Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK
Materials Technology
REPORT: TCT004339P.1 R1
DATE: September 10, 2010
PAGE: 4 of 10
TEST DATA:
Stork Twin City Testing Corporation
Stork Twin City Teedng Corporation
4esl5erhad,
TMd Type:
project No. TCTaa4339P
Cos Spring Granite Com pany
TenNon
Slane Epoxy Grout
IDla., he= 6-
Setup and Insiallallon
Teal Equipment
➢a9gWloa
'reek
M. Fresh
System No
5
Dnll'.
nto
Load Cell SM
CME.SPF094
21N2010
Hemmerwelghl(ES):
Na
Sang
CME-SPC-028
412312010
Clean Melh'.
old
Bit.
to
Spec Call',
We
Test Specimen Oats
concrete use
Catcula0ons based on test data:
Ancnm System'.
Mastedlcw 648
GP Plus
Slane
Venallen Gold
Na. of Tesi Samples, n 5
Anchor Material
Stainless Steel
Epoxy Set Dale
Walla
F.o.e
57712
Anchor 51. (In
P x 12"
Anchor Lwarton
Center of slope narrow face
Standard D oapllon
782
Lot Number
00-8485 TP-1-11hm
TP-1.5
Member dtm(in)
8-114Da IM x1W
%coV
1.4%
Enn art M,d
6
Hate Depth (in)
his
SpcIn91let
nla
Edge (in)
3513
Test No.
1
2
3K587M
5
Test Data
Test Data
0WOOMO
09NBI10
09100110
09100/10
Hammer Slows to sal
nor
nla
hisWe
nle
Instill Tomue (It 1b)
had
Nor
WeWe
No
Numberol Tumor
Na
N.
We
On
Teat Torque(IMb)
Ne
TWO
Ne
No
Ult Load got)
57036
57958
66966
66926
Fell Dl9lace(in.)
0.38r
0245
0359
0,393Fail
Mode
BE
BE
BE
BE
Test Duregon(aec.)
31
113
1B9
94
91
Failure Made Index;
SB=Small, Bud,
9E=Sued Element
SS=Sierra Split
SN=Sleet Neck
SA - Bond Anchor
ST=Steel, Threatls
BB=Borehole
Bond
IDmo
W000
to.
3
mans
-
--
-"—
a
10000 -- --
--
'
oeW
ovso oaW
ateo azW
a:so
o.aw oaW O.A. DaW osoo gsso
asW o.aW o,roo o.rso
ol.re—amosere
Information and statements In this raped are centered Bum malelial, inramlago t antlor Nauticagorls fumehetl by the client and exclude al expressed or Implied mounded as to Me Mouser of Me
material tested or analysed for Say particular purpose or use. This report Is the confidenllal pmpedy of our diem antl may net be used for tromm ll purposes. This report shall net be reproduced except
IT lull, without when approval of thin laboratory, The recording of face, fielllious or fraudulent statements or shapes on this document may be punished as a olony, under Federal Strives incurring
Federal law TIOe 10, rmpler47
Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK'
Materials Technl
REPORT: TCT004339P.1 R1
DATE: September 10, 2010
PAGE: 5 of 10
Stork Twin City Testing Corporation
Stork Twin City Testing GoryanUan
Teat Serie.:
Teat Type:
Project No. TM04339P
Cold spring Granite Company
Sheer
Slma Epoxy Grout
1" Ddiu. her= fi"
Setup and Installation
Test Equipment
GUGBIH9pb
Tech:
C Reed
System Na.
5
Cut:
NO
Lead Cold SIN
CME-SPC-094
2/512010
Hammer weI,ht dm)m
me
Bidng
CME-SPC-028
412312010
Clean Meth:
rile
Bit:
W.
Spec CRll:
n/a
Teat Specimen Data
Concrete Data
Calculations based on test date.
Anchor System:
Maslerflaw 848
CP Plus
Sione
Venetian Gdtl
No. of Teat Samples, n
5
Anchor Metanal
Stainless Start
Epoxy Set Date
Bf3U110
F„ ou
m694
MMor Slze(in
1'x12'
nchor Location
Center of stone narrow face
Standard DedeOm
2559
Lot Number
08.8285 TP-2-0Ihm
TP-2-5
Member am frc)
8.1140 x 12H x 24W
%COV
T,U%
Embed(he)
6
Hole Depth (in)
Na
Spacing (in.)
NO
Edge (in.)
it V2
Tasl No.
1
2
3
4
5
real Daly
real Gate
09108/10
09/00110
1 09/08110
09108110
09108110
Hammer Blows to set
n/a
run
Na
No
W.
install Torque(It-Its)
urn
uls
Wl
nla
rile
Number or Tume
We
me
n/a
is.
ON
Test Torque ft-Ib)
m.
nla
Wa
Na
rile
UII Lead gbq
36494
39950
35454
33298
30272
Fall Dlaplace(in.)
0423
0.376
0.338
0266
0.390
Fell Made
ss
ss
SS
55
BB
Test Duration (sec.)
91
02
90
16
55
Failure Mod. Index:
sa=Steel, Body
BE=Bonn Element
Ss=Stare Split
sN=Steel Neck
BA=Bond Anchor
ST= Stan l, Threads
BB=Borehole Band
450010
400M
0
3 xrero
lasso
--- --
—1
laws
moon-
4
soon
.—.__
—_—_
_..
_ ....
—s
soap
0050 sins
0.150 Ono
0450
sass .90 also 040 ,I
sop 059, 06M
are Ono an.
Displacement (inch)
Information and statements in Ihls report are derived from malmal. Information andlor speolfi®0ons fumbhed by the diem and exclude any expressed or Implied warandes as On tite fitness of the
material tested or analysed for any particular purpose or use. This report is the continental property of our client and may not be used for advertising OVWes This report shell not be reproduced except
in full. Without wntian approval of thin leborstary. The recording of false, fictilious or fraudulent statements or entries on this document may ba punished as a felony undor Federal Statues inducing
Federal Law Title 18. Chapter 47
Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STOAK15'
Materials Techn
REPORT: TCT004339P.1R1
DATE: September 10, 2010
PAGE: 6 of 10
Stork Twin City Testing Corporation
Stark Twin City Tenting Corporation
Test Santa.
Test Type',
project No. TCTOOQ39P
Cold Spring Gmults Company
Shear
Scone Epoxy Gmu[
1"E D,. h., = 3"
Setup and Insla11.6m
Test Equipment
hSIIplYilup
facts
C. Reed
System No.
5
Drill:
nla
Load Cell SRN
CME-SPC-094
21512010
Hammer weight lion):
nle
String
CME-SPC-C28
4=12010
Clean With,
nle
Bit:
Na
spas Orin'.
Ns
Test Spedmen Data
Concrete Dale
Calculations based on lest data:
ArC,or System:
Co es.slve Paste SOL
Stone
Venetian Good
No of Teal Samples, n
5
And,ar Maledel
Stainless Steel
Epoxy sat Win
W30110
Fm.0
U139
Anchor Size (in
1"x 6°
Anchor Location
Centered in shone (narrow fare
Standard Dmiatlon
1865
Lot Number
drill TP-3-1
thru TR3.5
Member don (In)
9-114D x 12H x 24W
%COV
0.4%
Fall (hl
3
Hole Depth (le.)
Of.
Spacing (In)
a).
Edge (In)
11112
Test No.
1
2
3
4
5
Test Dole
Teat Dale
09108110
cglOSlio
09/08110
99199110
09/08110
Hammer Blows to am
me
Na
W.
nlz
his
Install Torque (t-Ib)
No
nla
nun
nla
nla
Number of Turns
We
nla
nla
nla
Ne
fen Tmque(it-Ihl
We
nla
rue
nee
We
Vlt Load Id
10498
19890
24280
23166
22062
Fail Dleplece(in.)
0089
0.097
0,176
0.126
0.194
Fall Mode
55
SS
Ss
SS
SS
Test rizookn(sec.)
46
60
101
57
92
Failure Mode Inoue
SB=Steel, Body
BE=Bond Element
as stone split
SN=Steel, Neck
BA=Bond Anchor
ST=Steel, Threads
BB=Borehole Bond
.,on
zwoo
—'
area
-- -
-
pE
3 11400
<'
.-__ _.__
—a
moon
_.
___.. _. _.
__.__
___ _._
—___
0000
—6
p--t-.._
.—�_
_. _..__
aoso
sow
.1m
Dim
ame
oaw
bbol.c.menl (t^rA)
Information and statements In this report are dorived from material, information andlor specifications fumishetl by the diem and exclude any expassad or Implied warranties ae b the fitness of tits
material tested or analyred for any particular WWm or use. This report Is the confidential property of our client and may not be used for adaartisng purposes Thls hall What not be mpduced except
In full, without writers approval of his laboratory. The recording of false, nattions or freudulont statements or comes on this document may bs punished as a felony under Federal Stakes Including
Federal Law Title 1B, Chapmr 4T
Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK
Materials Technology
REPORT: TCT004339P.1R1
DATE: September 10, 2010
PAGE: 7 of 10
Stork Twin City Testing Corporation
stark Twin City Testing Corporation
Test aeries:
Test Type:
Protect No. Tm004339P
Cold Bprl%Granite Company
'renslen
Stone Epoxy Erect
1.114" Dia, by=fi"
Setup and Ineialladon
Teel Equipment
Cal@[gggg
Tech:
M. Farah
System No.
5
Drill:
n/a
Load Cali SM
CME-SPc-094
2152010
Hammer weight (lbs):
n/e
SMng
CME-SM-028
4/232010
Clean Meth:
n/a
Bit:
nA
spec Odd:
n/a
Teat Sperdmen Date
Concrete Data
Calculations based on lest date'.
Anchor System:
Mastediow 040 CP Plus
Stone
Amlea
No. of Test Samples, n
5
Anchor Materiel
Stainless Steel
Epoxy Set Date
0130110
F„a,p
59W3
Anchor Sim (in
1-1/4'x 12"
Anchor Location
Center of stone narrow face
Standard Dmiation
2137
Lot Number
WSM2 TP-1-1 Vlm TP-1-5
dAamber dim (in
.I
&1141) x 91Hx I
%CDv
3.0%
Embed (he)
6
Hole Depth (In.)
nle
spacing (lm)
n/a
Ed, (in.)
3112
Test No.
2
3
4
Test oeta
Test Dole
09109/10
09109/10
Basal
Onsfulo
09to9110
Hammer Blows to sal
Na
On
We
nh
nle
Install Torque ln4b
nle
n/a
Ne
has
n/a
Number of Turns
n/a
nla
nle
me
n%
Test Tn-.. lOJh1
We
We
we
we
her
SS
Failure Mode Index:
SS = atone Split
ST = Steel, Threads
3
0on
BB = Steel, Body
SN = Steal, Neck
BE = Borehde Bond
a act
0.052 1 0.041
BE=Bond Elemeal
BA = Bond Anchor
o too oim
oirvla=.mam lrocdl
o2M
gzsp
Informabon and alelemenls in this report are derived M1om maledel, Infennetian imil specification Nmished by the dare and exclude any expressed or Implied werenties as to the dress of the
material lasted or analymd for any paNalar purpose or use. This report is Vie confidential property of our client and may not be used for advertising purposss This report shall not be reproduced except
In full, without wdgen approval of this leboralm,, The mmmirlg of fake, bdfiMus or fraudulent statements or entries im this document may he punished as a felony under Fsderal SleWes Inducing
Federal Law rm. 19, Chepter47
Stork Twin City Testing CDrporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK"
Materials Techn
REPORT: TCT004339P.1 R1
DATE: September 10, 2010
PAGE: S of 10
Stork Twin City Testing Corporation
Story Twin City Team, Corpomtim
Teal Series:
Teat Type:
Prolaal No. TCTOD4339P
Cold Spring Granite Company
Shear
Stone Epoxy Grout
1-114" Old.. ha= W
Setup and installation
Test Equipment
Calibration
Tech'.
C. seed
System No.
5
Cry:
nfa
Load Call&N
CME-SPC-094
2W010
Hammer weI ht(lbs):
We
String
CME-SPC-028
41230010
Clean Meth:
da
Blc
nfa
Spec Drill:
We
Teat Spedmen Data
Concrete Data
Call he." on lest data'.
Anchor System:
Caramels. Paste SPL
Stone
Azalea
No. of Test Samples, n
5
Anchor Material
Stalaime$ted
Epoxy Bat Bete
W31U10
F.,,eu
24735
Anchor Sias (in
1-114"xa"
Annho, I-owucn
Center of stone nermw face
Standard Bevlellon
"0
Lot Number
09-6352 Tl tmu TP-2-5
Memberdlm(in)
&1/4D x 12Hx 24W
%cov
12, 1%
Embed(no)3
Hole Depth (tria)
of.
Sell (In.)
We
Edge (in.)
It 318
Test No.
1
2
3
4
5
Teal Data
Test Data
09/00110
09100110
09/owto
09109110
09108110
Hammer 81. bast
We
rile
rife
rile
ow
Install Tamil 8-lb)No
We
rile
rile
NO
Numberm Tome
nla
Na
d0
de
rile
Test Tomeo(ft-lb)
nla
due
Ne
Ne
rile
BIILoodflbn
23166
25790
28610
25,180
20630
Fall Displace (in.)
0,077
0.105
0.121
0094
0.086
Fail Mode
SS
SS
SS
SS
BS
Test Duration aen)
46
54
46
1;
90
Failure Mode Index:
Se=Sam, Body
BE=Bond Elemmi,
BB=Slone Split
SN=Steel, Had
BA=Bond Anchor
ST= Steel , Threads
BB=Borehole Bond
35000
-
some
..._-
a
15000
Were
1
moo
_g
o—_
....-__..•._
._ _
_.T
-_.__
.__ _-
Dam
ooso
elan
oug
ozao
ox5n
me,b.—ITI-I l
Infomtallon and statements In this report are derived from material, Infonnmon aMbr s rectficalions famished by he client and exclude any expressed or Implied soman8es as to the fitness d the
malarial tested or analyead for any pauculer purpose or use. This report is the confidential property of ourdienl and may rim be used for advertising purposes This report shall not be reproduced except
in full, Without va t en approval of his laboratory, The recording of false, fictil or fraudulent statements w entries on this document may be punlehed as a felony under Federal Statues including
Federal Lew Tltie 1a, Chapter 47
Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK, Stork Twin City Testing Corporation
Materials Technology
REPORT: TCT004339P. 1 R1
DATE: September 10, 2010
PAGE: 9 of 10
PHOTOGRAPHS:
Tension test set -LIP
Shear test set-up
Stone Split (SS) Failure T
test
Information and sfat m.nls In This report are dedved here metedal, Infamalion andler spedaoetlons famished by the dlent end exclude any expressed or Implied mounts. as n the fitness of the
material laded or enelyled for any pargoular purpwe a use. This report Is the confidential property, of our drum end may not be used her adwrUsing purposes. This report shell net be repmduoed except
In full, vriNa n w bad approval of Nis laboratory. The recording of fetes, WILIdus or fraudulent statements or unless on his document may be punished us a felony under Federal statues Including
Federal Law Tige 1B. Chapter 47
Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group
STORK' Stork Twin City Testing Corporation
Materials Technology
REPORT: TCT004339P.1R1
DATE: September 10, 2010
PAGE: 10 of 10
PHOTOGRAPHS (cont):
?W
Sample
Informallon and statements In Oils report are derhad from maledal, informatan endlor spedflcallons Punished by We client and sxdude any mprossed a Ir piled wananlles as b the fitness of the
material tested or analyred foranypaNwlar purpose or we This report is the mnfidentol property of our client and may not be used far adve lion purposes. This hall shall net be reproduced except
In till, witheul whites approval of We laboratory. The recalling of fake, fictitious or fraudulent statements or entries on Nis document may be punished as a loony under Federal atalues Wending
Federal taw Tifle 18, Chapor47
Stork Twin Clty Testing Corporation is an operating unit of Stork Materiels Technology B.V.,
Amsterdam, The Netherlands, which is a member of the Stork Group