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!(*12)(3 "4)*4' 52' #'464'7(*12) $489)232:; ()< $'(1)1): =!"#$$> &'()* !?@A4'B +$,

--./,/0,!",/-

#'2C48* $1*34B +489()18(3 D)892' E*'4):*9 1) E*2)4 +(62)';

F':()1G(*12)6BH4'*18(3 D88466 II"

$94 D66281(*12) 52' #'464'7(*12) $489)232:; J)*4')(*12)(3 =D#$J>

#'1)81K(3 J)746*1:(*2'B L433; E*'44*4'M #NON

Project Team: Kelly Streeter, Vertical Access LLC

Keith Luscinski, Vertical Access LLC

Kent Diebolt, Vertical Access LLC

Michael Schuller, Atkinson-Noland & Associates Inc.

Contact Information:Kelly Streeter

Vertical Access LLC

48 Moose Hill Road

Guilford, CT 06437

(917) 749-0998

kelly@vertical-access.com

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$DPIO FQ "F!$O!$E

.N OR48?*174 E?@@('; NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN .-N J)*'2

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TABLE OF FIGURES

Q1:?'4 -N.B +489()18(3 ()892' NNNNNNNNNNNNNNNNNNNNNNNN ./Q1:?'4 TNTB W3*1@(*4 *4)612) 76N 82@K'466174 6*'4):*9 52' (33 6K481@4)6 *46*4 5(13?'4 @2

$94 )4R* 648*12) 25 *916 '4K2'*

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Type of Stone

$94 4RK4'1@4)*(3 K'2:'(@ ?*131G4< ./,1)898?A46 25 A2*9 F912 E()

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Figure 3.3: Orientation of bedding plane in shear

Type of AnchorF)4 @489()18(3 ()892' _(6 1)6*(334< 1) *94 84)*4' 25 4(89 5(84 25 4(89 A328` 52332_1):

*94 @()?5(8*?'4'l6 1)6*'?8*12)6 52' *941' 1)6*(33(*12) 1) 82)8'4*4N $94 #2_4',E*?< ()892'6

_4'4 1)6*(334< _1*9 () 4@A4

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631

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4(89 9(@@4' K?364N D33 W#H *46*6 _4'4 *(`4) ?61): *94

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Instron Testing Machine

Q2' (33

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Engineering Judgment Survey Results$94 '46?3*6 25 *94 O):1)44'1): [?

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Figure 4.2: Tension failure modes: large cone (left) and anchor failure (right)

Q1:?'4 TNS

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Ultimate Tension Results$94 '46?3*6 1) $(A34 TN.

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TENSION TEST CONFIGURATION Pub. Concrete Tension Strength SpecimenTension2000 psi 4000 psi 6000 psi

LIMESTONE, POWER-STUD PARALLEL 2800 3850 4075 5846

LIMESTONE, POWER-STUD, PERPENDICULAR 2800 3850 4075 5888

LIMESTONE, WEDGE-BOLT, PARALLEL 3000 3920 5200 4422

LIMESTONE, WEDGE-BOLT, PERPENDICULAR 3000 3920 5200 5029

SANDSTONE, POWER-STUD PARALLEL 2800 3850 4075 5290

SANDSTONE, POWER-STUD, PERPENDICULAR 2800 3850 4075 4730

SANDSTONE, WEDGE-BOLT, PARALLEL 3000 3920 5200 4662

SANDSTONE, WEDGE-BOLT, Perpendicular 3000 3920 5200 4002

Table 4.1: Anchor strength in tension (lbs)

Equivalent published concrete compressive strength is highlighted green

Ultimate Shear Results$94 82@K('162) 25 *94 4):1)44'1): C?

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SHEAR TEST CONFIGURATION

Pub. Concrete Shear Strength SpecimenShear2000 psi 4000 psi 6000 psi

LIMESTONE, POWERS, PARALLEL, PARALLEL 3560 3760 3760 3212

LIMESTONE, POWERS, PARALLEL, PERPENDICULAR 3560 3760 3760 4416

LIMESTONE, POWERS, PERPENDICULAR 3560 3760 3760 4511

L IMESTONE, wedge, PARALLEL, PARALLEL 4400 5080 6840 7821

LIMESTONE, wedge, PARALLEL, PERPENDICULAR 4400 5080 6840 7948

LIMESTONE, wedge, PERPENDICULAR 4400 5080 6840 7576

SANDSTONE, POWERS, PARALLEL, PARALLEL 3560 3760 3760 3866

SANDSTONE, POWERS, PARALLEL, PERPENDICULAR 3560 3760 3760 3457

SANDSTONE, POWERS, PERPENDICULAR SHEAR 3560 3760 3760 4254

SANDSTONE, WEDGE, PARALLEL, PARALLEL 4400 5080 6840 7384

SANDSTONE, WEDGE, PARALLEL, PERPENDICULAR 4400 5080 6840 8517

SANDSTONE, WEDGE, PERPENDICULAR SHEAR 4400 5080 6840 7044

Table 4.2: Anchor strength in shear (lbs)

Equivalent published concrete compressive strength is highlighted green

Tests less than published concrete class is highlighted red

Q'2@ $(A34 TN- _4 644 *9(* 1) A2*9 31@46*2)4 ()< 6()

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Figure 4.4: Ultimate tension vs. compressive strength for all specimens testeddestructively

V2_474'M _94) _4 1623(*4 *94 6()

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5(13?'4N $94 '4<

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Figure 4.6: Pulse velocity vs. ultimate tension of limestone Wedge-Bolt samples

Q2' 2*94' 6K481@4) 82)51:?'(*12)6M 92_474'M _4 52?)< K?364 743281*; *2 A4 ( :22