Precast Fence.pdf

TOP SECTION

SIDE SECTION

120"

8"

8"

8"

2" 2"

2"

2"

40"

40"

SI Precast

MARC III

Customer:

File:

Drawn By: JDO

Scale: NTS Sheet: 1 Date: 05/11/2023

Marc III.dwg

Notes:

1. Weight for posts is 662 pounds

2. 4,000 PSI concrete

3. Light broom finish on exposed surfaces

4. Dimensional tolerance 1/8"

3/20/24, 7:09 AM about:blank about:blank 1/1 kurtis Highlight kurtis Highlight

9/18/2023

MIX DESIGN # : K33000

CONTRACTOR:

SSD WEIGHT(lbs.)

423 2.15 ASTM C150

1800 11.18 ASTM C33

85% 1303 8.10 ASTM C33

15% 234 1.43 ASTM C33

233 28.0 GALS. 3.74

1.5% +/- 1.5% 0.41

TOTAL 27.00

C494 TYPE A 3.0 OZ/CWT 12.7

C494 TYPE D 3.0 OZ/CWT 12.7

WATER/CEMENT RATIO 0.55

SLUMP 4.00 +/- 1.0 IN.

CONCRETE UNIT WEIGHT 147.9 LBS./CU. FT.

DESCRIPTION:

YIELD(Cu.Ft.)

BATCH WEIGHTS PER CUBIC YARD

FRED CLARK ELECTRICAL

PROJECT:

DUCT BANKS

RANDOLPH AFB

CONCRETE MIX DESIGN

3000 PSI 1" AGG. STRAIGHT CEMENT

INGRAM READYMIX, INC.

3580 FM 482

NEW BRAUNFELS, TX. 78132

830-625-9156

USE:

PLACEMENT METHOD: PUMP OR DIRECT DISCHARGE

SUMMER MIX K33000S

ADMIXTURES (OZ/CU. YD.)

ZYLA 610 WINTER MIX K33000W

CONCRETE PROPERTIES

ZYLA 614R

AIR CONTENT

MATERIAL

STC TYPE I/II CEMENT

3/8" PEA GRAVEL

LIMESTONE SAND

SILICA SAND

WATER

Concrete Mix Historical Test Results

Mix No. :

Strength: 3000 PSI

Sample Sample Slump 7 Day Avg 28 Day Avg

# Date in. psi psi

1 4/4/23 4.50 3060 4420

2 4/4/23 5.00 2925 4307 Number of Tests 30

3 4/4/23 4.50 2760 3667

4 4/4/23 5.00 2960 3640 Average 28 Day 4595 PSI

5 4/4/23 5.00 3480 4623

6 4/4/23 5.50 3640 4213 Standard Deviation 528.9 PSI

7 3/16/23 7.00 3810 5160

8 3/16/23 5.00 3565 5290

9 3/16/23 6.00 4000 5117

10 3/10/23 3.50 4505 5283

11 3/10/23 4.50 4255 4713 ACI 318 STRENGTH CRITERIA

12 3/10/23 5.00 4065 5197

13 3/6/23 6.50 3190 4253 Fcr = Fc' + 1.34S Fcr = 3709 PSI

14 2/24/23 5.50 3995 4600

15 2/24/23 5.50 3910 4353 Fcr = Fc' - 500 +2.33S Fcr = 3732 PSI

16 2/24/23 7.00 3740 4277

17 2/24/23 7.00 3390 4007

18 2/24/23 7.25 3595 4617 Average Strength exceeds required strength Fcr.

19 2/22/23 6.75 3305 3943

20 2/15/23 6.50 3645 4193

21 2/15/23 7.00 3430 4513

22 2/15/23 6.50 3970 4487

23 2/15/23 5.50 3880 4643

24 2/14/23 2.50 4180 4877

25 2/13/23 4.00 3925 4987

26 2/10/23 5.25 3250 4293

27 2/10/23 4.50 3395 4673

28 2/10/23 4.25 3905 4927

29 2/10/23 4.00 3985 6160

30 2/10/23 5.50 3560 4410

Mean 3643 4595

Standard Deviation 421.8 528.9

K33000

INGRAM READYMIX., INC.

3580 FM 482

NEW BRAUNFELS , TEXAS 78132

Type: Portland Cement Type I/II Date:

Source: Hereke

Vessel: Evropi TEC ID: 23-1234

Client ID: Turkish Cement Corpus Christi

Supplier: South Texas Cement

Address: S.T.C. TERMINAL 2202 E Navigation Blvd.

Corpus Christi, TX 78402

Telephone: 361-885-0023

Item ASTM Limit Result Item ASTM Limit Result

SiO2 (%) C 114 - 19.8 Flow (%) C 1437 - 129

Al2O3 (%) C 114 6.0 max 4.7 Blaine Fineness (m2/kg) C 204 260-430 340

Fe2O3 (%) C 114 6.0 max 3.67 Normal Consistency (%) C 187 - 26.6

CaO (%) C 114 - 63.7 Autoclave Expansion (%) C 151 0.80 max -0.02

MgO (%) C 114 6.0 max 1.57 Vicat Setting Time: C 191

SO3 (%)** C 114 3.0 max 2.49 Initial Vicat (minutes) C 191 45-375 149

Na Eqv (%) C 114 - 0.51 Final Vicat (minutes) C 191 - 285

Loss on Ignition (%)**** C 114 3.0 max 2.9 Air Content (%) C 185 12 max 9

Insoluble Residue (%) C 114 1.5 max Ongoing Density of Hydraulic Cement (g/cm ) C 188 - 3.13

Limestone Addition (%) C 114 5 max NA

Inorganic Processing Addition (%) C 114 5.0 max NA

C3S + 4.75 * C3A (%)*** C 114 100 max 95 Compressive Strength MPa: C 109/C 109M

1 Day C 109/C 109M - 15.2

3 Day C 109/C 109M 12.0 min 25.1

7 Day C 109/C 109M 19.0 min 32.4

Potential Compounds: C 114 28 Day C 109/C 109M 28.0 min Ongoing

C3S (%) C 114 - 65

C2S (%) C 114 - 7 Compressive Strength PSI: C 109/C 109M

C3A (%) C 114 8 max 6 1 Day C 109/C 109M - 2210

C4AF (%) C 114 - 11 3 Day C 109/C 109M 1740 min 3640

7 Day C 109/C 109M 2760 min 4700

28 Day C 109/C 109M 4060 min Ongoing

Notes

Dean T. Roosa Shawn P. McCormick

Project Manager Laboratory Principal

Chemical** Physical

*Indicates items not meeting ASTM C150-22 and AASHTO M85-21.

** No adjustment has been made for possible use of limestone or inorganic processing additions.

*** Does not apply when the cement complies with the heat of hydration limit

**** If Limestone is added it is 3.5%

****** The minimum (0.33), maximum (0.61) and average (0.53) for equivalent alkalis obtained from quality control tests.

Mill Test Certificate Report

Certification

SGS TEC Services is an AASHTO R18, ANS/ISO/IEC 17025:2017, and Army Corps of Engineers accredited laboratory. This certifies that the described cement, at the time of shipment, meets chemical and physical requirements of the current applicable specification for ASTM C 150 & AASHTO M-85 for type I and Type I/II (MH). These results pertain to only the sample tested.

July 27, 2023

General Information

Tests Data on ASTM "Standard" Requirements

Tested by SGS TEC Services

Contact: Dean Roosa (770) 995-8000

Source Location: Hereke Plant

15 March 2021

Gary Johnson Ingram Ready Mix

3850 FM 482

New Braunfels, TX. 78132

Mr. Johnson, This is to certify that ZYLA® 610, a water reducing and retarding admixture, as manufactured and supplied by GCP Applied Technologies is formulated to comply with the Standard Specification for Chemical Admixtures for Concrete, ASTM C 494, Type A.

ZYLA 610 does not contain calcium chloride or chloride containing compounds as a functional ingredient. Chloride ions may be present in trace amounts contributed from the process water used in the manufacturing.

If you have any questions, or need anything else, please let me know.

Regards, Thomas M Greene

Thomas M. Greene, FACI Regional Technical Services Manager Southwest Region 4323 Crites Street Houston, TX. 77003

281 795 3224 mobile 800 354 5414 office thomas.m.greene@gcpat.com

15 March 2021

Gary Johnson Ingram Ready Mix

3850 FM 482

New Braunfels, TX. 78132

Mr. Johnson, This is to certify that ZYLA® 614R, a water reducing and retarding admixture, as manufactured and supplied by GCP Applied Technologies is formulated to comply with the Standard Specification for Chemical Admixtures for Concrete, ASTM C 494, Type B & D.

ZYLA 614R does not contain calcium chloride or chloride containing compounds as a functional ingredient. Chloride ions may be present in trace amounts contributed from the process water used in the manufacturing.

If you have any questions, or need anything else, please let me know.

Regards, Thomas M Greene

Thomas M. Greene, FACI Regional Technical Services Manager Southwest Region 4323 Crites Street Houston, TX. 77003

281 795 3224 mobile 800 354 5414 office thomas.m.greene@gcpat.com

#5 X 7'-6" @ 12" OC EA WAY

TOP & BOTTOM

#5 X 1'-6" T&B

#5 X 1'-6" DIAG T&B

#5 X 2'-6" T&B

2-#5 BOTTOM ONLY

TOP -USE SLAB STEEL

#3 MK 303 @ 12"

#5 X 7'-6" @ 12" OC EA WAY

TOP & BOTTOM

TRANSFORMER PAD

6-#6 X 5'-0

VERT

#3 MK 304 @ 12"

2 XTRA #3 MK304

AT TOP#5 MK502-1 LW

#5 MK 502-2 SW @ 12" OC

EA WAY

FIELD CUT SLAB STEEL

AT PIERS AS REQ'D

ELEC EQUIPMENT RACK

30" DIA PIERS

24" DIA PIERS.

11-#6 X 3'-6"

VERT

#3 MK 304 @ 11"

3" CLR

2-#3 MK 304 XTRA AT THE TOP

3" CLR

DWLS AT 8" CONC POST ONLY

4-#4 X 6'

3' EMBED TO PIER

USING 3" CONCRETE CLEARANCE

SO TYPICAL ACCESSORIES CAN BE USED

11-#6 X 3'-6"

VERT

#3 MK 305 @ 11"

3" CLR

2-#3 MK 305 XTRA AT THE TOP

3" CLR

DWLS AT 8" CONC POST ONLY

4-#4 X 6'

3' EMBED TO PIER

DWLS AT CMU POST ONLY

4-#6 X 6'

3' EMBED TO PIER

MISC

LABEL NO. REQ. QTY SIZE MK/LEN NOTE

TRANSFORMER PAD 8' X 8'

1 36 #5 7-06 @ 12" OC EA WAY T&B

1 24 #5 1-06 ADD'L BARS DIAG & AT SIDE

1 4 #5 2-06

4 4 #5 7-06 BEAMS T&B

4 8 #3 303 @ 12"

4 4 #5 501 CORNER BARS

6 UTIL BRICKS SUPPORTS

1 3 3/4SBR 5-00 SLAB BOLSER W/ RUNNER

WILL NEED 1/2" BETWEEN MATS - CAN 3/4" BE USED

ELECTRICAL EQUIPMENT RACK 7' X 17'-6"

4 PIERS AT 5'-6" TOTAL LENGHT

4 6 #6 5-00 VERT

4 5 #3 304 @ 12"

4 3 #3 304 XTRA AT THE TOP

4x3 Pcs 3"BOOSTER ACCESSORIES 4x6 Pcs 3" WHEEL ACCESSORIES

1 8 #5 502-1 LW 8runs@12" 1 18 #5 502-2 SW 18runs@12"

2 1 #5 16-06 1-CONT AT BEAM

2 1 #5 6-06 1-CONT AT BEAM

4 1 #5 501 CORNER BARS

10 UTIL BRICKS SUPPORTS

FIELD CUT AT PIERS AS REQ'D

24" DIA PIERS

PLEASE PROVIDE QUANITY VERIFY 3" CONC CLR

2 11 #6 3-06 VERT

2 5 #3 304 @ 11"

2 2 #3 304 EXTRA AT TOP

2x3 Pcs 3"BOOSTER ACCESSORIES 2x6 Pcs 3" WHEEL ACCESSORIES

NO DWLS NEEDED AT WROUGHT IRON FENCE POST

DWLS @ 8" CONC POST

1 4 #4 6-00 DWLS AT 8" CONC POST 36" EMBED

30" DIA PIERS

PLEASE PROVIDE QUANITY VERIFY 3" CONC CLR

2 11 #6 3-06 VERT

2 5 #3 305 @ 11"

2 2 #3 305 EXTRA AT TOP

2x3 Pcs 3"BOOSTER ACCESSORIES 2x6 Pcs 3" WHEEL ACCESSORIES

DWLS AT CMU

1 4 #6 6-00

DWLS @ 8" CONC POST

1 4 #4 6-00 DWLS AT 8" CONC POST 36" EMBED

A G B

TYPE 2

C

B

D

E

FK

H

TYPE 25

A G

B C

D

S3 H K

O

T3

BEND SCHEDULE

SIZE LENGTH MARK TYPE _A_ _B_ _C_ _D_ _E_ F/R _G_ _J_ _O_ _H_ _K_

#5 4-00 501 2 2-00 2-00 #5 18-02 502-1 2 0-10 16-06 0-10 #5 8-02 502-2 2 0-10 6-06 0-10 #4 3-06 401 2 0-09 2-00 0-09 #4 2-09 402 2 0-09 2-00 #3 4-09 301 25 1-00 0-10¼ 1-00 0-10¼ 1-00 0-10 0-05 #3 3-10 302 25 1-00 0-04¾ 1-00 0-04¾ 1-00 0-04½ 0-03 #3 3-05 303 S3 0-04 1-01 0-06½ 1-01 0-04 0-02½ #3 5-09 304 T3 1-06 1-00 #3 7-03 305 T3 2-00 1-00

TRANSFORMER PAD IS 8" TOTAL

THICKNESS DEDUCT 2" TOP & 3" BOT

= 3" DEDUCT 4-#5 BARS = 1/2" CLR

BETWEEN MATS- CAN WE USE 3/4"

SLAB BOLSTERS

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AutoCAD SHX Text

CONTRACTOR:

AutoCAD SHX Text

ENGINEER:

AutoCAD SHX Text

DRAWING COVERS:

AutoCAD SHX Text

DETAILER:JERRY AGUIRRE 512-251-0606

AutoCAD SHX Text

ISSUED FOR:

AutoCAD SHX Text

J85 ENGINE TEST CELL PAD

AutoCAD SHX Text

POWER HORSE

AutoCAD SHX Text

APPROVAL

kurtis Highlight kurtis Highlight

Hilti, Inc.

7250 Dallas Parkway, Suite 1000

Plano, TX 75024

1-800-879-8000 www.hilti.com

The following excerpt are pages from the North American Product Technical Guide, Volume 2: Anchor Fastening, Edition 22.

Please refer to the publication in its entirety for complete details on this product including data development, product specifications, general suitability, installation, corrosion and spacing and edge distance guidelines.

US&CA: https://submittals.us.hilti.com/PTGVol2/

To consult directly with a team member regarding our anchor fastening products, contact Hilti’s team of technical support specialists between the hours of 7:00am – 6:00pm CST.

US: 877-749-6337 or HNATechnicalServices@hilti.com CA: 1-800-363-4458, ext. 6 or CATechnicalServices@hilti.com https://submittals.us.hilti.com/PTGVol2/ mailto:HNATechnicalServices@hilti.com mailto:CATechnicalServices@hilti.com

106 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.2.3 HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM Hilti, Inc. 1-800-879-8000 | en español 1-800-879-5000 | www.hilti.com | Hilti (Canada) Corporation | www.hilti.ca | 1-800-363-4458

3.2.3 HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM

PRODUCT DESCRIPTION

HIT-RE 500 V3 with Threaded Rod, Rebar, and HIS-N/RN Inserts Anchor System

Hilti HIT-RE 500 V3 Cartridge

• Superior bond performance in both cracked and uncracked concrete

• Seismic qualified in accordance with ICC-ES Acceptance Criteria AC308 and ACI 355.4

• No hole cleaning requirement when installed with SafeSet™ hollow drill bit and Hilti vacuum technology

• ICC-ES approved for cracked concrete and seismic service

• May be installed in diamond cored holes in cracked and uncracked concrete including all seismic zones concrete using the Safe-Set™ system using the TE-YRT Roughening tool

• Use underwater up to 165 ft (50 m)

• Meets requirements of ASTM C881-14, Type I, II, IV, and V, Grade 3, Class A, B, and C.

• Meets requirements of AASHTO specification M235, Type I, II, IV, and V, Grade 3, Class A, B, and C

• Technical data available for larger diameters, oversized holes, deeper embedments.

Contact Hilti Technical Services for additional information

Hilti HAS Threaded Rods

Rebar

Hilti HIS-N

Approvals/Listings

ICC-ES (International Code Council) ESR-3814 in concrete per ACI 318 Ch. 17 / ACI 355.2/ ICC-ES AC308 ELC-3814 in concrete per CSA A23.3 / ACI 355.2

NSF/ANSI Std 61 Certification for use in potable water European Technical Approval ETA-16/0142, ETA-16/0143, ETA-16/0180 City of Los Angeles City of Los Angeles 2017 LABC Supplement (within ESR-3814) Florida Building Code 2017 FBC Supplement (within ESR-1814) U.S. Green Building Council LEED® Credit 4.1-Low Emitting Materials Department of Transportation Contact Hilti for various states

Uncracked concrete

Cracked concrete

Hollow drill bit Roughening tool software

Diamond cored holes for cracked and uncracked concrete

Seismic design categories A-F

107Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.2.3 HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM Hilti, Inc. 1-800-879-8000 | en español 1-800-879-5000 | www.hilti.com | Hilti (Canada) Corporation | www.hilti.ca | 1-800-363-4458

3.2.3

DESIGN DATA IN CONCRETE FOR ACI 318

ACI 318 Chapter 17 design

The load values contained in this section are Hilti Simplified Design Tables. The load tables in this section were developed using the strength design parameters and variables of ESR-3814 and the equations within ACI 318 Chapter 17. For a detailed explanation of the Hilti Simplified Design Tables, refer to Section 3.1.8. Data tables from ESR-3814 are not contained in this section, but can be found at www.icc-es.org or at www.hilti.com.

MATERIAL SPECIFICATIONS

Table 1 — Material properties of fully cured Hilti HIT-RE 500 V3

Bond Strength ASTM C882-13A1

2 day cure 14 day cure

10.8 MPa

11.7 MPa

1,560 psi 1,690 psi

Compressive Strength ASTM D695-101 82.7 MPa 12,000 psi Compressive Modulus ASTM D695-101 2,600 MPa 0.38 x 106 psi Tensile Strength 7 day ASTM D638-14 49.3 MPa 7,150 psi Elongation at break ASTM D638-14 1.1% 1.1% Heat Deflection Temperature ASTM D648-07 50°C 122°F Absorption ASTM D570-98 0.18% 0.18% Linear Coefficient of Shrinkage on Cure ASTM D2566-86 0.008 0.008

1 Minimum values obtained as the result of tests at 35°F, 50°F, 75°F and 110°F.

115Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.2.3 HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM Hilti, Inc. 1-800-879-8000 | en español 1-800-879-5000 | www.hilti.com | Hilti (Canada) Corporation | www.hilti.ca | 1-800-363-4458

3.2.3

Table 10 — Load adjustment factors for #4 rebar in uncracked concrete1,2,3

#4 Rebar uncracked concrete

Spacing factor in tension ƒAN

Edge distance factor in tension ƒRN

Spacing factor in shear4 ƒAV

Edge distance in shear

Concrete thickness factor in shear5 ƒHV

Toward edge ƒRV from edge

Embedment hef

in. 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10

(mm) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254)

Sp ac in g

(s e dg e ei st an ce (c

a) / c on cr et e th ic kn es s (h

- i n.

(m m ) 1-3/4 (44) n/a n/a n/a 0.26 0.20 0.11 n/a n/a n/a 0.05 0.04 0.02 0.11 0.07 0.04 n/a n/a n/a

2-1/2 (64) 0.59 0.57 0.54 0.29 0.22 0.13 0.53 0.53 0.52 0.09 0.06 0.04 0.18 0.13 0.08 n/a n/a n/a 3 (76) 0.61 0.58 0.55 0.32 0.24 0.14 0.54 0.53 0.52 0.12 0.08 0.05 0.24 0.17 0.10 n/a n/a n/a 4 (102) 0.64 0.61 0.57 0.37 0.28 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.37 0.26 0.15 n/a n/a n/a 5 (127) 0.68 0.64 0.58 0.42 0.32 0.18 0.57 0.55 0.54 0.26 0.18 0.11 0.42 0.32 0.18 n/a n/a n/a

5-3/4 (146) 0.70 0.66 0.60 0.47 0.35 0.20 0.58 0.56 0.54 0.32 0.22 0.13 0.47 0.35 0.20 0.56 n/a n/a 6 (152) 0.71 0.67 0.60 0.48 0.36 0.21 0.58 0.56 0.55 0.34 0.24 0.14 0.48 0.36 0.21 0.57 n/a n/a 7 (178) 0.75 0.69 0.62 0.55 0.40 0.24 0.59 0.57 0.55 0.42 0.30 0.18 0.55 0.40 0.24 0.61 n/a n/a

7-1/4 (184) 0.76 0.70 0.62 0.57 0.42 0.24 0.60 0.58 0.55 0.45 0.31 0.19 0.57 0.42 0.24 0.62 0.55 n/a 8 (203) 0.79 0.72 0.63 0.63 0.46 0.27 0.61 0.58 0.56 0.52 0.36 0.22 0.63 0.46 0.27 0.66 0.58 n/a 9 (229) 0.82 0.75 0.65 0.70 0.52 0.30 0.62 0.60 0.57 0.62 0.43 0.26 0.70 0.52 0.30 0.70 0.62 n/a 10 (254) 0.86 0.78 0.67 0.78 0.57 0.34 0.63 0.61 0.58 0.72 0.51 0.30 0.78 0.57 0.34 0.73 0.65 n/a

11-1/4 (286) 0.90 0.81 0.69 0.88 0.65 0.38 0.65 0.62 0.58 0.86 0.60 0.36 0.88 0.65 0.38 0.78 0.69 0.58 12 (305) 0.93 0.83 0.70 0.94 0.69 0.40 0.66 0.63 0.59 0.95 0.67 0.40 0.94 0.69 0.40 0.80 0.71 0.60 14 (356) 1.00 0.89 0.73 1.00 0.80 0.47 0.69 0.65 0.61 1.00 0.84 0.50 1.00 0.80 0.47 0.87 0.77 0.65 16 (406) 0.94 0.77 0.92 0.54 0.72 0.67 0.62 1.00 0.61 0.92 0.54 0.93 0.82 0.69 18 (457) 1.00 0.80 1.00 0.60 0.74 0.69 0.64 0.73 1.00 0.60 0.98 0.87 0.74 20 (508) 0.83 0.67 0.77 0.71 0.65 0.86 0.67 1.00 0.92 0.78 22 (559) 0.87 0.74 0.80 0.73 0.67 0.99 0.74 0.97 0.81 24 (610) 0.90 0.81 0.82 0.75 0.68 1.00 0.81 1.00 0.85 30 (762) 1.00 1.00 0.90 0.82 0.73 1.00 0.95 36 (914) 0.98 0.88 0.77 1.00

> 48 (1219) 1.00 1.00 0.86

Table 11 — Load adjustment factors for #4 rebar in cracked concrete1,2,3

#4 Rebar cracked concrete

Spacing factor in tension ƒAN

Edge distance factor in tension ƒRN

Spacing factor in shear4 ƒAV

Edge distance in shear

Concrete thickness factor in shear5 ƒHV

Toward edge from edge

Embedment hef

in. 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10

(mm) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254)

Sp ac in g

(s e dg e ei st an ce (c

a) / c on cr et e th ic kn es s (h

- i n.

(m m ) 1-3/4 (44) n/a n/a n/a 0.48 0.45 0.41 n/a n/a n/a 0.05 0.03 0.02 0.11 0.07 0.04 n/a n/a n/a

2-1/2 (64) 0.59 0.57 0.54 0.55 0.50 0.44 0.53 0.53 0.52 0.09 0.06 0.03 0.18 0.12 0.07 n/a n/a n/a 3 (76) 0.61 0.58 0.55 0.59 0.53 0.46 0.54 0.53 0.52 0.12 0.08 0.05 0.24 0.16 0.09 n/a n/a n/a 4 (102) 0.64 0.61 0.57 0.68 0.60 0.49 0.55 0.54 0.53 0.18 0.12 0.07 0.37 0.24 0.14 n/a n/a n/a 5 (127) 0.68 0.64 0.58 0.78 0.67 0.53 0.57 0.55 0.54 0.26 0.17 0.10 0.52 0.34 0.20 n/a n/a n/a

5-3/4 (146) 0.70 0.66 0.60 0.86 0.73 0.56 0.58 0.56 0.54 0.32 0.21 0.12 0.64 0.41 0.24 0.56 n/a n/a 6 (152) 0.71 0.67 0.60 0.89 0.75 0.57 0.58 0.56 0.54 0.34 0.22 0.13 0.68 0.44 0.26 0.57 n/a n/a 7 (178) 0.75 0.69 0.62 1.00 0.83 0.62 0.59 0.57 0.55 0.43 0.28 0.16 0.86 0.56 0.33 0.62 n/a n/a

7-1/4 (184) 0.76 0.70 0.62 0.85 0.63 0.60 0.57 0.55 0.45 0.29 0.17 0.90 0.59 0.34 0.63 0.54 n/a 8 (203) 0.79 0.72 0.63 0.91 0.66 0.61 0.58 0.56 0.52 0.34 0.20 1.00 0.68 0.40 0.66 0.57 n/a 9 (229) 0.82 0.75 0.65 1.00 0.70 0.62 0.59 0.56 0.62 0.41 0.24 0.81 0.47 0.70 0.60 n/a 10 (254) 0.86 0.78 0.67 0.75 0.64 0.60 0.57 0.73 0.47 0.28 0.95 0.56 0.74 0.64 n/a

11-1/4 (286) 0.90 0.81 0.69 0.81 0.65 0.61 0.58 0.87 0.57 0.33 1.00 0.66 0.78 0.68 0.56 12 (305) 0.93 0.83 0.70 0.85 0.66 0.62 0.59 0.96 0.62 0.36 0.73 0.81 0.70 0.58 14 (356) 1.00 0.89 0.73 0.95 0.69 0.64 0.60 1.00 0.79 0.46 0.92 0.87 0.75 0.63 16 (406) 0.94 0.77 1.00 0.72 0.66 0.61 0.96 0.56 1.00 0.93 0.81 0.67 18 (457) 1.00 0.80 0.74 0.68 0.63 1.00 0.67 0.99 0.85 0.71 20 (508) 0.83 0.77 0.70 0.64 0.79 1.00 0.90 0.75 22 (559) 0.87 0.80 0.72 0.66 0.91 0.94 0.79 24 (610) 0.90 0.82 0.74 0.67 1.00 0.99 0.83 30 (762) 1.00 0.91 0.80 0.71 1.00 0.92 36 (914) 0.99 0.87 0.76 1.00

> 48 (1219) 1.00 0.99 0.84 1 Linear interpolation not permitted.

2 Shaded area with reduced edge distance is permitted provided the rebar has no installation torque.

3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative.

To optimize the design, use PROFIS Engineering or perform anchor calculation using design equations from ACI 318 Chapter 17.

4 Spacing factor reduction in shear applicable when c < 3*hef. ƒAV, is applicable when edge distance, c < 3*hef ef, then ƒAV = ƒAN.

5 Concrete thickness reduction factor in shear, ƒHV, is applicable when edge distance, c < 3*hef ef, then ƒHV = 1.0.