HomeMy WebLinkAboutSUBMITTALS)W�A-uo�
SCANNED Submiffal #P 501-4.2
�y P 501 - CONCRETE
St. Lucie Countv PAVEMENT PCC
Ahrens Companies Project: 18-000037 - MRO HMGAR - TREASURE COAST INT.
1461 Kinetic Road AIRPORT
Lake Park, Florida 33403 3191 Jet Center Terrace
Phone: (561) 863-BOD4 Fort Pierce, Florida 34982
Fax: (561) 863-9007
PCC Pavement - 650 Flex Mix
SPEC SECTION: P 501 - CONCRETE PAVEMENT PCO SUBMITTAL MANAGER: LaMaya Jennings (AHRENS COMPANIES)
STATUS: Open DATE CREATED: 07/16/2019
ISSUE DATE: 07/16/2019 REVISION: 2
RESPONSIBLE RIF CONCRETE CONSTRUCTION, INC. RECEIVED FROM: JEREMY FOULKS
CONTRACTOR:
RECEIVED DATE: if. SUBMIT BY:
FINAL DUE DATE: 0710312019 LOCATION: Vera Beach
TYPE: Product Information COST CODE:
APPROVERS: LaMaya Jennings (AHRENS COMPANIES), Sue Finney (Avcon Engineers & Planners), Ian Johnson (Avcon Engineers &
Planners), Robert Palm (Avcon Engineers & Planners)
SALL IN COURT:
Sue Finney (Avcon Engineers & Planners), [an Johnson [Avcon Engineers & Planners), Robert Palm [Avcon Engineers & Planners)
DISTRIBUTION:
RobertPalm (Avcon Engtneers& Planners), Peter Jones JSt Lucia County), Ian Johnson (Avcon Engineers &PIanners), Sue Finney (Avcon
Engineers& Planners), RENEE CARON (THE BRT GROUP dba FIL HYDROSEEDING &EROS), Sootty Beaulieu (St. Lucie County)
DESCRIPTION
- The Flexural MOR/s determined either by ThW-PaInt Loading(ASTM c 78) or Center- Point Loading (ASTM C293) testing of beam specimens.
However, flexural testing of beams is sensitive and susceptible to testing variabilities. Most Departments of Transportationslother agencies prefer
to use standard cured -compressive strengths cylinders as an index Oil to estimate flexural strength, due to the ease of measurement,
convenience, rellability and economics of testing
• The Building Code and ACI committee 330 provide reference recommendattons for corresponding relationships between flexural and
compressive strengths.
• Empirical relationship between compressive and illexural strength could also be used In determination.
• Perapplicable industry standards, reference mix is designed to satisfy both compressive and flexural strength requirements.
ATTACHMENTS:
RF ClIncrete Canal Submittal26077 Treasure Cog5t Int. Aimort 6-28-1g.my, addtn 7-11-19.r)d Tilan Type IL-M5 Portland Limestone Cement
21-19.0 ACI 318.pd Rat ACI 330.pd
SUBMITTAL WORKFLOW
NAME
SUBMITTERI
APPROVER
SENT DATE
DUE DATE
RETURNED
DATE
RESPONSE
ATTACHMENTS
COMMENTS
I
JEREMY FOULKS
Submitter
7/16/2019
7/10/2019
7/1612019
Submitted
RFConcrete
Const Submittal26
077 Treastine
Coast Int.
2
LaMaya Jennings
Approver
71116f2019
7110/2019
7/16/2019
Received
Airport 6-2
19,reit. addtn 7-
11-19.6d
Rat ACI 330.nd
ACI 318.0
Ahrens Companies � Pagel of2 Printed On: 07116/2019 11 :14 AM
Submiffal #P 501-4.2
P 501 - CONCRETE
PAVEMENT.PCC
NAME
SUBMITTERI
SENT DATE
DUE DATE
RETURNED
'
RESPONSE
ATTACHMENTS
COMMENTS
APPROVER
DATE
Titan Type IL -MS
Portland
Lim@stone
Cement 3-21
19.pdf
3
Sue Finney
Approver
71312019
Pending
4
Ian Johnson
Approver
1
713/2019
Pending
5
Robert Palm
Approver
I
wwoig
Pending
AHERNS COMPANIES
1461 KINETIC ROAD
LAKE PARK, FL 33403
Shop Drawing / Product Date Review
REVIED BY Cris Parnablancio DATE 7/1/2019
REVIEWED FOR.COMPLIANCE
APPROVED
APPROVED AS NOTED
REJECTED
Review Is for conformance with design concept only and Intent and
general compliance with contract documents/spaclficaflons. Subcontractor
shall be responsible for all quantities, dimensions. compliance with
documents and related codes, verification of work and trades and
fabrication or techniques of construction.
X NO EXCEPTION TAKEN MAKE CORRECTIONS NOTED
SUBMIT SPECIFIED ITEM REVISE & RESUBMIT
REJECTED X NOTE COMMENTS
Checking Is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents, Any action shown is subject to the requirements of the plans
and specifications. Contractor is responsible for dimensions which shall
be confirmed and correlated at the job site; fabrication processes and
techniques of construction; coordination of his work and that of all other
trades and the satisfactory performance of his work.
AV60N, INC, I
By: ROBERT H. PALM, P.E. Date: 7117/19
13Y DATE COPIES TO
Ahrens Companies Page 2 of 2 Printed On: 07/16/2019 11 :14 AM
I 'DNI'P
348 BUIL[hf,113 CODF REQUIREMENTS FOR STRUC
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sueld eqijo sjueibaj!n�ej eLij ol pefqns el umoqs U01i3e AUV 'SjUE
JOBJJUIX) Bij Ul U9AI6 U01jewjojut eqj Lipm a3uvidLum jejeuoG PUB
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f0i concrele QqiogrgH
IN311021;J103dS IING(IS
22.2.2.2 Tensile strength of concrete shall be neglected in
flexural and axial strength calculations.
22,2.2.3 The relationship between co
, ncrete compressive
stress and strain shall be represented by a rectangular, trap-
ezoidal, parabolic,,or other shape,that results in prediction
of strength insubstantial agreement with results'of compre-
hensive tests. . I : ;
22.2.2.4 The equivalent rectangular concrete stress distri-
bution in accordance with 22.2.2.4.1 through 22.2.2.4.3
satisfies 22.2.2.3.
22.2.2.4.1 Concrete stress of 0.85f,' shall be assumed
uniformly distributed over an equivalent compression zone
bounded by edges of the cross section and a line parallel
to the neutral axis located a distance a from the fiber of
maximum compressive strain, as calculated by:
a = Pic (22.2.2.4.1)
22.2.2.4.2 Distance from the fiber of maximum compres-
sive strain to the neutral axis, c, shall be measured perpen-
dicular to the neutral axis.
22.2.2.4.3 Values of P, shall be in accordance with Table
22.2.2.4.3.
(ACI 318-14) AND COMMENTARY (ACI 31611-14)
COMMENTARY
calculatingfp, for imbonded lendons� as provided in 240.2,4,
have been correlated with test results.
1422.2.2 Design assumplionsfor concrete
1122.2.2.1 The maximum concrete compressive strain at
crushing of the concrete has been observed in tests of various
kinds to vary from 0.003 to higher than 0.008 under special
conditions. However, the strain at which strength of the
member is developed is usually 0.003 to 0.004 for members
of normal proportions, materials, and strength.
n r , III I U,
"I�'a
I I I - U,
Je Strength of Concrete
Mir re�\sjla
I 11CAUIC ]b VUIIbUFVHLIVCIy neglected in calculating the
nominal flexural strength. The strength of concrete in
tension, however, is important in evaluating cracking and
deflections at service loads.
IZ22.2.2.3 At high strain levels, the stress -strain relation-
ship for concrete is'nonlinear (stress is not proportional to
strain).'As stated in 22.2.2.1. the maximum usable strain is
set at 0.003 for design.
The actual distribution of concrete compressive stress
within a cross section is complex and usually not known
explicitly. Research has shown that the important proper-
ties of the concrete stress distribution can be approximated
closely using any one of several different assumptions for
the shape of the stress distribution.
'1422.2.2.4 For design, the Code allows the use of an equiv-
alent rectangular compressive stress distribution (stress
block) to replace the more detailed approximation of the
concrete stress distribution.
R22.2.2.4.1 The equivalent rectangular stress distribution
does not represent the actual stress distribution in the compres-
sion zone at nominal strength, but does provide essentially
the same nominal combined flexural and axial compressive
strength as obtained in tests (Nliltock ct III. L90 1).
1?22.2.2.4.3 The values for P, were determined experi-
mentally. The lower limit of P, is based on experimental data
from beams constructed with concrete strengths greater than
8000 psi (Leslic ct 111. 1976; Karr el al. 1978).
American Concrete Institute — Copyrlghiw�� �.nwuxasRww��m2mm,,
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (Act 318-14) AND COMMENTARY (Act 318R-14) 349
CODE
Table 22.2.2.4.3—Values of ill for equivalent rect.
angular concrete stress distribution
f�" PSI
III
2500 sf':54000
083
(a)
4000 <f,' < 9000
0.85— 0.05(f,-4000)
1000
(b)
f. �: 8000
0,65
(c)
22.2.3 Design assionplionsfor nonpiustressed leinfoc,11jenj
22.2.3.1 Deforraccl reinforcement used to resist tensile or
compressive forces shall conform to 20.2. 1.
22.2.3.2 Stress -strain relationship and modulus of elas-
ticity for deformed rcinfi�rcemcnt shall be idealized in accor-
dance with 20.2.2.1 and 20.2.2.2.
22.2.4 Design assninplionsforpresiressing reinforcement
22.2.4.1 For members with bonded prestressing rein-
forcement conforming to 20.3. 1, stress at nominal flexural
strength,f, shall be calculated in accordance with 211.3.2.3.
22.2.4.2 For members with unbonded prestressing rein-
forcement conforming to 20.3.1,f, shall be-6alculaied in,
accordance with 20.3.2.4.
22.2.4.3 If the embedded length of the preitressin strand
'g
is less than 14, the design strand stress shall not exceed the
value given in 25.4.8.3. as modified by 25.4.8. 1 (b).
22.3—Flexural strength
22.3.1 General
Lqj�M
Yd
22.3.2 Prestressedconcivie inembers
22.3.2.1 Deformed reinforcement conforming to 1-0.2.1,
provided in conjunction with prestressed reinforcement,
shall be permitted to be considered to co6tribut6 to the
tensile force and be included in flexural strength calculations
at a stress equal tofr
22.3.2.2 Other nonprestressed reinforcement shall be
permitted to be considered to contribute to the flexural
strength if a strain compatibility analysis is performed to
calculate stresses in such reinforcement.
22.3.3 Composite concreie ineinbers
COMMENTARY
R22.3—Flexural strength
R22.3.3 Composite concrete members
22.3.3.1 Provisions of22.3.3 apply to members constructed 1422.3.3.1 The scope of Chapter 22 is intended to include
in separate placements but connected so that all elements composite concrete flexural members. In some cases with
resist loads as alunit. cast -in -place concrete, separate placements of concrete may
P�Wm WWR.�,1�01411.61�MDT ' "' " - E�
American Concrete Inslituto (ad.
�22 �
6LILUL :9BG '9Pd'VTlVd *H il,1390ld :AS
'ONI'NOOAV
'XJOM SILI 10 eoupwillpad fjopels.ries aul PUB sapeil
J9410 Ile Jo IBM PUE)POM sill lo voileuipitim ticuorulsuao �o senbiuLpal
33OR-6
pue sassacloid uolumuqej pue pawiqum eq
lieqs t4otqAs suoisuawip jol elq!s uodsei lu iopeilullo suoileogtoads pue
Table 3.1—Subgrade E
American Concrete Pla
ne �Ooqggpfflllilio
(P qiMep I I SON YAUNNH
nt Association 1984a,b;
W14 vo�_Utnql I _._,_'e'oUeLuUoJuoo lejaueti i0LAJUo st 13UI�09
T
PC of �'o W I
I SS
Fine-grained sells in which silt v
��P11
-1 b, Q3-Lq3r5d lo
.5
1 10 to 22
2.3 to 3.1
I
Sands and sand-Smvel mixtutes,
11�2 —TJ—
'T ......
5
291.41
3.5 t. 4.9
Sand and sand-ginvel mixtunnsr
45!.5-
5.3,o6.1
Net.: CBR - Calilomh Ilculng nain, R - mjs�.,alw; and ssv - Sell sapp(al %.Iuc. I psi - 0.069 AM. and I psilin. - 0.27 Wa�n
Table 3.2—Modulus of subgrade reaction k'
Subgmde k
%qluc, psitin.
Sub -base thickness
__F
4 in. 6 in. 1 9 —in 12 _in
Granular aggregate subbase
so
65
75
85
110
100,
130
140
i 1 160
190
200
220
230
270
320
300
320
330
370
430
Cenient-ftcated subbase
50
170
23
100—
280
40D
520
640
200
470
640
Othff [=led subbase
50
85
115
' 7
too
175'
210
T706
3i5
200
280
315
360
400
300
350
385
420
490
. F.,.ubbascapP4icd.�diff=1.bZMdcs. i/al.u`0MbsdCCnCnlASs0Ciafi0A
1994.1l: ftlics! Mi.lio. Adnuni,lnuion 197R.
Now I in. - 25.4 nun. alld I ruilin. - 0.27 All
(MOR) of the concrete is used in pavement design to determine
the required thickness.
Flexural strength is determined by the MOR test in
accordance with ASTM C78. The 28-day strength is
normally selected as the design strength for pavements, but
this is conservative because concrete usually continues to
gain strength, and the pavement may not be placed in service
until after 28 days. While design of pavements is generally
based on flexural strength of concrete, compressive strength
testing is typically used for quality control in the field, and is
preferred because it is less costly, with less testing -induced
variability. The correlation between compressive strength
and flextmd strength for a given concrete mixture is consistent
and should be understood. On projects designed for heavy
traffic that are large enough to economically benefit from
refinement of the MOR value used in thickness design. a
correlation between flexural strength and compressive
strength should be developed from laboratory tests on the
specific concrete mixture to be used. On other projects,
especially those that will accommodate little track traffic or
where the mixture of traffic loads may not be well known, it
may be more practical to assume an approximate, but
conservative, relationship between compressive strengthf,'
and flexural strength MOR (refer to Eq. (3-1) and (3-2)).
It is a generally accepted principle in concrete mixture
proportioning that the coarse aggregate type has a greater
influence on the flexural strength than on the compressive
strength, and that rough -surfaced and angular -shaped coarse
aggregates generally provide increased margins of flexural
strengths as compared with smooth -textured and round -
shaped coarse aggregates. Goldbeck (1988) noted that the
reason for higher margins of flexural strength associated
with rough -surfaced and angular -shaped aggregates is the
enhanced mechanical bond between the cementitious paste
allu Ulu aggregates.
For concrete made with most smooth -textured. round -
suspect aggregates, an approximate relationship between
specitied compressive strength f.' and MOR can be
expressed using Eq. (3-1)
MOR (psi) = 8,iFf,_' (in. -lb units) (3-1)
MOR(MPa)=9.7,ff_,' (Slunits)
MOM* kiltitm ar
A
I
MOR (MPa) = 0.8,[ (3-2)
�f� (SI units)
If no information is available to the designer about coarse
aggregates to be used in project concrete, the lower MOR
assumptions are recommended as more conservative. Higher
MOR values (as produced by Eq. (3-2)) may be used if there
is documentation or field experience showing that these
higher MOR values can be anticipated with the aggregates to
be used, and the resulting pavement section may be slightly
thinner. Additional discussion of approximations of MOR
appears in various pavement design resources (Goeb 1989).
3.6—Thickness design .
3.6.1 Basis for desig�Thickness designs for concrete
pavements are based on laboratory studies, road tests, and
surveys ofpavement perforaltance. Commonly used procedures
include the AASHTO method, which was developed from
data obtained at the AASHO Road Test (Ilighway Research
Board 1962), and methods based on calculated stresses and
fatigue resistance such as the Portland Cement Association
Design Procedure (Portland Cement Association 1994ab).
Other methods have been used, such as the Brokaw Method
(Brokaw 1973), which is based on surveys of the performance
of plain concrete pavements in use throughout the country.
While most of these design methods were developed for
analyzing and designing pavements for streets and high-
ways, the research behind them has included thin pavements,
OTH-County Ready Mix
TITAN
25DO S.W. 2nd A�j.
Ft Lauderdale, FL 33315
Phone: (954) 761-1944
Materials for Life*
Fax: (954)760-5923
Date Issued 6128/2019
Submittal No. 26077
Contractor: RF Concrete Construction
PO Box 650789
Vero Beach, Florida 32965
013mhari Ready Mix
801 U.S. Ifighway One
North Pabn Boach, FL 33408
Phone. (561) 904-7007
Fax: (561)904-707,4
Project; Treasure Coast International Airport
Dear Sir/Madam:
ONOWC.rdrel Ready Mix
3928SouthNi,valtoad
PWO=gc,FL 32127
Phone. (386) 763-5940
Fax: (386) 763-5969
OWest Coast Ready Mix
423 Coranercial Cf., Suite B3
Voice, FL 34292
Phone: (941) 486-2220
Fax: (941) 486-2222
We are submitting the following concrete mix design(s) for approval of use for the above referenced project:
Mix Code Number Description Intended Use
PA513943A 650 FLEX #467 BLEND Z60
THE MIX CODE NUMBER MUST BE USED WHEN ORDERING CONCRETE.
If TITAN Concrete is not in receipt of an approval of the mix design from the customer at the time of the order, TITAN
Concrete may rely on the customees use of the mix design code in its order as approval for use of the mix design on this
project and customer shall not hold TITAN Concrete liable for delivery of product conforming to such mix design code.
The proposed mixes have been proportioned in accordance with the applicable sections of ACI 211, and the concrete
section of your specifications and/or your request.
The proposed mix design(s) will meet the stated strengths, when test specimens are made, cured and tested in
accordance with current ASTM standards, and evaluated per ACI recommended standards and practices, including
among othem
- ASTM C 3 l/C 3 IM Making and curing concrete test specimens in the field,
- ASTM C 39/C 39M Compressive strength of cylindrical concrete specimens, and
- ACI 214R Evaluation of strength test results of concrete.
Tbe intended use column is for information purposes only and does not replace any construction documents including
and not restricted to contract documents, architectural plans, provisions, specifications, or notes.
It is TITAN.Concrete's policy to statistically analyze strength tests as a measure of Quality Assurance. As regilired Rer
ASTM C 94-00: See, 4,6,,please instruct the testing laboratory for this project to include TITAN Concrete on their
distribution list at testreportsatitanamerica.coni for all strength test reports for this project.
-, ; Z .
Fe-6-0-1.�bffnde
oualiymanagqr
Titan Conowhe - Ewlern Region
1992-2019(tundreLlm
the design
contract
finned and correlated at the job site;,fabricatlon processes and
ues of.construction; coordination of his work and that of all other
and the satisfactory performance of his work.
This Submittal includes previously reviewed items
stamped "No exception taken". These items have not
been re -reviewed, and if altered from original review, are
not valid.
Pagel uVaultaroenirM
'11—�
�O �7.�o T I TA N
Materials for Life'
137fri-Cannity Ready Mix
2500S.W.2odAw.
Ft. Laudendale� FL 333 15
Phone: (954) 761-1944
Fw. (954) 760-5925
Submittal No. 26077
Date Issued: 6128t2019
UF�annh Ready M.
801 U.S. Highway Oft
North Palm Beach, FL 33409
Me= (561) 904-7007
Fax: (561)904,7024
Customer. RF Concrete Construction
Project Treasure Coast International Airport
ONorthfCcutind Ready Mix
3928 South Ntwo Road
Port Chunia% FL 32127
Phone: (386) 763-5940
P= (386) 763-5969
I]Wcea Coaat Ready Mix
425 Cotennencial Ct, Suite B3
Venice, FL 34292
Phone. (941) 4186,2220
F= (941)48&2222
Mix Code: PA5B943A Mix Code must be used when ordering concrete.
��5�6-FUDC#467 BLEND Z60
Source Material ASTM
Spec.
Gravity
ozlyd
Weight
Qb)
TITAN
TYPE 1/11 BULK P CERT FOR FDOT
C-160
3.15
545
ST
FLYASH TYPE F-BIG BEND
C-618
2.45
140
PENNSUCO
ASTM #67 CO#12
C - 33
2.42
1,220
PENNSUCO
ASTM #4 C006
C-33
2.36
407
PENNSUCO
COMM CONC SCRG
C-33
2.55
1,132
WELL
C-94
1.00
34.0 gal
283
BASF ADMIXTURES
POZZOLITH 70ON
CA94
1.00
34
0.0
BASF ADMIXTURES
MB-AE 90
C-260
1.00
3
0.0
BASF ADMIXTURES
RHEOTEC Z-60 NC
C-494
1.00
20
0.0
Specified F'c:
Specified Slump:
Specified Alf:
5000 psi @ 28 days Designed W/C + P Rafio:,
2.00 to 6.00 Designed Volume:
1.50 To 4.60 % Designed Unit Weight:
0.41
27.00 cu.ft.
138.0 lbs./cu.ft.
TOTAL
3,727
NOTES:
TITAN Concrete has no knowledge or authority regarding where this mix is to be placed; therefore, it is the responsibility of the
project architect, engineer, and/or contractor to ensure that the above designed mix parameters of compressive strength,
water -to -cement ratio, cement content, and air content are appropriate for the anticipated environmental conditions (i.e.
ACI-318, and local Building Codes); and that acceptance testing is conducted in accordance to all applicable ASTM test
procedures by a facility evaluated by and accredited by industry agencies for proper lab protocol and that test results are
evaluated by ACI standards.
Chemical admixtures are added In accordance with the manufacturer's recommendations. TITAN Concrete reserves the right
to adjust these dosages to meet the changes in jobsfte demands.
TITAN Concrete also reserves the right to adjust cementitious contents in accordance to ACI 3%
The minimum requirements for testing of ready mixed concrete at the project site are established in Act 311.6 Specification
for Ready Mixed Concrete Testing Services when acceptance of concrete as delivered to the site is based on specific
field -measured properties and laboratory -measured compressive strength.
TITAN Concrete requests to be included on the distribution list for test data.
Unless indicated otherwise, Titan may use either Type 1111 or Type IL cement
COMMENTS: I
• Building Code and Act committee 330 provide reference recommeni
Flexural and Compressive strengths. Empirical relationship could be
• Ref equation from et a[ Mincless, Sidney & Frances.
• Per Industry standards, mix design satisfies both Compressive and F
M2 - 2019 Quadeal, Jan.
REVISE & RESUBMIT
X NOTE COMMENTS
�.;d(ixtg,js arty for general conformance with the design concept of the
ject and general compliance with the information given in the contract
ximents. Any action shown is Subject to the requirements of the plam
I specifiGationg. Contractor is responsible for dimensions which shall
confirmed and correlated at the job site; fabrication processes and
milques of construction; coordination of his work and that of all other
strenW86ff0'A7A%, P.E.
7117119
Quality Control Tests by the Contractor noted
on previous submittal are required, and shall be
Page2 furnished to the OwnerlEngineer.
750
700
650
600
550
mn
Date: 7/11/2019
CONCRETE
Materials for Life'
Mix Name: PA5B943A Units: US
it 31
41
900
Izoo
1.01
850
10.00
am
000
750
8.00
0.67
700
6.00
0.50
0
4.00
0.34
550
zoo
0.17
000
000
100 200 300 400 500 600 70d'- 500 550 600 650 700 750 600 850 900 950 1000
Maturity Hours PSI
950A of tests lie above cross -hatched one
STRENGTH SUMMARY, 3 Point Or Center Bend Beams
Strengths
No. Of Avg 7 Avg 28 Std
Tests Day * Day Dev
14 760 880 30
DETAILED STRENGTH, 3 Point Or Center Bend Beams
Batch Test Date Strengths
Number Number 7 Day 28 Day
632192310
632192310
10/23/2015
790
840
632192272
632192272
10/23/2015
750
830
632192361
632192361
10/23/2015
790
920
632192376
632192376
10/23/2015
820
910
632192298
6322192298
10/23/2015
760
860
632192349
632192349
11/17/2015
760
920
632192450
632192450
11/17/2015
750
870
632192457
632192457
11/17/2015
760
900
632192470
632192470
11/17/2015
730
930
632192780
632192780
11/24/2015
740
870
632192769
632192769
11/24/2015
730
860
632192697
632192697
.11/24/2015
740
880
632199241
632199241
12/18/2015
740
900
632199228
632199228
12/18/2015
790
830
X NO EXCEPTION TAKEN MAKE CORRECTIONS NOTED
SUBMIT SPECIFIED ITEM REVISE & RESUBMIT
REJECTED X NOTE COMMENTS
Checking is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
Jocuments. Any action shown is subject to the requirements of the plans
and specifications. Contractor is responsible for dimensions which shall
be confirmed and,correlated at the job site; fabrication processes and
echniques of construction; coordination of his work and that of all other
rades and the satisfactory performance of his work.
AVCON. INC.
PALM, P.E.
,se tests are old and shall be
required Contractor QC Tests
1992.2019Quaft4lnc. Page3 Quadrel IService SM
Combined Aggregates
ASTM
#67
CO#12
ASTM #4
C006
Combine
d Co=e
(3rading
Comm
CONC
SCRG
Comb.
Grad.
2 in. (50 M)
100.00
100.00
100.00
1 112 in. (37.5 nun
97.00
99.00
100.00
I in. (25 mm)
100.00
34.00
94M
90.00
314 in. (19 mm)
97.00
6.00
75.00
85.00
1/2 in. (12.5 mm)
73.00
4.00
56.00
74,00
3/8 in. (9.5 mm)
34.00
j 3.00
26.00
100.00
57.00
No. 4 (4.75 mm)
3.00
3.00
3.00
100.00
43.00
No. 8 (2,36 mm)
2.00
2.00
85.00
36.00
No, 16 (1.18 mm)
2.00
54.00
24.00
No. 30
2.00
33.00
15.00
No. 50
2.00
18.00
9.00
No. 100
2.00
6.00
4.00
No. 200
2.00
1.00
1.60
0.00
0.00
0.00
0.00
0.00
6.63
7.90
6.85
3.03
5.29
1992 - 2019 QuadreL I= Page4 Quadrel IService SM
M
1;
COMBINED AGGREGATE CHART
OIL
C4 C4 T. 14 C%l go �w a :11: N
I
Sieve Gradings
0
— ASTM #67 CO#12 — COMM CONC SCRG
— ASTM #4 C006 — Combined Aggregate Grading
1992 - 2019 Quadrel, Inc. Page5 Quadrel iServioe sm
f;
Coarseness/Workabflity Factor Chart For PA5B943A - 634
Coarsenessfactor Chart
so -
5
0
0 10 20 30 40 60 60 70 80 so 100
Coarseness Factor(%)
Legend: I-GapGraded II -Optimal III -Optimal for 1/2" or smaller IV-TooFinc V-TooCoarse
Green X -Desired Coarseness/Workability Factors Blue Box -Actual Coarseness/Workability Factors
Desired Workability Factor 36.0 Desired Coarseness Factor 60.0
Actual Workability Factor 39.1 Actual Coarseness Factor 67.8
1992 - 2019 Quadrel. Inc, Page6 Quadrel iService SM
Power Curve For PA5B943A - 634
Im
r
[A
N"
Power Curve
a
ON PIRP Pd"-
0
MM
W
W
.- t13
Sieve Size (On no 0 prefix, US - inches, S1 - mm)
Legend: Blue - Power Curve Cbi Squared Power maxffnum Size
Red - Blend Data 0.1612 0.45 2.0 in
1992 - 2019 QuadmI, Inc. Page7 Quadrel fService sm
7ff-0-1rWIh6"- ID No.
05z&ffz�1rT-- ozao<=AQ�
Quality Control - Florida Business DESCRIPTION 650 Flex
Ref. Mix No PA61219510
FLEXURAL STRENGTH OF BEAM CONCRETE SPECIMENS
Date Specimens Cast OW05/19
Time Specimens Cast: 9-30AM
X NO EXCEPTION TAKEN MAKE CORRECTIONS NOTED
SUBMIT SPECIFIED ITEM REVISE& RESUBMIT
REJECTED NOTECOMMENTS
Checking is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Any action shown is subject to the requirements of the plans
andspecifications. Contractor is responsible for dimensions which shall
be confirmed and correlated at the job site; fabrication processes and
techniques of construction; coordination of his work and that of all other
trades and the satisfactory performance of his work.
AVCON, INC.
By: ROBERT H. PALM, P.E. Date: 7/17119
COMMENTS:
Tested by: MW&
f fracture in Middle 3rd R PL L Length of the span Correction Factor R = R6x6 6 x 62
f fracture out of Middle iWa a average distance between line of bd2
3rd not more than I inch R Td2 fracture and the nearest support
measure on the tention surface
EP&
Quality Control - Florida Business
ID No.
DESCRIPTION 650 Flex
Ref. Mix No PA6B9610
FLEXURAL STRENGTH OF BEAM CONCRETE SPECIMENS
Date Specimens Gast: 02/11/19
Time Specimens Cast 11.15 AM
X NO EXCEPTION TAKEN MAKE CORRECTIONS NOTED
SUBMIT SPECIFIED ITEM REVISE & RESUBMIT
REJECTED NOTE COMMENTS
Checking is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Any action shown is subject to the requirements of the plans
and specifications. Contractor is responsible for dimensions which shall
be confirmed and correlated at the job site; fabrication processes and
techniques of construction; coordination of his work and that of all other
trades and the satisfactory performance of his work.
AVCON, INC.
By: ROBERT H. PALM, P.E. Date: 7/17/19
COMMENTS:
Tested by: MW& KA
If fracture In Middle 3rd PL L Length of the span Correction Factor 6 X 6'
If fracture out of Middle . R 'Wa a average distance between line . of R = R6x6 bd2
3rd not more than I inch R Tdz fracture and the nearest support
measure on thetention surface
Aggregates Monthly Averages Report �uao Mao 87-10 110M II.W. 121 Wa, RhuRay. Florcia 3317B 3�4441
Ponnstica, Mine 87446
May -Is
lRooleet
im"W"
�05
157MMM7
cuedela-I'l
lsTBaTMm
cadelo.1`2
l"mTM"T
Code 10 - P3
iaTmm"7
=42-P,
ISTMWE67
CO 12 - P2
INASWN
W 16
143FOCIT"It
codaly.pi
1511FDOTIRS
CeAbIT-lal
190FDOTNO
�17.P3
49OConerrat
Mi Ecr.1FO3
492ftph
IC)ScrRO
alCarran.
(Med)Scn
lie
Stareme,
Stano
1W
sm.
6116-
Sta.
7 Isfahan)
INA
I IW (37.5,)
87.8
IWA
100.0
IODA
1-(25,)
QA
99.7
100.0
H.4
100.0
100.0
3W(Ilhor)
6.7
542
98.2
8Z7
99.0
W.9
10D.0
1W (115 )
4.3
36.6
4"
40.2
TF2
59A
100.0
100.0
100.0
100.0
103.0
W.0
im.0
WI%5horn)
3A
W.1
1511
17.5
3009
35Z
woo
W:5
BSA
69.4
Milt
imma
imma
100A
88.1
42.3
100.0
IWA1.3.1
883
E2.0
ZT.B
AA (4.75rern)
2.7
32
Za
2.5
3.9
4.0
15A
37.7
37.5�
41.0
lm.0
IOD.0
99.9
BSA
lOJ
SA
SOB
N (2.W.,)
2.0
2A
Z2
Zo
1.1
22
Z5
4.4
87.1
87.0
U.3
2.5
L5
1.1
1.5
Is
2.6
58A
BOA
62.5
2.0
1A
ahe, Cox"
We
36A
"a
12
no mannal
1.3
1.4
ZI
20.7
20A
29.11
mimp.15.)
7.7
7.8
9.5
1
MOO (75pre)
128
1.70
0.09
1:11
7.70
O.B7
6.72
&H
am
6.53
5.90
5.90
5,58
sm
2.90
2.01)
Zee
5.30
5.80
5.m
UM M (Rodd.0
at
as-
so
as
112
to
at
82
at
30
95
too
83
look
1,k Atenation (13,50D)
30
35
36
35
WA
u xerashin, (C,500)
34
32
33
33
WA
�11200 (75u.)
On
OAS
Men
Im
0.38
O.So
om
0.0
0.26
0.51
1.39
198
113
DA?
0.26
Standind:
Absorption
4.14
4.10
4AI
3.60
&13
4�
4.78
AM
4.53
4.05
3.70
3.68
3X
4,65
4.70
EF434F1 (DN.Qb)
11,
2MD
2.2M
2.317
ZZ3
1289
�IT
Z317
2292
22%
Z428
ZQ4
2450
Zm
=9
SMR fSSD)
Z331
3
Z372
Z492
2M%
2.3al
2.38S
2
1
2.
Z517
Z518
2.533
Z418
2.417
i 6.10
6.89
639
635
am
1 0.75
8�82
a Jab
A.
11 api.
i
1
6.47
030
I 12m
M72
ZtS
2tQ5
Z2B2
227B
�73
2320
Z297
I Z3113
I
I
?k
WGR (WD)
I 2AU
I 2A.1
I Zau
1 2.4434
1 1 ZQ2
I Z428
I 2MD
I Z444
1 2.502
1
1
1
1 ze,B
1 2 41.
Note:
If onkina I., oafth, to," do hot ch.h,, rhoam to in. iord, mi. ..a that inner man of the subject anneal was prodocini or som was praoucial Ind main were unavailable.
Radial area .1,11s; . ol arrant, . a th.aa proOlicis par FDOT regr[reareaft, but . he ifterant .,a .1V.L
Spearle graWW 5 am run acconfing to �O T-8 SAW require man, W phiclures.
Urner 2ING M ran a= has ag to MS� T-I I and M Motax! T-1 i
Saine, aralyfla . M FM calailefeel b acconfing to ASTM �1 M MASK0 T47
SSD Sproffle, GroWly & �sorptioa on barrel What; then the stanalaof real Biternothe hadined of testing In acca reence, to MEWO 1115fooeW CUT
-irrimm
Titanl`loddaC�ntmdAgipeilabn
Qually Control Deparmted
110DO NW 121st Way
MDft, R. 33178
11 (305) 36442DO
wwwfflw�=
PRODUCT........ . .. . ................. . ............... . ..........
UANUFACTURING FACUM .. . ...... ........ . ....
STANDARD REQUIREMENTS
CHEMICAL
item
UmIt
Specification
I I I
II(MH)
Results for
Period
8102(%)
20.3
AJ203 1%)
6.0
610
4.8
Fe2O3 1%)
&0
6.0
3.8
CaO(%)
-
-
64.1
M90 (%)
6.0
6.0
6.0
1.2
(C)SO3 I%
whanCMIs�than8%
whenrMls8%arlass
max
max
3.5
3.0
3A
3.0
2.5
(D)lrailmlo Ix� addifion r/.)
=
5.0
5.0
5.0
na
LosswWdtioni%)
ma
3.5
3.5
a5
2.6
Inwluble residuo (-A)
M
1.6-
1.5
1.5
0.5
CO2 in wrwd I%)
-
-
1.6
(E)LInneslow (%)
max
5.0
5.0
6.0
4.3
CaCO3 In Imesione I%)
min
70
70
70
84
potential (%)
C3S
ma
58
C3A ma 8 8 6
C4AF - 11
C4AF-2(C3A) 24
WS-4.75(MA) MoK 100 88
CHEMICAL
CERTIFICATE OF QUALITY
TYPE: ..........
;iAffe)OW
ai&1q.1111
Specification Results for
Item Limit 1 11 ll(�-H)- Period
%&M-dolmarW max 12 12 12 6
Fhaerm(trgAg)
alale a 260 260
= . 430 393
mu aso 0.80 0.80 -0.04
Comprasm SnAgth (psu)
I day min - - - 2275
3 dnS min 1740 1450 145D 4165
7 dws Mhl 2760 247D 2470 5273
Tumcfaeung(M-M&S)
Idw
vw mm 45 45 45 116
Vical rruo� 375 375 375 .230
AkoontentbyASTMC185 CwpowWsVen0byASTMCl09
Flureness by ASTM C2D4 ThroofsetngbyASTM266
Exp=iDnbyASTMC151 Fa1wwtbyASTMC45I
Heat of hydration by ASTM C1702
Dw*byASTMC188
OFMONAIL REQUIREMENTS
Specification Results for
item Limit 1 11 II(MH) Period
K20 1%) 0.30
Na2O(%) 0.12
Equ�� �W�.
PHYSICAL
Specification
Results for
Item
-
Limit 1 11 lI(MH)
Period
Falsesel(%)
min so so so
82
Heatofhydroban (1)
(F)3daP(wVd)(C1702)
Ma so
69
(F) Demfty (9 (C188)
-
3.16
(J) connPressw strength (P)
2BdayS
4o6o 4060 4060
6971
NOTES:
A. Th�p&d=bmtDftmrmnmd$Wda4s)mTypol.Type[l,alLmKkaI
9. This poductomformsv6 Sftft M ofthe Florida DepAltdofTwspartation SUWA Spedka5Dn
C. Opkrum S03 byASTM C 563 is 2IN91MAST&I C 10Bpratift carnpWrw for ft proWuptAML
D. This productdm w1contuh an kffqmiDprowssbgadftm
E. This product maycontafn upw 5% rmasWe adclihon wd the wwal Wresultmay vwy on spot�pin
F. Ted rmuarepresents the owerap oftheprevious 12months.
G. TNsgodudadthDd�iW=dinbpvdmOm�mnufackndfnb)eUnRedSW%ofAffe6m
H. AidwitalspecTcafiombyASTNIC144.
1. C1702 ta� � pmtmed by CTL Group. quaVW vanclar to patrm V* Wsdaq VMKTO R18 acareded w4[AS17025
=MdW.
Form Rev. 11 May 2018
Ile:
-irrimm
Titan nonda Cement and Aggregates
Quality Cointiml Department
I 10DD NW 121st Way CERTIFICATE OF QUALITY
Medley, P. 33178
-1 (305) 364-M
wwwrUnarnerloa.m
PRODUCT .........................................
PORTLAND CEMENT TYPE: ...............
1-11 (MH) LOW ALKALI
(A),(B)STANDARD(S): ...............................
ASTM C 150-19 AND AASHTO M BS-19 DATE: ...............
June 10, 2019
MANUFACTURING FACILITY ...................
PENNSUCO (MEDLEY, FL -USA) PER10D ...........
5101119 to 5131119
SILO(S): ........... . ...............................
5,9,12
ADDITIONAL DATA
Amount (0/6) 4.3
S1O2(%) 11.9
A1203 N 0.59
FeZO3 (ON 1.86
CaO r/.) 45.8
SO3(%) 0.04
CO2 36.9
Base cement Phase Compositions
C3S 61
C2S 13
WA 7
C4AF 12
We cerify that the above desitibed date represents the materials used in the cement shippedl on the period Indicated.
inthia Jimenez
Form Rev. 11 May 2018
L�, AMIERIC—A
Titan Fbfida Conent and AgEnagens
Qually Went Deparanand
110ODNW121stWay
Medley. FL 33178
.1 (395) 3%2200
PRODUCP ... ... ...... . ...... ....... .......... ........ PORTIAND-UMESTONE CEMENT
STANDARDCR.— . ..... .... — ASTM C595 I C595M .19
MAMPACRIPONG FACUTY ................ PENNSUCO [MEDLEY. FIL - USA)
CERTIFICATE OF QUALITY
Type� .............. ........... IL C14)
June 10, 2019
Pmdwiton oad,. ....... &01119 to 5131/19
STANDARD REQUIREMENTS
Rem ASTMI Units Liffilt Speffledon Resufts for
Period
viol C114 % 19.7
AIA C114 % 4.6
Fe2O3 C114 % 3.5
CaD C114 % 63.4
MgQ C114 % 1.1
Na2O C114 % 0.09
X20 C114 % 0.31
Eqdv.XPA% C114 % 0.29
CO2inCenflent C114 % 5.1
13.4
CaCD3InPnnestM(%)
%
ffin
70
84
% Avbdm wpandon
—CI14.—
C151
%
He
---
%Aubodawaaantaton
C151
%
AW
0-21)
0.03
Ak c0adad ofamdr, Yddna
CIBS
%
12
Corpeeme stlength
I day
CIDWCIM
psl
—
2337
3 d*
CIOW09M
PSI
nin
isgo
4109
7 days
CIMICID19M
po
Ain
29DO
5225
-Dardity C188 Ow 3.17
Heatoftlydrationpilay;) C1702 wo 63
Thneofsaftlrei(ainades)
VICA C191 ffin" ffdn 45 109
Vice! C191 han w 7 232
NOTES:
TedsproduclandiftnecInderused [nits Ueted State, OfRneda
TheannowntaffinwAo,
C1702nnfinirwas pedWvd byCrLGmW, quallifiedwndoradperformthis testing IWHTO RIO auaedrted wdIAS17O25a=e,1de*
This pnoduct also anaets OrareciulsennentsafASIM C1157 Type GU aWType MS.
-Vdw mparteel for Corpmond" Synantirn fir 28 days conewds in One pnadous dimudy, p"
—WmdtrepieterbLhe�geofftpreA=12unft
Cynthia Jimenez
QC Manager
Form Rev. 11 May 2018
Mill TEC 5ervice5
111MTe5ung - Engineering - Consulting
Client: Mr. Curtis Leonard
Separation Technologies, LLC
5353 West Tyso It Avenue
Tampa, FL 33570
Date: June 25, 2019
TEC Services I.D.: TEC 12-0988
Lab No.: 19-657
REPORT OF FLY ASH TESTS
Silo No: #4 Start Date: February 25, 2019
Manufacturer: TampaBigBendSt ion End Date: April 30, 2019
Date Received: May 13,2019
Chemical Analysis
Results
(wt%)
Specifleat
on (Class F)
ASTM C618-19
AASIffO M295-19
Silicon Dioxide (SiO,)
48.2
Aluminum Oxide (A1203)
19.3
Iron Oxide (Fe2O3)
17.06
Stun of Silicon Dioxide, Iron Oxide & Aluminum Oxide (SiO2+A1203+Fc�03)
84.5
50.0 O/o min.
50.0 % min.
Calcium Oxide (CaO)
5.1
18.0 % max.
18.0 % max.
Magnesium Oxide (MgO)
1.0
Sodium Oxide (Na2O)
0.88
Potassium Oxide (K,O)
2.14
"Sodium Oxide Equivalent (Na2O+0.658K2O)"
229
Sulfur Trioxide (SO,)
2.08
5.0 % max.
5.0 % max.
Loss on Ignition
1.7
6.0 % max.
5.0 % max.
Moisture Content
0.60
3.0 % max.
3.0 % max.
Available Alkalies
Sodium Oxide (Na2O) as Available Alkalies
0.42
Potassium Oxide (K20) as Available Alkalies
1.13
Available Alkalies as "Sodium Oxide Equivalent (Na.20+0.658K20)"
1.16
1.5 % max.
Physical Analysis
Fineness (Amount Retained on #325 Sieve)
20.8%
34 % max.
34 %max.
Strength Activity Index (Lehigh Leeds Alabama Portland Cement)
At 7D'q
81%
75 % min.t
(of control)
75 % min!
(of control)
Test Av
Control Average, psi: 4430 erage, psi: 3600
At 28 Dq:
85%
75 % min!
(of control)
75 % min.t
(of control)
T,
Control Average, psi: 5630 at Average, psi: 4790
Water Requirements (Test H20/Control H20)
97%
105 % max.
(of control)
105 % max.
(of control)
Control, mls: 242 Test, mls: 235
Autoclave Expansion:
0.01%
±0.8%max.
:h 0. LOA max.
J
Specific Gravity:
1 2.37
1 --
I --
Mecting the 7 day or 28 day strength activity index wffl indicate specification compliance.
Optional
'no results of our testing indicate that this sample complies with ASTM C618-19 and AASHTO AU95-19 specifications for Class F pozzolans.
Respectfully Submitted,
Testing, Engineering & Consulting Services, Inc.
Dean Roosa
Project Manager
5GS Testing, Engineering gt Consulting services, Inc.
IS017025 235 Buford Drive I Lawrenceville, GA 30046
AQWQ= �M"
, 77M95-8000 1770-995-8550 (F) I www.tegervices.corn
Shawn McCormick
Laboratory Principal
A 0 W A I Ov
E :Tll�zl
We create chemistry
March 13, 2017
Titan America
Attention: Project -
Project location: Florida
Certificate of Conformance
MasterSureg Z 60 Admixture (formerly RheoTEC Z-60)
BASF Corporation Admixture for Concrete
1, Richard Hubbard, Sr. Technical Marketing Specialist for BASF Corporation, Cleveland, Ohio,
certify:
That MasterSure Z 60 admixture is a Workability -Retaining Admixture manufactured by BASF
Corporation; and I
That MasterSure Z 60 admixture and RheoTEC Z-60 admixture are the same product having
identical composition, differing only in designation; and
That no calcium chloride or chloride based ingredient is used in the manufacture of MasterSure
Z 60 admixture; and
That MasterSure Z 60 admixture, based on the chlorides originating from all the ingredients used
in its manufacture, contributes less than 0,00007 percent (0.7 ppm) chloride ions by weight of
the cement when used at the rate of 65 mL per I 00kg (I fluid ounce per 100 pounds) of cement;
and I
That MasterSure Z 60 admixture meets the requirements for a Type S, Specific Performance,
Admixture as specified in Table I of ASTM C494/C494M and AASHTO MI 94, the Standard
Specifications for Chemical Admixtures for Concrete.
Richard Hubbard
Sr. Technical Marketing Specialist
BASF corporation
Admixtimen Systems MASTERO
23700 ChagNn Boulevard
Cleveland, Ohio 44122 OBUILDERS
Telephone (216) 839-7500 SOLUTIONS
a :11
We create chemistry
March 13, 2017
Titan America
Attention, Project:
Project location: Florida
Certificate of Conformance
MasterPozzolit.ho,700 Admixture (formerly Pozzolith 700N)
BASF Corporation Water -Reducing Admixture for Concrete
1, Richard Hubbard, Sr. Technical Marketing Specialist for BASF Corporation,. Cleveland, Ohio,
certify:
That MasterPozzolith 700 admixture is a BASF Corporation Water -Reducing Admixture for
concrete; and
That MasterPozzolith 700 admixture and Pozzolith 70ON admixture are the same product having
identical composition, differing only in designation; and
That no calcium chloride or chloride based ingredient is used in the manufacture of
MasterPozzolith 700 admixture; and
That MasterPozzolith 700 admixture, based on the chlorides originating, from all the ingredients
used. in its manufacture, contributes less than 0.00060 percent (6.0 ppm) chloride ions by
weight of the cementwhen used at the rate of 65 mL per 100 kg (1,fluid ounce per 100 pounds)
of cement; and
That MasterPozzolith 700 admixture meets the requirements for a Type A, Water -Reducing,
Type B, Retarding, and Type D, Water -Reducing and Retarding Admixture specified In ASTM
C494/C494M and AASHTO M 194, the Standard Specifications for Chemical. Admixtures for
Concrete, as well as the requirements for Type A, Type B and Type D admixtures as specified in
Corps of Engineers' CRD-C 87.
. 6��OAJ J A104 -M�
Richard Hubbard
Sr. Technical Marketing Specialist
BASF CoWmdon
AdmMums Systems MASTERO
23700 Cholpin Boulovani
Cleveland, Me "M *BUILDERS
Telephone (216) 839-7500 SOLUTIONS
0 m. BASF
We create chemistry
February 16, 2016
Project: .
Project location:
Certificate of Conformance
MasterSureS Z 60 Admixture (formerly RheoTEC Z-60)
BASF Corporation Admixture for Concrete
1, Richard Hubbard, Sr. Technical Marketing Specialist for BASF Corporation, Cleveland, Ohio,
certify:
That MasterSure Z 60 admixture is a Workability -Retaining Admixture manufactured by BASF
Corporation; and I
That MasterSure Z 60 admixture and RheoTEC Z-60 admixture are the same product having
identical composition, differing only in designation; and
That no calcium chloride or chloride based ingredient is used in the manufacture of MasterSure
Z 60 admixture; and
That MasterSure Z 60 admixture, based on the chlorides originating from all the ingredients used
in its manufacture, contributes less than 0.00007 percent (0.7 ppm) chloride ions by weight of
the cement when used at the rate of 65 mL per 1 00kg (I fluid ounce per 100 pounds) of cement;
and
That MasterSure Z 60 admixture meets the requirements for a Type S, Specific Performance,
Admixture as specified in Table I of ASTM C494/C494M and AASHTO M194, the Standard
Specifications for Chemical Admixtures for Concrete.
6��OAJ J A64 -HL—::
Richard Hubbard
Sr. Technical Marketing'Specialist
BASF Corporation
Admixtms Systems MASTER@
23700 chagrin Bouleven!
Cleveland, Ohio 441122 >>BUILDERS
Telephone (216) 839-7500 SOLUTIONS
0 1 1 L, 0, M-�
RE: Aggregate Durability & Reliability.
To Whom it may concern,
Aggregate Popout is the expansion orfracturing of aggregates due to a physical action or chemical
reaction (CIP 4o, NRMCA). This physical action Is typically synonymous with exterior flatwork in -
climates subject to freezing and thawing cycles under moist conditions, with a resulting expansion
thereby. The chemical reaction is due to alkallmsilica reaction (ASR). This is not a phenomenon
synonymous with or typically associated with Florida.
Find attached test results based on ASTM C295 (Standard Guide for Petrographic Examination of
Aggregates in Concrete), and ASTM C126o (Standard Test Method for Potential Alkali Reactivity of
Aggregate, Mortar -Bar Method). Analytical test results based on ASTM C 126o show no excessive
expansion was observed, indicating very low potential for alkali -silica reaction. Supplementary
Information from analytical test results based on ASTM C295 provide further indication that no
particles were observed that are considered reactive with alkali's in cement.
Based on analytical test results and historical track record of performance, aggregates used in Titan
Concrete conform to industry standards for requisite optimum engineering performance.
The Titan Cement used is a Type 1/11 (MH) low Alkali Cement. Furthermore, Class F Fly Ash is used as
part of the overall cementitious content for reduction of the permeability of the paste and for
mitigation of deleterious reactions due to AS R.
Should you have further questions, please do not hesitate to contact me.
Regards,
Felix Olagbende.
Quality Manager,
Titan Concrete -Eastern Region.
Cell: (305) 763-1322.
Office: (77�) 467-2811.
f-Qlagbende@tltanamerica.com
A & S LABORA TONES,
, INCORPORA TED
TEST REPORT
A & S Project Number;
334607
Customer:
Titan America
Location:
Titan Pit# 87-145
Attention:
Robert Melendez
The results of tests performed in accordance with ASTM C 1260 Standard Test Method for
Potential Alkali Reactivity of Aggregates ( Mortar -Bar Method) are as follows:
Aggregate:
Cement:
Cement Percent Alkalis:
Cement Autoclave Expansion:
Data Sample Tested:
Average Length Change(%):
(914 P
Jd e
Gregory P. Allen
Laboratory Director
Titan Aggregate ASTM # 67PI
Titan Cement Type 1111
0.20 % (Na20 + 0.065SK20)
TBD
06/12115
0.027% @ 16 days
9
A & S Project Number:
Customer:
Location:
Attention:
A & S LAB ORA TORIES,
INCORPORATED
TEST REPORT
334607
Titan America
Titan Pit#87446
Robert Malendez
H
The results of tests performed In accordance vAth ASTM C 1260 Standard Test Method for
Potential Alkali Reactivity of Aggregates ( Mortar -Bar Method) are as follows:
Aggregate:
Cement:
Cement Percent Alkalis:
Cement Autoclave Expansion:
Date Sample Tested:
Average Length Change(%):
A �, P aeA-,
117 9
Gregory P. Allen
Laboratory Director
Titan Aggregate ASTIVI # 67PI
Titan Cement Type 1111
0.20 % ( Na20 + 0.0658 K20
TSD
06124116
0.041% @ 28 days
A & S Project Number.
Customer.
Location:
Attention:
I
A & S LAB ORA TORIES,
INCORPORATED
TEST REPORT
3=161
Titan America
Titan Permsuco
Robert Melendez
The results of tests performed In accordance with ASTM C1260 Standard Test Method for
Potential Alkali Reactivity of Aggregates ( Mortar -Bar Method) are as follows:
AggregaW.
Cement.
Cement Percent Alkalis:
Cement Autoclave Expansion:
Date Sample Tested:
Average Length Change(%):
rd A AAr? P aeAv,
Gregory P. Allen
Laboratory Director
Titan America Pennsuco Fine
Titan Pensucco Cement Type V 11
T13D 0.00 % ( Na2O + 0.0658 K20
TBD
0=17
0.03 % a 14 days
A & S Project Number
Customer
Location:
Attention:
A & S LABORATORIES,
NCORPORA TED
336342
Titan America
Titan Pennsuco
Robert Melandez
The results of tests performed In accordance with ASTM C1260 Standard Test Method for
Potential Alkali Reactivity of Aggregates ( Mortar -Bar Method) are as follows:.
Aggregate:
Cement,
Cement Percent Alkalis:
Cement Autoclave Expansion;
Date Sample Tested:
Average Length Change(%):
ej04 A.4�� P a"61..
Gregory P. Allen
Laboratory Director
Titan America Ponnsuco Coarse
Titan Pensucco Cement Type It H
TBD 0.00%(Na20+O.O658K20)
TBD
8/25117
.0.03 % @ 14 days
A & S LABORATORIES,
INCORPORATED
TEST REPO
A & 8 Project Number 335341
Customer. Titan America
Location: Titan Pennsuco
Attention: Sandy Hernandez
The results of tests performed In accordance with ASTM C1260 Standard Test Method for
Potential Alkali Reactivity of Aggregates ( Mortar -Bar Method) are as follows:
Aggregate:
Cement:
Cement Percent Alkalis:
Cement Autoclave Expansion:
Date Sample Tested:
Average Length Change(%):
AA."*01 P
If 0 1
Gregory P. Allen
Laboratory Director
Titan America Pennsuco Fine
I
Titan Pensucco Cement Type V 11
0.31 % ( Na20 + 0.0658 K20
-0.03
9108117
0.04 % @ 28 days
Report for
Titan America
11000 NW 121 Way, Medley, Florida 33178
CTI-Group Project No. 154936
Petrographic Examination, ASTM C295, of
#57 Coarse Aggregate Sample from
87145 Pennsuco Mine, Florida
March 28, 2013
Submitted by:
Jean L. Randolph
COA #4731
5400 Old Orchard Road
Skokie, Illinois 60077-1030
(847) 965-7500
Austin, TX - Chicago, IL - Naperville, IL - Washington, DC
www.CTLGroup.com
C '�IGOOUP
T
Copy No. I
A e S U I t S .
CT GROUP
REPORT OF AGGREGATE PETROGRAPHY
Date: March 28, 2013,
CTLGroup Project No.: 154936
Petrographic Examination, ASTM C295, of #57 Coarse Aggregate Sample from
87.145 Pennsuco Mine, Florida
Two five -gallon pails containing coarse aggregate were received March 13, 2013, from
Mr. Robert Melendez of Titan America, Medley, Florida. The specimen was identified as
Sample 5713CA and is reportedly a #57 coarse aggregate from the 87145 Pennsuco
Mine, Florida. Petrographic examination, by ASTM C295, of the aggregate was
requested, to evaluate its rock and mineral types and its suitability for use in portland
cement concrete.
FINDINGS AND CONCLUSIONS
As represented by Sample 5713CA, the 87145 Pennsucci #57 coarse aggregate is a crushed
rock composed almost entirely of limestone. Rock types and their weighted percent in the
aggregate are presented in Table 1.
TABLE I WEIGHTED PERCENT OF ROCK TYPES IN
PENNSUCO #57 COARSE AGGREGATE
Rock Type
Weighted % in
Coarse Aggregate
Limestone
98
Shell fragments
Trace
Opaque noncarbonate particle*
Trace
Total
9g..
*One opaque noncarbonated particle identified in sieve
fraction.
**1 % of sample was retained In the pan fraction.
Constituents and calculated weighted percentages per sieve fraction are provided in the table at
the end of this report.
Auslin, TX - Chicago. IL, - Naperville. IL - WaSthnglon, DO
Corpomle Offloo: 540D Old Orchard Road. Skokie, :L 60077-1030 P: 847-965-7500 F; 347.965.6541 M",CTI.G�a=,corn
CTLGMUP is a regiSlered dibla of ConSimUm TechMlocly LaDoralones. Inc.
Titan America
87145 Pennsuco Mine, Coarse Aggregate Evaluation
CTLGroup Project No. 154936
Page 2 of 9
March 28, 2013
All particles examined are in good condition; they are generally moderately hard to hard. No
soft, friable, or clay -bearing particles were observed. No particles were observed that are
considered potentially reactive with alkalis in cement. Therefore, the coarse aggregate appears
suitable for general use in portland cement concrete, provided that the aggregate has a good
service record for its proposed use, or other applicable acceptance tests are performed and
results meet appropriate limits.
Aggregate Descriptions
Limestone. The limestone particles comprise 98 weighted percent of the coarse
aggregate. The limestone is fossiliferous and generally contains numerous small void
spaces (vugs or cavities). The particles are arenaceous: Fine- to medium -size mineral
grains are randomly embedded in the limestone matrix. The grains are predominantly
quartz grains, with a very few g�ains of feldspar and calcium phosphate. The amount of
mineral grains varies in the limestone particles, ranging from several to numerous. The
limestone matrix is micritic (finely crystalline). Small localized areas of coarsely
crystalline calcium carbonate are common, generally lining to filling void spaces, as well
as replacing several fossils. The large majority of the particles are very pale buff to
almost off-white, some particles are light beige and light gray, and a few particles are
orange. The orange particles generally contain very few to no vugs or cavities. The
particles are angular in shape and generally equant (nearly equal dimensions in all
directions). The surfaces of the particles, excluding the few orange particles, are rough -
textured and very irregular, due to the presence of fossils and vugs or cavities. The
surfaces of the few orange particles vary from somewhat smooth to slightly rough.
Rough, angular surfaces are known to promote tight paste -aggregate bond in concrete.
The particles are generally moderately hard to hard. No soft or friable particles were
observed. No seams or nodules of clay -like material were observed. Figures 2 through 5
illustrate the physical appearance, mineralogy, and microstructure of the limestone.
Shell fragments. Three shell fragments were counted in the petrographic examination,
two in the No. 4 sieve fraction and one in the No. 8 sieve fraction. The fragments are
moderately hard to hard and angular in shape.
Opaque noncarbonate particle. One opaque noncarbonate particle was counted in the
No. 8 sieve fraction. The particle is moderately hard and subrouncled in shape.
C '�IGJR0UFi
T - I
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Titan America Page 3 of 9
87145 Pennsuco Mine, Coarse Aggregate Evaluation March 28, 2013
CTLGroup Project No. 154936
METHODS OF TESTS
Petrographic examination of Coarse Aggregate Sample 5713CA was performed in accordance
with ASTM,C295, "Standard Guide for Petrographic Examination of Aggregates for Concrete."
The as -received specimen was reduced in size in accordance with ASTIVI C702, "Standard
Practice for Reducing Samples of Aggregate to Testing Size." The sample was sieved
according to ASTM C136, "Standard Method for Sieve Analysis of Coarse and Fine Aggregate."
Particles were retained on the following standard sieve sizes: 3/4 in., Y2 in., 318 in., No. 4, No. 8,
and pan (Figure 1). Results of the sieve analysis were used in calculating the weighted
percentages of individual rock types described by the petrographic examination.
The separately bagged sieve fractions were visually inspected and photographed. After
washing, a minimum of 150 particles from each sieve fraction, excluding the %-in. sieve fraction,
were studied with a stereomicroscope at magnifications up to 45X. The %-in. sieve fraction
contained 118 particles; all particles were studied using the stereomicroscope. Representative
coarse aggregate fragments were embedded in epoxy resin. After epoxy hardening, the
embedded sample was cut With a low -speed, diamond -rimmed saw, finely ground, and attached
to a glass microscope slide using epoxy. The thickness of the mounted samples was reduced to
approximately 20 to 30 lim. The resulting thin section was examined using a polarized -light
(petrographic) microscope at magnifications up to 40OX to- Identify mineralogy and lithology,
determine relative proportions, and study microstructures and alteration.
d%1R.ndolph
Senior Petrographer
Petrography Group
JLR/
Attachments
Notes: 1. Results refer specifically to the sample submitted.
2. This report may not be reproduced except in its entirety.
3. The sample will be retained for 30 days, after which it will be discarded unless we hear
otherwise from you.
'�l
CT C11toup
..CTLC�p cm
Titan America
87145 PennsucD Mine, Coarse Aggregate Evaluation
CTI-GroupProject No. 154936
la. Representative aggregate particles from the 314-in. sieve fraction.
1b. Representative aggregate particles from the 1/2-in. sieve fraction.
1719.1 Indicated sieve fractions of Coarse Aggregate Sample 5713CA.
Page.4 of 9
March 28, 2013
' C IGR-OU,-P
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Titan America Page 5 of 9
87145 Pannsuco Mine, Coarse.Aggregate Evaluation March 28,2013
CTLGroup Project No. 15.4936
1c. Representative aggregate particles from the 318-1n. and No.'4 sieve
tractions.
Id. Represeniathreaggragate particles from the No.8 and pans I lave
fractions.
'Fig.1 .(cont.) Indicated slove fractions of Coarse �qgregale Saimple
5713CA.
GkOu''p-
MT
..CTLGm.p com
Titan America
87145 Pennsuco Mine, Coarse Aggregate Evaluation
CTI-Group Project No. 154936
Page 6 of 9
March 28, 2013
2a and 2b. Very pale buff
to almost off -White
aggregate particles,
which comprise the
large majority of the
coarse aggregate.
Surfaces are rough
and irregularly -
textured. Particles
contain numerous
fossils (blue arrows)
and vugs or cavities
(green arrows).
2c. Light gray and light
beige particles, which
comprise a small
amount of the coarse
aggregate. Surfaces
vary from rough to
somewhat smooth.
The particles contain
fossils and vugs or
cavities (green
arrows).
2d. 6range particles,
which comprise a
very small amount of
the coarse aggregate.
Surfaces vary from
somewhat smooth to.
slightly rough. The
particles contain
fossils but very few to
no vugs or cavities.
Fig. 2 Several washed aggregate particles form the %4n. sieve fraction, illustrating the surface
color, shape, and texture of the aggregate. The particles are angular In shape and generally
'equant (nearly equal dimensions in all directions).
ROUO
'CT G
�,CTLC�wpxm
Titan America
87145 Pennsuco Mine, Coarse Aggregate Evaluation
CTLGroup Project No. 154936
Page 7 of 9
March 28, 2013
3a. Plane -polarized light. The groundmass (matrix) of the particle Is micritic (finely
crystalline). Blue arrows depict several fossils.
3b. Crossed -polarized light Vugs or cavities In the particle appear as dark
graylblack and are lined with coarsely crystalline calcium carbonate (yellow
arrows). Quartz sand grains are embedded In the limestone matrix; they are
white to gray under crossed -polarized light (red arrows).
Fig. 3' Thin section photomicrographs of a coarse aggregate particle, Illustrating
its mineralogy and microstructure. The two images show the same field of
view but under different lighting; Field of view Is approximately 1.23 mm
(0.048 1m) across.
ICTIGRdUP
.cTLGmo.co.
Titan America
87145 ' Pennsuco Mine, Coarse Aggregate Evaluation
CTI-Group Project No. 154936
4a. Plane -polarized light. The groundmass (matrix) of the particle is
micritic (finely crystalllne�. Blue arrows depict several fossils.
Page 8 of 9
March 28, 2013
4b. Crossed -polarized light. Coarsely crystalline calcium carbonate is
present lining vugs or cavities (yellow arrows). as wellas filling small
localized areas (encircled by yellow -dashed lines), Including fossils
(Orange arrows).
Fig.4 Thin section photomicrographsof a coarse aggregate particle,
illustrating its mineralogy and microstructure. The two images
show the same field of view but under different fighting. Field of
view is approximately 1.23 mm (0.048 in.) across. -
6r G A 0 U P-
.CTLGrom cm
Titan America
87145 Pennsuco Mine, Coarse Aggregate Evaluation
CTL-Group Project No. 154930
Page 9 of 9
March 28, 2013
Sa. Plane-polarizeP light. Quartz sand grains are white under plane -polarized light
5b. Crossed-polarlzbd light. Quartz sand grains are white to gray under crossed.
polarized light Coarsely crystalline calcium carbonate Is present lining vugs
or cavities (yellow arrows), as well as filling small -localized areas (encircled by
yellow -dashed lines).
Fig. 5 Thin section photomicrograofis of a coarse aggregate particle, Illustrating Its
,mineralogy and microstr6cture. This particle contains numerous quartz sand
grains (red arrows) embedded Into the micritic matrix. The two Images,show
the same field of view but un.der different.lighting. Field of view is
ppproilmately i�23 mm (0.048 In.) across.
160OU P-
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CT GROUP
RESULTS OF ASTM C295
Weighted Percentages of Constituents and Condition of 6713CA Coarse Aggregate Sieve Fractions
CTL Project No.: 154936 Report Date: March 28, 2013
Client: Titan America Sample Received: March 13, 2013
Project: 87145 Pennsuco Mine, Coarse Aggregate Evaluation
Examined by: Jean L. Randolph
Constituent
Percent Retained on Indicated Sieve
In Whole Sample
in.
'/2 in.
% in.
No. 4
No. 8
Condition I
Condition 2
Condition 3
Total
Limestone
11.7
54.0
19.7
10.6
2.5
'98
98
Shell fragments
—
—
—
0.1
<0.1
tr.
trace
Other
—
<0.1
IT.
trace
ITotal
11.7
".0
19.7
10.7
2.6
�99
0
0
99
Condition 1 — Good (fresh, clense. hard to moderately hard) % Passing No. 8 Sieve:
Condition 2 —Fair (moderately weathered, moderately soft) Total:
1.3
Condition 3 — Soft (very weathered, porous, soft or friable)
Notes:
1. "Others7category, includes one opaque noncarbonate particle.
2. �" indicates constituent was not observed. "Ir." indicates weighted percentage is less than 0.5.
3. Column and row summations may not equal reported totals due to rounding.
4. Results refer specifically to the sample submitted.
5. This report may not be reproduced except in its entirety.
OLT 15-001
Revision 1 Corporate office and Laboratory: WO Old Orchard Road. Skokie. IL 60077-1030 Page I of I
1405 IWE IL -MS Portland Umestone Cement
T I TA N
na�0 FLORODAW
Re: Portland Cement Type IL
To Our Valued Customers:
Titan Type I L Portland Cement is formulated to exhibit equivalent performance as the Type 1/11
and has been engineered to provide comparable level of performance,with reduced carbon
footprint. To ensure a comparative and identical level of performance, Type IL cement has
been rigorously and extensively tested by Titan and verified by the State Materials Office with
no difference in performance when compared to Titan America Type 1/11 cement.
Titan Type I L cement is included in the Department's approved cementitious sources list.
The Department (FDOT) accepts Type IL cement as a substitute for Type 1/11 for Structural
mixes.
Type IL is also widely used across various parts of the United States, Canada and Europe. Titan
Portland Limestone Type IL Cement meets or exceeds requirements of AASHTO M24o a6d
ASTM C595(Standard Specification for Blended Hydraulic Cements).
It is also supported by the following reference specifications and codes:
ACI 318-14 Building Code requirements for Structural Concrete.
ASTIVI C94 Standard Specification for Ready Mixed Concrete.
ACI 301-10 Specifications for Structural Concrete
ACI 350.5-12 Specifications for Environmental Concrete Structures
Florida Building Code
For your convenience, a certificate of quality/mill certificate for Type IL Portland Cement is
attached.
Respectfully,
Felix Olagbende
Quality Manager -Eastern Region.
Type IL -MS Portland Limestone Cement
Titan Type II --MS portland limestone cement from the
Pennsuco cement plant (Medley, FL) is blended with
up to 15% limestone. It is formulated to exhibit
equivalent performance as Titan Type 1/11 cement,
which facilitates its use as a one-to-one substitution
for Type 1/11 cement. It is manufactured with the same
materials, equipment, and quality control processes
as Type 1111 cement.
Approvals
Titan portland limestone cement meets or exceeds
ASTM C595 and AASHTO M240 for Type IL -MS. Ine
use of this cement type is allowed in the following
reference codes and specifications:
• ACI 301 -16 Specifications for Structural
Concrete
• ACI 318-14 Building Code Requirements for
Structural Concrete
m ACI 350.5-12 Specifications for Environmental
Concrete Structures
• ASTM C94 Standard Specification for Ready
Mixed Concrete
• Florida Building Code
• Florida Department of Transportation
Blaine ,
Type II --MS cement has higher Blaine fineness than
Type 1/11 cement. However, limestone distorts this
test, resulting in a "False Blaine" not representative
of fineness. Heat generation and strength gain are
equivalent in Titan Type IL -MS and 1/11 cements.
Ready Mix Concrete Use
Titan recommends that Type II --MS cement be used
at equal substitution on all projects allowing use of
Type I or Type Ii cement in S1 exposure class as
defined in ACI 318-14.
Cement Prooerties
Parameter
Method
Units
Type 1111
Type IL
1-day strength
C109
isi-
2298
2286
3-day strength
C109
psi
3835
3800
7-day strength
C109
psi
4960
5107
28-day strength
C1 09
psi
6359
6550
% Limestone
%
4.1
12
GaCO3 in Limestone
CI 14
%
83
83
Fineness (Blaine)
C2
rrFJk9
393
487
Fineness (#325 Residue)
C430
%
1.9
1.7
Loss on ignition
C1114
%
2.6
10
so,
%
2.6
2.8
K,O
%
0.30
0.29
Na 03
%
0.04
0.06
ff_Z__
ClUitudent Alkalis, as N01203
%
0.24
0.25
Setting Time, Initial (Vicat)
�
C191
Min
107
102
Air Content in Mortar
C185
%
5
7
Heat of Hydration. 3 days
C1702
caVQ
65.7
66.8
Data Is ftom October 2015.
Sulfate Exposure
Titan Type IL -MS cement has been shown to meet
the requirements of ACI 318-14 for S1 exposure
class. (A 180-day expansion of 0.08% when tested in
with ASTM C1012. See ACI 318-14 Table 19.3.2.1
Footnote 3.) Separately, Type IL -MS cement also
meets the requirements for ASTM C1157 ASTM
C595 for Type MS.
Concrete Performance
The table below compares three mixes, each with Type 1111 or Type IL -MS cement and with water adjusted to
constant slump.
40000si
3.000 psi fly
ash Mix
10.000
psi MIX
Parameter
Units
Type fill
Type IL -MS
Type 1111
1 Type IL-M8
Type 1111
Type IL -MS
Cement
lb/cy
460
450
365
365
987
987
Fly Ash
IbIcy
91
91
Water
gavcy
342
32.1
32.5
32.6
38.5
38
HRWR (MasterGleniurn 75GO)
oz/cwt
-
-
-
-
10
10
WR (MasterPozzolith 700)
oz/am
4
4
4
4
-
-
Retarder (MasterSet 961 R)
oz1Cwt
-
-
-
-
4
4
Slump
In
6.5
6
6
5.5
10.25
10
Air
%
0.6
2.0
0.6
1.5
0.5
1.0
1-d she th
2
2�1
1420
1580
10q2
1250
7220
702(L
an ah
5:5F F
VW
ps
2750
1 286[1
1§30
2290
1 10130
10120
7-day strength
I psi
3970
1 3770
2530
1 3180
1 11300
11410
0
28-day strength
I psi
6030
1 5110
1 3940
1 4070
1 11712
12838
Note: Cement and water weights adjusted to pioper yield.
For additional Information or to obtain Safety Data Sheets, please visit titanamedca.com or call your sales
representative. Than Ronda
11000 NW 121st Way, Medley, FIL 33178
I ' CoDyouln@2017'ritanAmedca LLC, REV lIU706 I
,<7
;i�e�pp -irnrAN*
TRanFWW80snWaWAWegeRs
(Wafty C�I Departnent
11000 NW 121st Way
Maey,FL33i78
.1 (205) W,=
�Itanamef�
PRODUCT. .................. _P P P
P PORTLAND-LIMESTONE CEMENT
STANDARDISI...P ................. . ..... . .......................
AsTM CS95 I C59SM -19
MANUFACTURI NO FAC IUTY .......................
PENNSUCO (MEOLEY. FL - TSA)
CERTIFICATE OF QUALITY
STANDARD REQUIREMENTS
Type ................. IL (14)
Data.., .... .. . ......... . . . July3,2019
Poducto ons . ........... 01119 to 6130119
Item ASTM Units Limit Specification Results for
Pew
50, C114 % 20.6
AIA C114 % 4.8
1`020, C114 % 3.8
CaO
C"4
% —
— 63.5
MgO
C114
% —
— 1.2
NW
C114
% —
— 0.07
KZO
C114
% —
— 0.28
cmVeWas"np
I day CIORM09M 0 ZZH6
3 dM CIORMDOM Pd dn 18DO 4042
n2l) d* C10=ID9M Psi (Tk 3520 6616
-Dewq C168 9kd — 3.17
C1702 caug 63
61VI
vw C191 I'm Mex 7 217
1
NOTES:
C1702tasMg�pa§mTedbyCrLGDW.qu"edvmlwbperkrMMWngMlfrORi8acuedW MWEASI7025axrecrtd�
Tie predwi a1w meeft ft mQ*woit5 oASTM CIIST Type GU aW Type US.
-Vdw reported for CMVMWm StuTb for 28 dap coampooft W the 9mims =01y pedod.
X NO EXCEPTICNIITAKEW"'��,I-s 'MAKE CORRECTIONS NOTED
SUBMIT SPECIFIED ITEM REVISE & RESUBMIT
REJECTED NOTE COMMENTS
Checking Is only for general conformance with the design Concept of the
project and general compliance with the information given in the contract
documents. Any action shown is subject to the requirements of the plans
and specifications. Contractor is responsible for dimensions which Shall
be confirmed and correlated at the job site; fabrication processes and
techniques of construction; coordination of his work and that of all other
trades and the satisfactory performance of his work.
AVCON, INC.
By: ROBERT H. PALM, P.E. Date: 7117119
Cynthia Jimenez
QC Manager
Form Rev. June 2019
.0
Submiftal #20.1
Ahrens Companies Project 18-000037 - MRO HANGAR - TREASURE COAST INT.
1461 Kinetic Road AIRPORT
Lake Park, Florida 33403 3191 Jet Center Terrace
Phone: (561) 863-90D4 Fort Pierce, Florida 34982
Fax: (661) 863-9007
Helical Piling & Foundations
S139C SECTION: SUBMITTAL MANAGER: Tracy Garippo (AHRENS COMPANIES)
STATUS: Open DATE CREATED: 10/3012019
ISSUE DATE: 10/3012019 REVISION: I
RESPONSIBLE CANTSINK OF ATLANTA, LLC RECEIVED FROM: RICK PASHMAN
CONTRACTOR:
RECEIVED DATE: I/ SUBMIT BY, 10/28)2019
FINAL DUE DATE: 11106r2019 LOCATION:
TYPE: Plans COST CODE:
APPROVERS: Sue Finney (Avcon Engineers; & Planners), [an Johnson (Aveon Engineers S, Planners), Robert Palm (Avcon Engineers &
Planners)
BALL IN COURr
Sue Finney (Avcon Engineers & Planners), Ian Johnson (Awcon Engineers & Planners), Robert Palm (Avcbn Engineers & Planners)
DISTRIBUTION:
Robert Hatton (AHRENS COMPANIES), Peter Jones (St. Lucie County). Scotty Beaulieu (St Lucie County)
DESCRIPTION:
Per your offices request we have compiled all the premous submittal Information for one submission. SCANNED
The building dept. has requested Avcon's stamped sealed drawings for their Inspections. The following Items are BY
1. Helical reactions St. Lucie Cbunty
2. Foundation Calculations
3. Pilings Plan pages 1-3
Them are 5 files attached.
AT�ACHMENTS:
Helical Reactions,pd Helical Reactions,i3d Foundation Calculations.pdf Ahrens Cc Florida pile plan page 3.pdf Ahrens Cc Florida pffe plan Page
2.Ddf Ahrens Co Flgfida Pile plan page 1.pdf
SUBMITTAL WORKFLOW
#
NAME
SUBMFTTERf
APPROVER
SENT DATE
DUE DATE
RETURNED
DATE
RESPONSE
ATTACHMENTS
COMMENTS
1
Sue Finney
Approver
11/6/20119
Pending
2
Ian Johnson
Approver
11/612019
Pending
3
Robert Palm
Approver
1116/2019
Pending
Ahrens Companies Page 1 of 2 Printed On: 1013012019 12:21 PM
AHERNS COMPANIES
1461 KINETIC ROAD
LAKE PARK, Fl. 33403
Shop Drawing I Product Date Review
REVIED BY Cris Paneblanco DATE 10/2812019
REVIEWED FOR COMPLIANCE
APPROVED
APPROVED AS NOTED
REJECTED
Review Is for conformance with design concept only and Intent and
general compliance with contract documents/specifications. Subcontractor
shall be responsible for all quantities, dimensions, compliance with
documents and related codes, verification of work and trades and
fabrication or techniques of construction.
X NO EXCEPTION TAKEN —MAKE CORRECTIONS NOTED
--- �SUBMIT SPECIFIED ITEM --REVISE & RESUBMIT
--REJECTED —UNREVIEWED. FOR RECORD PURPOSES ONLY
Checking Is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Any action shown Is subject to the requirements of the plans
and specifications. Contractor Is responsible for dimensions which shall
be confirmed and correlated at the job site; fabrication processes and
techniques of construction: coordination of his work and that of all other
trades and the satisfactory performance of his work.
AVCON, INC.
By: LDV Date: 10-29-19
By
Submiffal #20.1
COPIES TO
Ahrens Companies Page 2 of 2 Printed On: 10/30/2019 12:21 PM
Content
Content
H�ngar with Associated office Cantsink — FPR MRO Hangar
Section Foundation with Helical plies Sheet No.
1
UaIc. by I Date ChkId by Da
-LS 108/09/19 1 PS 108/12/.19
Page
Applicable Codes
Loads
Helical Pile Reactions Loads
Helical Layout
2
2-3-4
5-11
No 72552 U'
:xx
STATE OF
Page I
z
LS
Applicable Codes -
Foundation with Helical
TD7ate--FChI—'dby
08109119 PS
08/09/19 PS
611 Edition 2017 Florida Building Code
ASCE 7-10 - Minimum Loads for Buildings and Other Structures
ACI 314-14 - Building Code Requirements for Structural Concrete
Loads
Job Ref.:
Cantsink - FPR MRO
Sheet No.
Loads were provided by Mesco Building Solutions Job No. 17-B-10227-1 dated 05/10/2019.
See next two pages for magnitude of loads per axis.
2
ljo 72652
S-fATE OF Ut
Page 2 of 11
iangar with Associated
Foundation with Helical
I Date Tc —hk, d b v
Content
Content
Applicable Codes
Loads
Helical Pile Reactions Loads
Helical Layout
FPR MRO Hangar
TDate:
Page
2
2-3-4
.5-11
t4o 72552
OF
Page 1 of 11
9
Proj�� - — Job Ref.:
Hangar with ASSOCIated office Cantsink-FPIR
C. ate Chkd by Date
LS . ()R/nqll Q P" AQ11
Applicable Codes
6'h Edition 2017 Florida Building Code
ASCE 7-10 - Minimum Loads for Buildings and Other Structures
ACI 314-14 - Building Code Requirements for Structural Concrete
Loads
Loads were provided by Mesco Building Solutions Job No. 17-B-10227-1 dated 05/10/20A
See next two pages for magnitude of loads per axis.
No 72r352 -u'
p STATE OF
Page 2 of 11
�N
0.0
I �Rl
=H7
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omwm
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. . . . . . . . . . 11,11,11.4
I I I I I
......
. I I I I
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00
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00
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U5
IOE
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maim
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nw-All"No "I
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�mmoffmml
I
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E-
�GRMI � �a
31) Ref.:
Cantsink- FPR MRO Hangar
Foundation with Helical
E�ic. �byl)Ta-te- C-hk"d b�
S
LS 0,/,,/l,-Fpcs
)8109119
ftactions
Summary of loads based on the tables above for axis one through six.
U L w HL HL HIL
VL I DL LL W
N 1 47.30 83SO -170.70 25,80 18.90 -123.10
PA F1 --2
5;80 .-M90 2-29.10
N 2 52.20 28.70 �269.40 28.80 19.20 4219.90
L_A j .2 1 SIM 28.70 -269,40 -28.80 -19,2Q 219.90
N 46.30 28.50 -189.70 25.70 29.10 -147.50
[-A. 46.20 28.SO -189.70 -25.70 -19.10 147.50
46�70'*.
A 4
N
46.30 28.50 -205.70 25.70 19.20 -147ZO
A 46.20 28.50 -205.70 -25.70 -19.20 147.50
N 6, 46.30 28.SO -205.70 25.70 29.20 -147.50
A 6 46.20 28.50 -205.70 -25.70 -19.20 147.50
I Values for Grid Line 1 and Grid Line N
Dead Load Vertical (Axiao
D = Roof Dead Load + Roof Collateral Load
Live Load Vertical (Axial)
L = PLLL1 +PLL1 + Roof Live Load
Wind Load Vertical Load is the result of the most critical case
Mertical = WL1 +WL2
5
72562
UL
SIAXE OF :14
- .1 IN
Page 5 of 21
Project
Job Ref.:
Hangar with Associated office Cantsink — FPR MRO Hangar
Section Sheet No.
Foundation wlth Helical plies 6
caic. by Date I Chk'd by I Date Appd by: Date:
LS 08/09/19 1 PS 108/12/19
Horizontal Load Wind
HL = WLI + WI.2
Wind load provided by Mesco Building Solutions are strength values with ultimate wind speeds.
Those values need to be multiplied by 0.6 to convert values to ASD.
Per section 1605.3, of the, 2017 Florida Building Code
Net uplift
D + G.75(0.6W)+0.75L = 47.30 + 0.75xO.60x(-170.70) + 0.75x33.5= -S5.12 kips net uplift
0.61) + 0.6W = 0.6x47.30 + 0.6x(-1 70.70) = -74.04 kips
74.04 kips = 7.4 kips
10 piles /pile
Lateral Load
0.60 x 123.10 — 1-31 kips
6 /pile
sln2S Pilen� = 27 X sin2S = 11.40 kips
27 kips
Balance of the lateral load is carried by vertical plies passive pressure of the s i
s
Six helical piles are battered.
N ON. '-� AS4.1,111i
%
Axial Compression
D + L + (Footing own weight)
U.
47.30 + 33.50 + (2.Sxl SX1 OxO.1 5) 137.05 kips
137.05 kips ki .. ... . 0
—10 piles 13.70 P'/Pile lx\��
I Values for Grid Une 2 and Grid Line N . I
Dead Load Vertical (Axial)
Page 6 of 11
Foundation with Helical
Caic.
LS
D = Roof Dead Load + Roof Collateral Load
Live Load Vertical (Axial)
L = Roof Live Load
Wind Load Vertical Load is the result of the most critical ca - se
Wvertica I = LWL1 + LWL3
Horizontal Load Wind
HL = WIL1 + WI-2
Job Ref.:
Cantsink — FPR MRO
Sheet No.
7
App'd
Net uplift
D + 0.75(0.6W)+0.75L = 52.20 + 0.75xO.60x(-269.40) + 0.75x28.70=; .47. 51 kips net uplift
0.61) + 0.6W = MxK-20 + 0.6x(-269AO) = -130.32 kips
130.32 kips = 10.86 kips
12 piles 1pile
Lateral Load
0.60 x 219.90 = 13.20 kipsl. ile
10 p
sin25 m PIleH. -,- Pilenz 27 X sin25 = 11.40 kips
27 kips
Balanee of the lateral load is carried by vertical piles passive pressure of the
Ten helical piles are battered.* A,
'Axial Compression
D + L + (Footing own weight)
52.20 +128.70 + (2.5x1 5x1 OxO.1 5) = 137.15 kips
137.15 kips = 11.42 k'p'l, lle
12 piles p
'V
Of
Page 7 of 11
I
Section
Foundation with Helical
I q
I Values for!Grid Line'3 and Grid Line N
Dead Load Vertical (Axial)
D = Roof Dead Load + Roof Collateral Load
Live Load Vertical (Axial)
L = Roof Live Load
Wind Load Vertical Load is the res6 It of the most critical case
Wvertical = WL1 +WL2
Horizontal Load Wind
HL = WO + WI-2
CanQ'n'k—FPRMRO
Date:
Not uplift
D + 0.75(0.6W)+0.75L = 46.30 + 0.75xd.60x(-189.70) + 0.75x28.50= -17.70 ld'ps net uplift
0.61) + 0.6W = 0.6x46.30 + 0.6x(-189.70) -86.04 kips
kips .. .....
86.04 kips eo
8.60 i'N 8 �-P,
/pile
,C
10 piles
140
Lateral Load
L
0.60 x 147.50 kips or- :IJ
14.75
6 1pile
0 ..........
sin2S Pile,& = 27 X sin25 11.40 kips
27 kips
Balance of the lateral load is carried by vertical piles passive pressure of the soils.
Eight helical piles are battered.
Axial Compression
D + L + (Footing own weight)
Page 8 of I
JOD Ker..*
with Associated office Cantsink-FPRMRO
Sheet No.
Foundation with Helical
Date
LS 108/09/19 1 Pq
46.30 + 28.50 + (2.5xj5xjOxO.j5) = 137.15 kips
137.05 kips = 13.10 kips
10 piles 1pile
Values for Grid Line 4 and Grid Line N
Dead Load Vertical (Axial)
D = Roof Dead Load + Roof Collateral Load
Live Load Vertical (Axial)
L = Roof Live Load
Wind Load VerUcal Load is the result of the most critical case
Wvertical = WL1+WL2
1-16rizantal Load Wind
HL = WU + WI-2
Net uplift
D + 0,75(0.6\(V)+0,75L = 49.70 + 0.75xO.60x(-205.70) + 0.75x28.50= -21A9 kips�n
p I I
0.6D + 0.6W = 0.6x49.70 + 0.6x(-205.70) -93.60 kips
N
93.60 kips kips 'R
9.360 ile �F. 72652
75 piles /P' -4.: 140
Lateral Load
of :LJ
0.60 X 146.70
kips 0
14.67 0 R
6 1pile .........
sin25 E� --- PileRz = 27 X sin25 11.40 kips
27 kips
Balance of the lateral load is carried by vertical piles passive pressure of the soils.
Eight helical piles are battered.
Page 9 of 21
Foundation with Helical piles
Date [CEWhk7d-by-FDi,
08/09/19 1 Ps - I OE
Axial Compression
D + L + (Footing own weight)
49.70 + 28.50 + (2.Sxl 5xi ox0.1 5) 134.45 kips
134.45 kips . kips
10 piles 13.44 1pile
Line Grid five and six has similar loads that line Grid 4.
Summary of loads based on the tables above for grid line axis 7.
D IL W HL WL
Grid
Column Line
VIL
H
A
7
5.60
6.10
1 -44.00
0.00
0,00
D
7
9.2 0
9.00
-65.30
-16.00
48.20
..E
7
.8.90
8.50
-6�,90.
16.00.
... 49,76.
F
7
8.30
8.60
-17.10
0.00
S1.20
G
8.70
-17.50
0.00
53.90
H
7
6.30
4.50
-37.20
0.00
0.00
1
7
5.70
4.50
-3S.80
0,00
55.40
j
.7
5.40
4.60
-36.�O
.6;00
54.10
K
7
5.20
4.40
-35.20
0.00
52.50
L
7.
5.40
.4.90
-39:4b
0.00-
. ---5(T80
N
7
[72-40
1 1.901
-15,601
0.001
0.0
Job Ref.:
Cantsink- FPR MRO
by:
l4o 72552
a
LAL
srATE OF 4/
n n
I'Values for Grid Line.7 and Grid Line D . I
Dead Load Vertical (Axial)
D = Dead Load + Roof Collateral Load
Page ID of 11
Office
with Helical
LS 108/09/19 1 PS
Live Load Vertical (Axial)
L = Live Load
Wind Load Vertical Load is the result of the most critical case
Wvertical = Wleft
Horizontal Load Wind
HL = Winward + Woutward
— FPR MRO
: I Date:
Net uplift
D + 0.75(0.6M+0.75L ='9.20 + 0.75x0.60x(-65.30) + 0.75x9,0= -13A4 kips net uplift
0.6D + 0.6W = 0,6x9.20 + 0.6x(-65.30) = -33.78 kips
33.78 kips = 8.45 kip , s
4pil6s /pile
11
Lateral Load
0.60 X 48.20 = 7.23 kips
6 pile
Pilen,
sin2O = �0 —k PileH,, = 20 X stn20 6.48 kips
fps
Balance of the lateral loa.dis carried by passive pressure of the soils.
-r Z* 72552
Four helical plies are battered.
Axial Compression -j; -0 OF
1) + L + (Footing own weight)
9.20 + 9.00 + (2.M.5xlS.50.15) 30.88 kips
30.88 kips = 7.72 kips / ile
4 piles p
All footings along grid 7 follow the same procedure and have similar load magnitudes.
Page 11 of 11
GENERALNOTES
1. GENERAL DATA
Contractor sholl notify the Engineer a f any discrepancies found in the place, delail, and durvansism,
before proceeding with constreactice, Cardrecarc shall bear resparrobility for Verifying compliare,a
of the stop drawings with the place prior W cardering materials or beginning fabrication. Do not wale
Ali dimensions, muleas m1ranwear noted, ase froon comer in senior. Ali noted dimensions talm precdend,
oner at—
Z DESIGN CRITERIA
A, DESIGN ODOM
M7FI.ddaB.Hdi.gC.d,
8- Code Requirements for Sinucturol Concrete, IMB)
ASC"87 10 MW.. Design Leads for BuIldirg and
R MATERIALS
Building Concerns 2B days virea gth of 5,M psi to comply with ACI 3180
Reinforcing Erect ASTM A615�8742mde 60
Structural Steel ASTM A36 ou Steel Tubing AM Grade B
Connection Bolts ASTM A� for File mommens and A325 for helical File caps
3. FOUNDATIONS
AJI foundation reirdoesint, W be supported an wire supports and placed par ACT standards prior ha
peoringeamuses,
bAmadam 3 Inch. clear. for all mbem where fouling cornmes 1. placed in cortact svith.ml.
�Iojmnant and lap splice length$ shall be m accurchance with ACMIR price to placing conscate
all reinforcing atselludl be forr of rou I., or any foreign material. DetaWng afminfet shall
be in accordance with ACI 318-M
Based places and anchor bolt quantity and diamelear m accordance to Metal Building
CHEI CALPILES
All helical piles are mormMutered by Contsink Manufacturing, Ine.
Each heb.19.1a.h.11 be install at f1w, . location as deictedi on three drawings and an the minum.
iretallatiom eque and allmable capm-T.= on durso plans.
All battened pg. shall be installed at degree he. ba the File, cap detal.
Ali helical pilea most reach a minicaman, embedment depth offifthomfict due te, the uplift Ioada
Ali helical File lead. and pparromars. duall Ix, haklip galvanized per ASIM A123
IIELICAL FILES PRODUCT IDESTIMICATION
2.54MINI4 - Cartsink 25o SCH 4D Helical Pile Load with 14o helix
2�5-40CIO- CmtJrdc2.5'SCH4DHe1;-IFdaExaani.
�"Z
MoammucTorque rating a 6�= ft4b
Shaft, Round Stactural ERIN Wbing par ASTM Grade B. ZS�SCH44)Mpe
ShaftardinfirmanyiddSOlasi
�lix:ASMA-363/8'tldckHW�U�dS�FUW
Helicad c,aersion use thase (3) AW 3/V balts loattaularcl to a helical pUelead. Boltand mals shall beeirc
cooled.
Helical Pile caps to be bolt -an with two, (2) AM3/4n bolas cat pilecapsolacis Ural damcgh 6,helicad
pilecap=Uneaxb7,8md9=�=�r�(I)A3253/4-bolL
R�pT.mdim.l...�k.ft..��id,.�pp,epa.dbyAVCON,h�
For clevationof top offootings, referha AVCON, Ine. drawinga.
S. NUSCELLAWBOUS
The Engineer will not be responsible for the mems, Methods, techniques, soquence% ce
reared. of u, the safely precautions or prugman, incident thersto, and the Engrasser
will mat be responsille for the facers, to perform or furnish the work ia accord. with
theconstructiorado�
The En&hwer will W be Mponsible for the ants or of the commellor, or any sub-contractuar,
any supplier, or of any parents or orgamizatie. perfrcrin& or foralshbagany of this we&
Methods, procedures and sequences of construction are the responsibility of the contractor. The
contractor hall take all necessary Formations sa reashatmau and instant the Integrity of the stranturn at
.11 toges of carestractin. Comply with all federal (OSHA), state and local Ia. which prescribs safely,
requirements for conetruction performed.
T-0"
HELICAL PILE LEAD
HELICAL PILE CAP DETAILS
71-011
SYMBOLS
HELD(
A36 PL
PITCH
0
0
HELICAL PILE EXTENSION
A \r1=LlLvALrILr- LPM.
J%N.T.S.
LOCATION PLAN
1�11 *
FOUNDATION
FIRM-
ir
six
!�)"V-L.
N.T.S.
----- ---------------
------------ -----------
FOUNDATION
F1PLM-
"�A�,X.W.
uw=,
F I I �10
PILE CAP F1.0 DETAIL
3/g. i,-o,
:PILE CAP F5.0 DETAIL
,�)Y,-=J�Q.
2MO K
PILE CAP F2.0 DETAIL (C�) PILE CAP F3.0 DETAIL
yal = 1 1-0" 1 3/,, = 1 1-0"
�No NUT. HEAW
MNUTWITH
�SMPLATE
WAS�
TIBASE
HENWHE
:PITYPICAL ANCHOR BOLT PROJECTION
�)N.Tls.
7; F
PILE CAP F4.0
Y".1�0.
FOUNDATION SCHEDULE I
MOOTING
E
TYPE
6"E
6!KE
REIMPORCEMENT
[UNIMUM ANCHOR BOLIJ
I EMBEDMENTDEPTli I
T
W.L
F1.0
N-
SEE DETAIL
SEE VETAK-S
15.
FZO
IV
W3�1
SEE DETAJL
#5 7.7 D.C. BOTH WAYS TOPAND BOTTOM
7
F&O
2V
ew x V�
08 10.5' O.C. BOTH WAYS TOP AND BOTTOM
Iw
F4.0
30,
10'WxIW�
48 8.0- D.C. BOTH WAYS TOP AND BOTTOM
26-
FS.0
3,
.W x I
( r.W X 1 S4
08 TV D.C. BOTH WAYS TOP AND BOTTOM
26'
(6)
— rL�—
Pile Cap Design
Page I of 4
'LF DESIGN
US Code CACI 318-11)
Pile Cap 1
PILE ARRANGEMENT
Footing Geometrical Data
Column Dhiensions
Column Shape Rectangular
Column Length -X(PQ ZOOM
Column Width - Z (Pw) 3.000ft
Pedestal
Indude Pedestal? No
Pede I Shape: NA
Pedestal Height (Ph) N/A
Pedestal Length - X (PI) NIA
Pedestal Villdth - Z (Pw) NIA
Pile Cap Geometrical Data
Pile Cap Lenp PCL � S,598ft
Pile Cap Width Pcw - 6.000ft
Initial Pile Cap Thickness ti = 1.250ft
Pile Geometrical Data
Pile spacing Ps = 3.000ft
Pile Edge distance P. = 1.500ft
Pile DIameter Pd = O.SDOft
Pile Capacities
Adal Capacity Pp - 27.ODGklp
Lateral Capacity PL = 11.500)dp
fill
4%510�;
UpRft Capadty Pu - 24.ODOklp
'Po
Material Properties
%.
%%%% R N S 0 ':1
N 4s! ;P -,
� -�2*f - ". ip
Concrete f, m 576.000)dp/ftA2
z Zt" 72652
Reinforcementf.. 8M.Gooldp/fLA2
LU Z
OF :4,j z
Concrete Cove
0
Oft%
Bottom Clear Cover CC, = 0.250ft
0
SldeClearCoverCC - 0.167ft
s
It
tu�rlv
File In Pile Cap lPCP = 0.50cirt
Loading AmAled At Top Of Cap
Pile Cap Design
Page 2 of 4
Load
Lead
self
Combination
Load Combination Title
I
Combinati nj
Weight
Number
Factor
Factor
103
1.000 x DL+I.OW x LL
1.00
1.00
1.000 x DL+0.750 x LL
1.00
1.00
111
1.001) x DL+0.750 x 11�0.450 x WLX
1.00
2.00
Load
Combination
Number
Load Combination Title
Load
Combination
Factor
Self
Weight
Factor
2.01
1.400 x DL
1.00
1.00
202
1.200 x DL+1.600 x LL
1.00
1.00
203
IIDO X DL+1.600 X LL+0.500 X SL
1.00
1.00
204
1.200 x DL+I.ODO x LL+I.fiDO x WLX
1.013
1.00
205
1.200 x DL+1.000 x LL+-1.600 x WLX
1.00
1.00
Load
Case
Fx
(kin)
Fy
(kip)
F.
(kip)
MX
(kip-ft)
M
ki -it
M K
(k1pk)
103
-8.ODO
8.000
O.ODO
0.000
0.000
0.000
109
-23.20D
23.200
0.000
D.000
D.ODO
0.000
111
-13.400
13.400
0.000
0.000
0.00
O.ODO
201
-11.200
11.200
0.000
0.000
0.000
0.000
202
-9.600
9.600
0.000
0.000
0.000
0.000
203
-9.6DO
9.6DO
O.DDO
O.ODO
0.000
0.000
204
-28.800
28.800
0.000
0.000
0.08D
0.000
1 205 1
9.600
1 -576-D-0-170-0010-700
---
T 00-00
1
PILE CAP DESIGN CALCULATION
Self Walciht Calculation
Self Weight: 4.819 kip
f N S� -�tol,
"c'
Pedestal Weight: 0.0001dp
No 7255?
Soil Welght: 2.207 kip
4L
Extra weight for Surcharge 0.000 kip
BucyanLy Reduction 3.608 kip
LU r
Of 14/
Pile Reactions
STATE
0 Ft
Governing Load Case: 204
S/0
Total pile number N - 3
Arrangement
Reaction
Pile
No.
X
(it)
y
(ft)
Axial
ndp)
Lateral
(kip)
Uplift
(kip)
1
-1.505
1 0.066
1 -3.M
1 9.600
0.0130
2
O.GDO
1 -1.732
1 0.000
1 9.600
8.461
3
1.SDO
1 0.866
1 0.000
1 9.600
20.461
Reinforcement Calculabori
Maximum bar size allowed # 5
Sending MomentAtCritical Section - 16.988kip-ft (Along Length)
PlleC3pTh1cknesst- 1.25ft
Selected bar size # 5
Selected bar spacing = 6.82in
He Cap Thickness Chec
Pile Cap Design
Page 3 of 4
Crideal Load Cam: 204
Two Way Shear.Q]eck For Pile Reactions
Note: C. = Column or Pedestal Width
CL - Column or Pedestal Length
Pile No.
Pile Reactions
Contributing Two-way
Shear
(kip)
I
2
8.387
3
20.386
TOTAL
27.447
Punching shar force Is calculated per CRSI method (Punching Shear - Applied Lead - Pile reaction outside punching perimeter)
Design Shear for Two -Way Action
St = 27.447kip
CL PL
Beta -
1.500
Z�U'i�v'
So -
2 X A + CW+ 2 x d) - 11.667ft
ACI 318 - 11 Ecin 11-31 : VC, =
% x d x (2 + . 206.602ldp
ACl318-IIEqnlI-32:Vc2=
B0xdx
+40xd
(2 Bo )
xFF� - 177.088kip
ACI 318 - 11 Eqn 11-33: VC3 .
4 x Ro x durq - 151.7891dp
VC =
Minimum Of Na, Vc2, Vc3) = 151.789k[p
St �= 0-7S VC.- hence, safe
Punchinci Shear Check for Comer Piles
Pile No.
Shear Fares
(Idp)
1
-3.614
2
8.387
3
20.386
Governing reaction (PC) - Maximum of (P, P,.... Pn) 20.3861dp
Pile Edge distance (Pe) - 1.5DOft
Effecthre Depth (deff) = DA17ft
STATE OF
4 0 R %10
P,
cl� = - 0.107ft
1125x,t.,�ex[o x(Pd+d)42xPj
where 0 = Anc angle for failure line.
d 1.154 x PCr 0.470ft
2 023 x 2 x FF, x [03 x (Pd + 4) + 2 x P.]
(lawl maximum of (dl, d2) = 0.47D(t
d,,, >deff.. hence, unsafe.
Pile Cap Design
Page 4 of 4
Calculaton of Max1niurn Bar Siz
Selected may1mum bairsIze #5
Bar diameter corresponding to max 0.62SIn
bar sN (db) -
Required development length for bars dbxfy _
20x),x r. 1.976ft
Seledon of Reinforcemen
Critical Load Case: 2�
Governing moment (M.) = M.�?ALI.MI2)
09
dBeta = 0.85, If F,<. 4000
. 0.65, If 4000 < Fo<- 8000
OD3 x (F. - 411100)
- 0.85- 10131) if Fc > 80DO
dem x Fe
x ggo�
Maximum Reftifoncement Ratio (R�) = !�-X- -- -
1.33 XFY OU + FY) 0.021
Calculated Reinforcement Ratio (R) 0.003
0.0018 �- R 4- R, R Is accepted
Minimum spacing allowed (Sj = 1.5 x all, -
Selected Bar Size =
Selected spacing (S) -
S,dn�- S -- 18 Inch and selected bar size 4 selected The reinforcement Is accepted.
maximum bar stoe...
Selection of Top, Reinforcemen
Top reinforcement Is provided same as bottom reinforcement
16.988WP,ft
21n
#5
6.82[n
t4o 72552
STATE 0 :tuZ
Pile Cap Design CC
PILE CAP DESIGN
US Code (AC1 319-11)
Pile Cap I
PILE ARRANGEMENT
Footinq Geometrical Data
Column Dimensions
Column Shape: Rectangular
Column Length - X (PQ : 2.000ft
Column Width- Z (Pw): 3.000ft
Pedestal
Include Pedestal? No
Pedestal Shape N/A
Pedestal Height (Ph) NIA
Pedestall.ength-X(Pl): N/A
Pedestal Mdth - Z (Pw) : N/A
Pile Cap Geometrical Data
Pile Up Length P., - 7.000ft
Pile Cap Width PCW - 7.000ft
InlUal Pile Cap Thickness t, - 1.250ft
Pile Geometrical Data
PlIe spacing P, = 3.000ft
Ptle Edge distance P. - 1.500ft
Pile Diameter Pd= 0.500ft
Pile Capacities
Mal Capacity Pp = 27.00Dkip
Lateral Capacity PL = 11.500kIp
Uplift CapadtV Pu = 24.000kip
Material Properties
Concrete F. - S76.000kIpV2
Reinforcement f, - 8640.000idp/ft-2.
Concrete Cove
Bottom clear Cover CC. - 0.250ft
Side QwrCover LT, = 0.167ft
Pile In Pile Cap PCp - D.SDOft
Loadino Anolled At Top Of Cap
or Page I of 6
7V J�) 76-3 739
Pile Cap Design
Page 2 of 6
Load
Combination
1-cenlCombi�atfonTitte
I
Load
Combinationj
So
'if
Weight
Umber
Factor
Factor
22
1.000 x DL+1.000 x LL
1.00
1.00
109
1.000 X DL+0.750 x LL
1.00
1.00
ill
1.000 x DL+0.750 x LL+0.450 x WLX
--Coed
Combination
Number
Load Combination Title
Lead
Combination
Factor
Self
Weight
Factor
201
1.400 x DL
1.00
1.00
202
1.200 x DL+1.60D x LL
I.DO
Lao
203
1.200 X DL+1.600 x LL+O.SGO x SL
1.00
1.00
204
1.200 X DL+1.000 x LL+1.600 x WLX
1.00
1.00
1 205
1 1.200 x DL+1.000 x I.Loi-4.600 x WLX
1.00
1.00
Lead
Case
F.
(kip)
V,
(kip)
F.
(kip)
M.
(pip-ft)
I M
v
(kip-ft)
M.
(klp-ft)
103
-16.000
9.000
0.000
0.000
0.000
0.000
109
-3.200
-21.000
0.000
0.000
0.000
0.000
ill
5.600
-20ZO
0.000
0.000
0.000
0.000
201
-22ADD
12.600
0.000
0.000
0.000
0.000
202
-19.20D
10.800
0.000
0.000
0.600
(LOGO
203
-19.200
10.800
0.00D
O.ODO
0.000
0.00D
2D4
57.600
-93.20D
0.000
0.000
0.000
O.DOO
I 20S 1
1 14.800 1
.000-1
0.000
1 O.Wo
PILE CAP DESIGN CALCULATION
Self Weight Calculatlon
Self Weight; 9.187 kip
Pedestal Weight: 0.000 kip
Sol] Weight: 4.816 kip
Extra might for Surcharge 0.000 kip
Buoyancy Reduction 6.880 ldp
Pile Reactions
Governing Load Case: 205
Total pile number N - 4
q 'VO 725S2
(P
�01- SIATE Olz
0 R 10
t9; ...........
Arrangement
Reaction
We-
No.
X
(ft)
y
(ft)
Axial
(kip)
Lateral
(kip)
Uplift
(kip)
I
a 02
1 �00
O.DOO
24.000
41.919
2
21060
;-.0000
0.000
24.ODO
41.919
3
-2.000
1 2.000
O.Doo
24.000
11-919
4
-2.000
1 -2000
0.000
24.DOO
Reinforcement Calculation
Malmum bar size allowed along length #6
Maximum bar size allowed along width #6
Bending MomentAtOiticalSectlon - 93.029k[p-ft (Along Lenp)
Bending Moment At Critical Section = 29.MWp-ft (Along Wdth)
Pile Cap Thickness It = 1.83ft
Pile Cap Design
Page 3 of 6
Selected bar size along length # 6
Selected bar size along width # 6
Selected bar spacing along length - 11,00in
Selected bar spacing along width - 11.00in
Pile Cap Thickness Check
orldcal Load Case : 205
Two Way Shear Check For Pile Reactions
Note: C. = Column a Pedestal VWdth
CL = Column or Pedestal Length
Pile No.
Pile Reactions
Contributing Two-way
Shear
Chip)
1
41.863
2
41.863
3
11.863
4
11.8621
TOTAL
107.452
Punching shear force Is calculated per atSI method (Punching Shear = Applied Load - Pile reaction outside punchlng perimeter)
Design Shear for Two -Way Action St = 107.452k[p
PL
Beia .
,
CW PW
1.500
Be �
2 . (CL + CW+ 2 . d) -
14400l't
ACI 318 - 11 Eqn 11-31: Vc, -
%,dx(2+-�- XVF�-
595.0141dp
beta)
ACE 318 - 11 Eqn 11-32: VC2 -
Ba x d x
(2 . !4OZX d)
�
510.012ldp
ACI 318 - 11 Eqn 11-33: VC3 -
4 x 130 x d X
f,19.300;dp
Vc =
minimum of (Vc,, VC2, VC3) =
510.01MP
St <= 0.75 VC.-
hence, safe
Check for One-way Shear (Along
Length)
Pile
No.
Shear Force
xj�,(kip)
Shear Force
I X2�2[ldp)
1
0.000
4LB63
2
O.ODO
41.863
3
MEW
0.000
4
11.863
0.000
TOTAL
23.726
83.726
Design Shear for OneWay Action (Along Length) SOL = 83.726ldp
Pile Cap width P0, 7.000ft
vc. 2 x Pa. x d x F. - 127.5031dip
SOL <' 0.75 vc... hence, safe
E
No 72552
Z-0
Z-o'. :IZZ
�0-. STATE OF .:40
0.
..4 0 1, IV
%
110NALe %%%
fWlfrilh
Pile Cap Design
Page 4 of 6
Check for One-way Shear (Along Width)
Pile
No.
Shear Force
yi-VI(kip)
Shear Force
Yj-y2(klp),
1
0.000
41.863
2
41.863
0.000
3
0.000
ILB63
4
11,863
0.000
TOTAL
53.726
53.726
Design Shear for One -Way Action (Mang Width)
Pile Cap Width
VC -
SOL ' S3.726k]p
Po� = 7.000ft
2xP.xdx4F,- 127.503kip
SOL <- 0.75 Vc... hence, safe
Punching Shear Check for Comer Piles
Pile 110.
ShearFarce
(kip)
I
4LS63
3
11.863
2
4L863
4
11.863
Governing reacti.on (PC) = Ma)dMUM Of (P, Pj.... Pd 41.863kJp
Pile Edge distance (P.) - 1.500ft
Effective Depth (deM = 1.000ft
P, .
di . 0.73 x 4 x 4F� x Tr X (Pd+ d) + 2 x P 0.367ft:
I'z d
d2 . 0.75 x2 x Pa 0,663ft
,Ff, x (Pd + 2. x d + 72 �xPj
deftM = ma)dmm of (d" d2) - 0.663ft
deff � = dfdw... hence, sa%
Calculabon of Maximum Bar Size
long Length
Selected ma)dmum bar size # 6
Bardametemmpondingtomubarsln(db)= 0.750in
Required development lmgth for bars = dbXfy
TD —X), —Xrf.
WIT-my'll
2.372ft
No 72552 '�P
cc z
STATE OF :1,4/ Z
06.
N
oc� ........
Pile Cap Design
Page 5 of 6
Selected ma)dmum bar size # 6
Bar diameter corresponding to max bar size (cln) = 0.750[n
Required dervelopment length for bars on - fy _
20 X A. 2.372ft
Selecdon of Bottairn and Tor) Reinforceirrien
TOP reinfoncement Is Provided same as bottom reinfoncement
Along Length
Critical Load Case: 2D5
Pile
No.
Moment along
x,.x,(kip-ft)
Moment along
x,7y,(klp-tt)
1
0.000
4LB63
2
0.000
41.863
3
11.863
0.000
4
11.863
0.000
C�emlng moment (146) M-11,411-MO . 93.0291dia-fit
09
dBeta = 0.85, If Fe. 4000 psi
. 0.65, If 4000 psi < F,— 8000 psi
OB3 X (F, - 4MO)
- 0.85- low . , If F, > 8000 psi
025 x UM x dBea x F�
Ma)dmum Reinforcement Ratio (R.) - -
2.33 x F. x (Mial , FY)
Calculated Reinforcement Ratlo (R) = 0.003
0.0018 �- R �- Rm�, R Is accepted
Minimum spacing alloWed (SmI,) = 1.5 X on -
Selected Bar Size -
Selected spacing (S) =
Sn,h,�- S �- 18 Inch and selected bar size < selected maximum bar The reinloncement Is accepted.
size...
Along Width
0itical Load
Case : 20S
pile
No.
Moment along
vj-yj(kIP-ft)
Momentalong
Y27y2(kIp-ft)
1
0.000
20.932
2
2D.932
0.000
3
0.000
5.932
4
5.932
0.000
0.021
21n
# 6
No 72552
CC
-a'. -41J
�-:P * -STATE OF ..'4(/
0
4 0 R
Pile Cap Design
Page 6 of 6
Governing moment (N) Ma4ma-h1cl) 29.MkJp-ft
09
dBeta- 0.85,IfF,4.4000psi
. 0.65, If 40M psi 4 F,<. 8000 psi
- 0.85- GJD5 x (F, - �Om) - , If Fc �, 8000 PSI
1000
Ma)dmum Reinforcement Ratio (R.) 025xilMxd9�xF.
7337Fy- —(8M 4 FY) 0.021
Calculated Reinforcement Ratio (R) =
0.003
0,0018 <- R �- R., R is accepted
Minimum spacing allowed (S,,,) = 1.5 x do = 21n
Selected Bar Size = 6
Selected spacing (S) - 11.0DIn
S . 18 Inch and selected bar size < selected ma)dmum bar s1m.. The
reinforcement
Is accepted.
'Y ......... * -"7, --,
'C,eNS�'-.0 �,
0 72552
4L
Pile Cap Design
( C) �
PILE CAP DESIGN
US Code (ACI 318-111
Pile Cap 1
PILE ARRANGEMENT
FootInc Geometrical Data
Column Dimensions
Column Shape: Rectangular
Column Length - X (PI) 3.000ft
Column Width - Z (Pw) 3.000ft
Pedestal
Include Pedestal? No
Pedestal Shape: N/A
Pedestal Height (Ph) NIA
Pedestal Length - X (PI) N/A
Pedestal Width - Z(Pw): N/A
Pile Cap Geometrical Data
Pile Cap Length PCL - 15-000ft
Pile Cap Width PCW . 10.D00ft
Initial Pile Cap Thickness t, = 1.250ft
Pile GeornetrIcal Data
PllespadngP.= 3.000ft
Pile Edge distance P, � 2.5DOft
Pile Diameter Pd = 0-500ft
Pile Capacities
A)daICzpadtVIPp- 27.000kip
Lateral Capacity PL - 11-SG0klP
Uplift Capacity PU = 24.000kip
Material Properties
Concrete f. � S76.000klp/ftA2
ReInforcementf.- 8640.0001JDA-2
Concrete Cover
Bottom Clear Cover CC. - 0.250ft
Side Clear Cover CC, = 0.167ft
Pile In Pile Cap PCP = 0.50ca
Loading Anolled At Too Of Ca
IYO 72.552'
STATE OF
:4.0 R I ot.
Page I of 7
Pile Cap Design
Page 2 of 7
Load
Load
Self
Combination
Load Combination Title
I
Combined
nj
Weight
Number
factor
Factor
!23
i 1.000 X DL+1.GOO X LL
1.00
1.00
log
1.000 x DL+0.750 x LL
1.00
ill
1.000 x DL+0.750 x LL+0.450 x WlJX
1.00
Load
Combination
Number
Load Combination Title
Load
Combination
Factor
Self
Weight
Factor
201
1.400 x DL
1.00
LOD
202
1.200 x DL+1.600 x LL
1.00
1.00
203
1.200 x DL+1.600 x LL+0.500 x SL
1.00
1.00
2D4
1.200 x DL+1.000 x LL+1.600 x WLX
1.00
1.00
205
1.20D x DL+1.000 x LL+-1.600 x WLX
1.00
1.00
Load
Case
Fx
(kiii)
IFY
(kip)
F.
(kip)
M.
(kip-1t)
MY
(idp-ft)
M.
(kip-ft)
103
-51.600
79.800
0.000
G.D00
O.ODO
0.000
109
2.910
21.835
0.0D0
0.000
0.000
0.000
ill
10.245
-1.180
01000
0.000
0.000
0.000
201
-36.120
66.220
0.000
0.000
0.000
0.000
202
-72.240
10B.760
0.000
0.000
MOM
01000
203
-72.240
108.760
O.ODO
0.000
0.000
0.000
204
140.200
-169.780
0.00
0.000
0.000
0.000
1 205
1 -253.720
1 48.300
1 0.000
1 D.000
--FO-001
PILE CAP DESIGN CALCULATION
Self Weight Calculation
%071
Self Weight: 28.125 UP
Z 4Z
NO 72
Pedestal Weight: 0.000 Idp
552 CP
Sell Weight: 15.792 kip
Extra weight for Surcharge : 0.GD0 kip
STATE
Buoyanci, Reduction: 21.06OWp
OF
00- AN A%
40 R I
Pile Reactions
%%
0. P/000
Gverning Load Case: 205
Total pile numberN - 10
Arrangement
Reaction
Pile
Nos
X
(ft)
y
(ft)
Axial
(kip)
Lateral
(Idp)
Uplift
(Idp)
1
0.000
3.500
0.000
25.372
32.544
2
0.000
-3.SDO
0.000
25.372
32.544
3
2.000
0.001)
0.000
25372
35.376
4
-2.000
0.0(10
O.OM
25X2
29.713
5
6.GDO
3.SOO
0.000
2S.372
41.039
6
6.000
0.000
0.000
25.372
41.039
7
�81
6.000
-3.SDO
0.000
25.372
41.039
-6.000
3.500
O.WO
25!M372
24..004'
1 9
1 -6.000
1 0.000
1 5.000
B
1 1
4 49
1 10
1 -6.000
1 -3.SDO
1 0.000
1 25.372
1 24.049
Reinforcement CaiculatIon
Ma)dm= bar size allowed along length # 6
Pile Cap Design
Page 3 of 7
Mumum bar size allowed along width # 6
Bending MOMant At Critical Section = 634.373kip-ft (Along Length)
Bending Moment At Critical Section = 216.5119kip-ift (Along Width)
Phe Cap Thickness t - 2.0011
Selected bar size along length # 6
Selected bar size along width # 6
selected bar spacing along length = 9.00in
Selected barsipacing along width - 9.00in
Pile Cap Thickness Ch
Crildcaill Load Case : 205
Two Way Shear Check For Pile Reactions
Note: C, - Column or Pedestal Width
C� - Column or Pedestal Length
Pile No.
Pile Reactions
Contributing Two-way
Shear
(kip)
1
32.498
2
32.488
3
3S.320
4
29.657
S
40.983
6
40.983
7
40,983
8
23.993
9
23.993
10
23.993
TUAL
324.883
Punching Shear force Is calmlated per atsf method tpunching Shear - Applied Load - Pile reaction outside punching perimeter)
Design Shear for Two -Way Action St = 324.883)dp
Beta . LL 0 PL .
C�t, PW 1.000
BO . 2 X (CL+ CW+ 2'- d) - 16.667ft
ACI 318 - 11 Erin 11-31 Vc, = BO x 6 x +-L xFF.- 1062.525kip ...F
(2 bota)
0 72552 *.(P
40xd N
AC13I8-IIEqnI1-3Z:VC2= Boxdx(2 +:�L__) xF.- 708.350ldp
ACI 318 - 11 Eqn 11-33: VC3 = 4xBbxdxr,= 850.020YJp
Vc = Minimum of (VC,, V, VC3) = 708.350kip
St <= 0.75 VC— hence, Safe
Check for One-wav Shear Mono Lencith
Wife
No.
Shear Force
X1
Shur Force
xfx�(krp)
1
0.. 00
O.OGO
2
0.000
0.000
3
0.0011
35.320
Pile Cap Design
Page 4 of 7
4
29.6S7
0.000
5
MDO
40.983
6
0.000
40.983
7
0.1100
40.983
8
23.993
0.00D
9
23.993
0.000
10
23.993
0.000
TOTAL
101.636
158.270
Design Shear for One -Way Action (Along Length)
pile Cap Width
Vc .
So, - 158.270kip
PLW = 10.000ft
2 x P., x d x IF. - 212.505kip
SOL <= 0.75 Vc... hence, safe
Check for One-way Shear (Along VVIdth)
Vile
No.
Shear Force
yi-y,(klp)
Shear Force
Y2-y,(kip)
1
0.00
32.488
2
32.488
0.000
3
0.000
0.000
4
0.000
0.000
5
1 0.0170
40.983
6
0.000
0.000
7
40.983
0.000
a
0.000
23.993
9
0.000
0.000
10
23.993
0.000
TO`rAL
97.465
97.465
Design Shear for One -Way Action (Along Width) SOL , 97.465kip
Pile Cap Width PC, = 15.000rc
Vc 2 x P�x d x F, - 318.758kip
So, <= 0.75 Vc.. hence, safe
Punching Shear Check for Intemal Plies
Spacing between Piles (PS) = 3.000rft
Diameter of pile (Pill - O.SOOft
Governing me -way shear = St - 158270kip
Beta - 1.000
Be . x (Pd + d) - 5.236ft
7
ACI 318 - 11 Eqn 11-31 : Vc, - BO x d x (2 � _�_ 333.902kip
bete) -,r. -
E
No 72552 ILP
=-Ot
ID*
STATE OF Q/
0
Pile Cap Design
Page 5 of 7
I
Aa3l8-I1Qn1i-3Z:Vc2= Boxdx 2+�,-) x FF, - 359.190klp
( PC
Aa 318 - 11 Eqn 11-33 : VC3 4 x Bg x d X,/F; - 222.535;dp
VC minimum of (Vcl, VC2, VC3) = 22.2.535WP
St <= 0.75 Vc... hence, safe
Punching shear Check for Comer Plies
Pile No.
Shear Force
(kip)
5
40.983
8
23.993
7
40.983
10
23.993
Governing reaction (PC) . maximum of Cp 1, P,.... Pa) 40.983k]p
Pile Edge distance (P.) P 1.500ft
Effective Depth (deft) - 1.167ft
PCr
dt Tr x (Pd + 6) + 2 x P 0.348ft
0.75 x 4 x F� . ['� d
d2 - - PCr 0'606ft
0.73 x 2 xTf, x (pd+2-x d+ 72 �X?J
d,,jtxa, = Maximum Of (dl, d2) = 0.636ft
deff > = d,&A... hence, safe.
Calculation of Maximum Bar Size
Alonci Length
Selected maximum bar size # 6
pit.,
Bar diameter corresponding aD max bar sin Wd - 0.7501n
le
Z 0 72552
Required development length for hars d b fy
20 x ), X 2.37211:
Z
0 STATE OF 4U
Along Width
0 0
R I
Selected maximum bar size # 6
11
.... 0
eNs '0 IVA L
Bar diameter corresponding to max bar size (db) = 0.750in
%%%
Required development length for bars 4b'fy
20 x ), x I Ff. 2.372ft
Selection of Bottom and Top Reinforcement
Top reinforcement Is Provided same as bottom reinforcement
Pile Cap Design
Page 6 of 7
Along Length
CrItIcalLoadCase: 205
pile
No.
Momentalong
xj-xj(kIp-ft)
Moment along
X27X2(k'P'ft)
1
0.000
0.000
2
0.000
0.000
3
0.000
17.660
4
14.828
0.000
5
0.000
IR4.425
6
0.000
184.425
7
0.000
184.425
8
107.969
0.000
9
107.969
0.000
10
107.969
0.000
Governing moment (m.) M-I)Awmci) - 634.373k[p-ft
09
dilate = 0.85, If Fe- 400D psi
. OAS, If 40DO psi < Fe. 8000 ps]
0115 X (F, - 4DW)
- 0.85- WOU . , If Fc > 8000 psi
8.83 X 970M X dBam X F,
Maximum Reinforcement Ratio (R,,,) = -
1.33 x FY X (am + Fy)
Calculated Reinforcement Ratio (R) - 0.003
0.0018 �- R <- R� R Is accepted
Minimum spacing allowed (Sad - 1.5 x do -
Selected Bar Size =
Selected spacing (S) -
Srnl'�. S " IS Inch and selected bar size < selected maximum bar The rainforcernent Is accepted.
size...
Along Wift
CrUcal Load 205
Case:
Pile
No.
Moment along
yj-yj(kIp-ft)
Momentalong
Y27y2(kIp-ft)
1
0.000
64.977
2
64.977
0.000
3
0.000
0.000
4
O.ODO
O.ODO
S
0.000
81.967
6
O.GOO
0.0110
0.021
21n
# 6
9.001n
Pile Cap Design
Page 7 of 7
7
81.967
amo
8
0.000
47.986
9
0.000
0.000
101
47.986
1 0.000
Governing moment (M.) , Ma4mulwall) 216.589k[p-ft
09
dBeta = US, if F,<. 4000 psi
. 0.65, If 4000 psi < Fe. 8DOO psi
OM u (F� - 40M)
0.85- WO . , If F, > 8000 psi
MaidmurnReInforcementRaflo(R.) 025x87OOOxdBdaxF,
I = 133xFyx(Z7Gw+Fy) 0.021
Calculated Reinforcement Ratio (R) . 0.003
0.0018 �- R �-.R� R Is accepted
1,11n1murn spacing allowed (S,,,) - 1.5 x db - 21n
Selected Bar Size = 6
Selected spacing (S) = 9.001n
S,,,��- S �- IS Inch and seletted bar size < selected mWmum bar size... no
reinforcement
Is ampted.
Pile Cap Design Page I of 7
PILE CAP DESIGN
US Code (AC1 318-11)
Pile Cap 1
PILE ARRANGEMENT
Footinci Geometrical Data
Column Dimensions
Column Shape : Rectangular
Column Length - X (PI) : 3.000ft
Column Width - Z (Pw) : 3.00oft
Pedestal
Include Pedestal? No
PedestalShape: N/A
Pedestal Height (Ph) N/A
Pedestal Length - X (PQ N/A
Pedestal Width - Z (Pw) N/A
Pile Cal) Geometrical Data
Pile Cap Length PCL ' 15.00(ift
Pile Cap Width PcW - 10.000ft
Initial Pile Cap Thickness tj = 1.500ft
Pile Geometrical Data
Pile spacing P, - 3.000ft
Pile Edge distance P. - 1.500ft
Pile Diameter Pd ' 0.5001t
Pile Capacit!
A)dal Capacity Pp - 27.0001(ip
Lateral Capacity PL = 1I.SOOldp
Uplift Capacity P. - 24.000idp
Material Properties
Concrete F, - 576.000kjp/ft-2
Relnforonnentf,= 864D.OaDkip/ft-2
Concrete Cover
Bottom Clear Cover CC " = 0.167ft
Side Clear Cover CC, = 0.167ft
Pile In Pile Cap Kp = 0.1671t
Loading Armlied At Ton Of Cap
Pile Cap Design
Page 2 of 7
Load
Combination
Number
Load Combination'title
I
Load
Combination
Factor
Self
Weight
Factor
M
i 1.000 x DL+1.000 x LL
1.00
1.00
109
1.000 x DL+0.750 x LL
I.OD
2)
I.OGO x DL+0.750 x LL+0.4SO x WLX
1.00
'!2
1 Ot
Load
Combination
Number
Load Combination Title
Load
Combination
Factor
Self
Weight
Factor
201
1.400 x DL
1.00
1.00
202
1.200 x DL+1.600 x LL
1100
1.00
203
1.200 x DL+1.600 x LL+0.500 x St.
1.00
1.00
204
1.200 x DL+1.000 x LL+1.600 x WLX
1.00
1.00
205
1.200 x DL+I.ODO x LL+-1.600 x WIX
I.DO
LOD
Load
Ca�
F.
(kip)
F v
(kip)
F.
(kip)
Mx
(kila-ft)
MY
(kip-ft)
M�
(wp-ft)
103
0.000
80.900
0.000
0.000
0.000
O.ODD
109
O.DDO
-35.715
0.000
0.000
0.000
0.000
ill
0.000
-47.50S
0.000
0.000
0.000
0.000
201
0.000
73.080
0.000
0.000
0.000
0.000
202
0.000
108.560
0.000
0.000
0.000
0.000
203
0.000
108.560
D.000
0.000
0.000
0.000
1.111
2121
2.0,2,�2
0..�LO51
1.001
2F
FE
�ffl...1100
0!606
g
F '0
1 0.000
PILE CAP DESIGN CALCULATION
Self Weight Calculation
Self Welght: 33.750 ldp
PedestalWelght: 0.000idp
Suit Weight: 0,0001ap
Extra welght for Surcharge 0.000 kip
BuoVanW Reducdon 14.04D PJp
Pile Reactions
Governing Load Case: 205
Total p1le number N - 12
Arrangement
Reaction
Wile
No.
X
y
Axial
Lateral
(ki )
Uplift
(kip)
1
2.000
3.500
0.000
0.000
41,889
2
2.000
0.000
0.000
0.000
41.889
3
2.000
-3.SDG
0.000
0.000
41.889
4
6.000
3.500
0.000
0.000
41,889
5
6.000
0.000
0.000
0.000
41.089
6
6.000
-3.5DO
0.000
0.000
41.989
7
-2.000
0.000
0.000
0.000
41.889
8
-2.000
1 -3.5DO
1 01000
1 a.000
1 41.889
9
-6.000
3.500
0.000
0.000
41.889
10
-6.000
0
0.000
0.000
41.889
11
-6.000
50000
0.000
0.000
1 41.889
12
-2.000
3.500
0.000
0.000
1 41.889
Reinforcement Calculation
Pile Cap Design
Page 3 of 7
Maximum bar size allowed along length # 6
Maximum bar size allowed along width * 6
Bending Moment At Critical Section - 698.153klpft (Along Length)
Bending Moment At Critical Section = 372.348klVft (Along Width)
Pile Cal) Thickness t = 2.33ft
Selected bar size along length # 6
Selected bar size along width # 6
Selected bar spacing along length = 6.00in
Selected bar spacing along width = 6.00in
Pile Cal) Thickness Chec
Critical Load Case: 205
Two Way Shear Check For Pile Reactions
Note: Cw - Column or Pedestal Wdth
CL = Column or Pedestal Length
Pile No.
Pile Reactions
Contributing Two-way
Shear
1
41.889
2
41.889
3
41.889
4
4:1.889
5
41.889
6
41.889
7
41.689
8
41.889
9
41.889
10
41.689
11
41.889
12
41.689
TO`17AL
502.670
Punching shear form is calculated per CRST method (Punching Shur = Applied Load - Pile reaction outside punching perimeter)
Design Shear for Two -Way Addon St - 502.67OWp
CL PL
Beta -
Z� " i�,— -
, v
1.000
80-
2x (CL+ CW+ 2x d) -
19.667ft
ACE 318 - It Eqn 11-31 : V, =
Bo.ax(2+-�- xF.-
2059.781kip
bda)
ACI 318 - 11 Eqn 11-32; VC2 =
%xdx(2+
�49�x d)
1373.IB7[dp
ACI 318 - 11 Eqn 11-33: VC3 -
4xBdxdxr,-
2024.870kip
Vc minimum of (VcI, Vcz, Vc) � 1373.187k[p
St <- 0.75 VC.- hence, safe
Check for One-way Shear (Along Length)
Pile
No.
ShearForm
x
Shear Force
I Xl-X2(k'P)
I
O.DOO
1 41.889
Pile Cap Design
Page 4 of 7
2
O.ODO
41.889
3
0.000
41.889
4
O.ODO
41.889
5
0.000
41.889
6
0.000
41.889
7
41.889
0.600
8
41.889
0.000
9
41.889
0.000
10
41.889
0.000
11
41.889
0.000
12
41.889
0.000
TUFAL
251.335
251.335
Design Shear for One -Way Action (Along Length) SOL = 251.335kip
Pile Cap Width Pcw . 10.000ft
VC� 2XP�Xdxj-�- 349.1151cip
SOL �� 0.75 VC.. hence, safe
Check for One-way Shear (Along Width)
Pile
No.
ShearForm
yj7yj(klp)
Shear Form
y27y,(kip)
1
0.000
41.889
2
0.000
0.000
3
4l.8B9
0.000
4
0.001)
41.989
S
0.000
0.000
6
41.BB9
0.000
7
0.000
0.000
8
41.8119
0.000
9
0.000
41.889
10
0.000
0.000
11
41.889
0.000
12
0.000
41.889
TOTAL
167.5S7
167.557
Design Shear for On�Way Action (Along Width) SOL ' 167.5571dp
Pile Cap Width PC, - 15.000ft
VC 2xP.xdxr,- 523.673PJp
SOL <= 0.75 V... hence, safe
Punching Shear Check for Internal Piles
Spacing between pilas (Ps) = 3.000ft
Diameter of pile (Pd) - OLSO(dt
Pile Cap Design
Page 5 of 7
Governing one,way shear St - 251.33Rip
Beta LOOO
so.
�� X (Pd+ d) - 7.592ft
7
ACI 318 - 11 Eqn 11-31 : Vc,
%xdx + ; 4 - - - 795.164ldp
(2
ACI 318 � 11 Eqn 11-32: VC2
BO x d x
+ Ed )
(2 BO
. 'r, 934.193k[p
ACI 318 - 11 Eqn 11-33: VC3
4.Boxdxr,- 530.110kip
Vc. minimum af(VCIVC2,VC3)= 530.110kip
St <= 0.75 Vc... hence, safe
Punching Shear Check for Corner Piles
Pile No.
Shear Foroe
(kip)
4
41.889
9
41.889
6
41.889
11
41.889
Governing reaction (PC) - maximum of (P,, P,.... Pn) 41.889kip
Pile Edge distance (P,) - 1.500ft
Effective Depth (deft) - 1.917ft
P,
di . 0.75 x 4 x, FF, [a X ("d ' d) ' 2 - P�]
4
d2 = 0.75x 2 x pa 0.475ft
,Ff. x (Pd+ 2. x d+,12 x ?,)
donical = maximum of (dj, d2) = 0.650ft
deff > - daffll... hence, safe.
Calculation of Maximum Bar Size
Along Length
Selected maximum bar size # 6
Bar diameter corresponding to max bar size (db) = 0.750in
Required development length for bars — db X fy 2.372ft
20 X ), x r.
Aloncl Width
Selected maximumbarsize #6
Bar diameter corresponding to max bar six (db) = 0.750in
I
Pile Cap Design
Page 6 of 7
db x fy
Required development length for bars - 20 x ), x F'. 2.372ft
Selection of Bottom and Top Reinforcement
Top reinforcement Is provided same as bottom reinforcement
Along Length
Oitical Load Case; 205
Pile
No.
Moment along
xl-x,(kip-ft)
Moment along
x,7x2(kip-ft)
1
OX00
20.945
2
O.ODO
21945
3
D.DOO
20.945
4
0.000
188.501
5
O.00D
188.501
6
0.000
188.501
7
20.945
0.000
8
20.945
0.000
9
188.501
0.000
10
188.501
0.000
11
IBELSOI
0.000
12
20.945
0.000
Governing moment (Me) 698.153kill-ft
09
dBeta = 0.85, if Fc<= 4000 psi
= 0.65F If 4000 psi < Fe= 8000 psi
- 0.85- ux x (F. - M) If Fc > 8000 psi
low
Ma)dmum Reinforcement Ratio (R.) = 0.85 x 870M x dBota x F.
1.33 . Py x (MOO I Fy)
Calculated Reinforcement Ratio (R) - 0.002
0.0018 �- R �- R., R IS accepted
Minimum spacing allowed (So,,) - 1.5 x d. -
Selected Bar Size -
Selected spacing (S) -
Sm,n<. S �- 18 Inch and selected bar size < selected ma)dmum bar The reinforcement Is accepted,
. size...
Along Width
Critical Load
Case: 20S
0.021
2ffi
# 6
B.001n
Pile Cap Design
Page 7 of 7
Pile
No.
Moment along
YJ-Yl(k]P-ft)
Moment along
Y,-Y,(k[P-ft)
1
0.000
83.778
2
0.000
0.000
3
83.778
0.000
4
0.000
83.778
5
0.000
0.000
6
83.778
0.000
7
0.000
0.000
8
83.778
0.000
9
0.000
83.778
10
0.000
0.000
11
83.778
0.000
12
0.000
83.778
Governing moment (M.) = M.�Mtl.M112) 372.348klp�ft
09
dBeta = 0.115, If Fec 4000 psi
= 0.65, if 4DOO psi < Fe. 8000 psi
0.85 - N If F, > 8000 psi
low
Ma)dmum Reinforcement Ratio (R.) 0Z5x970[)0xdBftxF,- 0.021
= 1.33 x F y x (BMDB + FY)
Calculated Reinforcement Ratio (R) =
0.0018 <- R <- R., R Is accepted
0.002
Minimum spacing allowed (So,,) - 1.5 x db - 21n
Selected Bar Size - # 6
Selected spacing (S) = 8.00[n
Snnin<. 5 <- IS inch and selected bar size < selected maimum bar 'The
reinforcement
Is accepted.
�o 7255? '-.. *
THE (6)
FOUNDATION
- FIRM -
Mr. Cris Panebianco
Ahrens Companies
1461 Kinetic Road
Lake Park, FL 33403
Tel: (561)-839-2838
Alt: (561)-723-2112
Subject: Pile cap top reinforcing mat
September 19, 2019
Treasure Coast International Airport
FPR MRO Hangar - Fort Piercp,,FL
Mr. Panebianco,
There is adequate length on th�e, top mat bf Oi , le'cap,reinforcerrfent to achieve development length
without hooks. I had specified hooks to aiiow4he top mat to be'supported by tying to the bottom
mat but standees can be used to support a' top mat of straight bars'i"
We appreciate the opportunity: to b6'of service to yo&o�this,prcject and trust that you will call this
th�t y
office with any questions you ma have
Respectfully, 101114 "goes,
IN
THEFOUNDATTONFii�,,.: r 5
9
MI's
0al
THE
FOUNDATION
F I PLM
Mr. Cris Panebianco
Ahrens Companies
1461 Kinetic Road
1-11-
October 28, 2019
rarm, F-L JJ-tUJ
Re: reply to Engineer comment�
Dear Sir:
wo 61
We increased the pile soacl�g so the 5'omputer program d�qo a 10 foot by 15 foot
footing. This increased the moment but -the spe ied reinforcement passed. See
attached.
Sincerely,
I off
e#iS I e
Phili Slemons
17.66?
t
a.:
01 of
T[tr, *1
FOUNDAT&O
--ML Tif ag
Ahrens tolmApanies
1461 Kinetic Road
Lake Park, FL 33403
Re: reply to Engineer comments
Dear Sir:
October 22,
o?
0 L 0 IR
Submittal 19.0
11. For line 7 the compression load is;-13!k.---A-12`" s*la'b,covers 70% of the slab so
6.-5x6.5x0.7x2x150 PCF=8-.9K.,..This is an increase',, 6f,6450%. The program
calculated the reinforcement as #�&at_11" for a 11b"�'bi16 ' cap. #6 at 10.5" was
specified for -a pile' , cap of 2'. For lines 1,4i,5, and 6'the,program calculated the
reinforcement of #6'at 9" for a pile cap of .2' for 325K. � Specified was #6 at 7"
for a 2.5'thick pile 'cap he�ded for anchor bolt embedment. , The pile caps and
piles w 1111 handle the slab load;
2. If the pile cap dimensions allow the development k!ngth a hook is not needed.
'4 length shall extend from the base plate outwards for the
The developme,
bottom mat. CRSI handbook Sectlon15.3 states hooks are ai prudent precaution
against a premature tied -arch shear mode:Yailure. They arb added to the bottom
mat as a'precaution,
The more comprehensive formula -for development length is Equation 12-1 from
AC1318 in Section 12.2.3'is�_,_____-
y iPtOeiPsA
Id 40 For fy=60,000 PSI 6nd fc=3000 PSI, yt=l for 12" cover or
Ffl' Rd b
less, LPe=l for uncoated rebar, Lps=1for #7 and larger rebar, 0.8 for #6 and
smaller, \=I for normal weight concrete, cb= 3.4375, Ktr=40xAtr/sn=O, and
db=0.75 for #6 rebar.
(T30 60,000 1X1X0.8X1
Id V40-00 T�3@ ) x 0.75 = 10.7"
7.1
�since'the top mat is f6r tension we can take Id from the anchor bolt as. the base
plate would not bear in tension. The available distance is 78/2-3=36". Since #7
bars were substituted for the top mat we can further reduce Id by As req,ired/As
provided (ACI Eon. 21.1.1.6 in Section 12.2.5). 10.70.44 SI/0.6 SI=7.8". Half the
anchor bolt spacing plusthe development length plus the greater of 12db or d
beyorid that point is 4/2+7.8+20.3=30X'<36"., (ACI 318-14 12.7.3.3). So larger
footings will all pass. __.MM
11111M111
I Id I 0-�O
ld 10.7"
For bottom reinforcement:
Develoment length starts at
the face of the column
For top reinforcement.,
Development length starts at
the outside face of anchor bolts
Submittal 19.1
The dimensions comments on the drawing refer to the computer program which
starts with assumed dimensions and ends up with a final dimension. The table
on the drawing with the pile caps lists final steel amounts. Deeper depths will
not require more steel as minimums are met.
1. Pile cap A Page 1 of 6 says initial pile cap thickness. Pile cap thickness is
finalized at 1'10" on Page 2 of 6. It was specified at 2'.
2. Pile cap D started at 1.25'thickness on Page 1 of 7 and ended at 2'on Page 3 of
7. It was specified at 30" thick to accommodate anchor bolts. Software said #6
at 9". #6 at 8" was specified. See calcs for pile cap F for verification of steel for
deeper depth.
3. Pile cap F depth on Page I of 7 started at 1' and was finalized on Page 3 of 7 as
2'and was specified at 30". X-X moment due to vertical load=436.34 ft-K,(see
attachment).
M = fy 60_ = 17.65
0.85 x f,' 0.85 x 4
01 = 0.85 as concrete is 4 psi
Lc' x ( 8 7 4 X 87
Pb = 0- 8 5 X 91 X 0.85 x 0.85 X Z—O (T7—
f, l(-87+ —f,) + j = 0.028507
p�� = 0.75 X pb = 0.75 x 0.028507 = 0.02138
p�j� = 0.0018 as fy = 60 ksi
Mnx 436.34ft — kip x 12 x in/ft = 0.042216ksi
b x dz 180in x 26.25in2
2 x m x Rnx 2 x 17.6S x 0.042216ksi
I@& � � A%
av, fy 60ksi 0.02484
1
P = m X (1 — IT--av-1) = 17.65 x (1 — V1 — 0-02484) = 0.000708
Pmin �"P < Pmax
P�in � Controls
Area of steel required
As p x b x d = 0.001B x 180 x 26.25 = 8.5in2
8' 5 20 bars needed
0.44
(180-6)/7"c to c provided=25 bars>20
Y-Y moment=284.96 so X-X governs.
S. n
C ly
Philip Slerrions
Mnx = 698.15 ft-kip
fy 60 = 17.65
8 —Sx f,' � -6. —85 x 4
0.85 as concrete is 4 psi
L,' ( 8 7 � 4 87
filb = 0.85 x fl, x 0.85 x 0.85 x z-0 X 0.028507
fy �-87+ fy) � (-67+-60)
p�� = 0.75 x pb = 0.75 x 0.028507 = 0.02138
p.j� = 0.0018 as fV = 60 ksi
AM = 698.15ft — kip x 12 x m If t
Rm b x d2 = — 120in x 26.25in2 0.101ksi
a., 2 x m x R. 2 x 17.65 x 0.101kst' = 0.0596
fy 60ksi
1
p x (1 — VT---a-v—,) = -i-7—
.65 x (1 — VI — 0.0596) 0.001 715
Pm,n > P < pm�
p.j� � Controls
Area of steel required
A, = p x b x d = 0.0018 x 120 x 26.25 = 5.67in2
5.67
� — = 13 bars
.44
Treasure Coast
Rebar Calculation Page I of I
Grate (slot) Intake Calculator (GIC)
ACID Technical Services Department
Project & Contact Details
Design Details
Project Name: FPR MRO HANGAR
Sag (Two-way slope)
Project City: St. Lucie, FL
Zip/Post Code: 32822
�7 i W ABI
Customer Name: Kaila Dehann
Company. Avcon, Inc.
97 1 1?
Phone:
t�
ACO Contact: Jason Jonke
Catchment Slope A: 1.0%
Contact Phone: 440-639-7230
Catchment Slope B: 1.0%
ACO No.: 1180659
Uniform Lateral Flow: 0.000 GPM1ft
Date: Jun 25, 2018
Blockage Factor., 0%
Note: Intake capacity is based on the flow approaching both sides of the grate (slot)
simultaneously The 1==city is defined as the point at which 100% of the flow Is
captured with �o flow the grate (slot).
Recommended Grate (slot)
ACO Grate Type: S300K Part No.: 99592
4-bolt ductile iron
Intake Area: 231.0 in2/m 88.2 % open area of grate
ACO Channel System: S300K -<'T
0.71'
[181nerl
AN I'm
19.69" 13.29w
[500MM 1337.5mm 1-1
0.98.
(25MM)
Results
Grate Capacity Utilized: 0.0 % Grate Intake Capacity: 147.1 GPWft
Click here for: Grate Test Image Click here for: Grate Test Video
Notes SCANNED GIC Operator. JJ
BY
St. Lucie County
General Information Ponding
The illustration on the right describe the scenarios before
and after 100% capture. :7
The grate (slot) recommended must be used in a channel
that has adequate hydraulic capacity.
For further information on the correct sizing of channels,
please contact your nearest A60 Office. 100% Capture Less than 100% Capture
This information is generated from empirically tested data
at an independent source. All liquid flows through Not all liquid flows through the grate
the grate openings. openings immediately creating ponding.
ACO Polymer Products, Inc. West Sales Office Northeast Sales Office Southeast Sales Office
http://www.acousa.com 825 West Beechcraft Road 9470 Pinecone Drive 4211 Pleasant Road
Casa Grande, AZ 85222 Mentor, OH 44060 Fort Mill, SC 29708
Tel: +1 (520) 421-9988 Tel: +1 (440) 639-7230 Tell: +1 (440) 639-7230
Fax: +1 (520) 421-9899 Fax: +1 (440) 639-7235 Fax: +1 (803) 802-1063
02016 ACO Copyright. Unauthorized reproduction Is StrictlyprehItafted. All reasonable citie has been taken In colnpillng end calculating the Intonation Issued In this doctunent.