HomeMy WebLinkAbout2004-P07613 - detached garage C�TY�OF ORONO PERMIT
2750 Kelley Parkway- PO Box 66 Permit Number: P07613
Crystal Bay, Minnesota 55323 Permit Type: A�cessory sc��tures
(952) 249-4600 Date Issued: �it3i2ooa
SITE ADDRESS: 65 Stubbs Bay Rd N
MAPLE PLAIN,MN 55359
PID: 32-118-23-34-0004
DESCRIPTION: UBc occupancy ul
Construction Type VN
Proposed Use: Residential
Permit Class: Building Census Code 438
Permit Type: Accessory Structures Permit Sub-type(s): Garage-Detached
DETAILS:
Approved per resolurion#:
Separate permits required: �i�m�i(siaiej
NOTICES/REMARKS:
FEE SUMMARY: Pemut Fee: $ 153.25 Valuation: $ 7,584.00
Plan Review Fee: $ 99.58
State Surcharge Fee: $ 430
TOTAL FEE: $ 257.13
APPLICANT: Owner/Self OWNER: R&A KROEGER
M� 65 STUBBS BAY RD N
MAPLE PLAIN MN 55359
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED
AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND Sf ATE OF
MINNESOTA BUILDING CODE REQUIREMENTS. t
I
_ �
/ �y�"%�K-�v�
APPLICANT PERMIT SIGN RE SSUED BY SIGNATURE
Couies: 1-File(SiQnitures Required). 1-AUnlicant 1-Monthlv Reports, 1-As�essine, 1-Finance Page 1
�
. / •�
/
Total Fee: $ ` Date Received: �- �� '��
Entered By: � �� �L�"���L� -� Permit#: �[Z(o/3
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CITY OF ORONO - BUILDING PERiVIIT APPLICATION
All information must be submitted in full before plan review will be started.
(please priitt all i�ifori�iation)
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THE APPLICANT IS: (circle orae) OWNER OR CONTRACTOR
,/�,� � ,
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JOB SITE ADDRESS: �5 ��� ""`� �� ZIP: ;.5 � � �/
`Vill this be a Para of Homes, Remodelers Showcase Home or other Display Honne?
❑ Yes No Ifyes, a special eventperi�iit is requit•ed witlz PoliceDepaYtment af2d
City Coufzcil czpproval 60 clays prio�� to the evertt. Nora pertnitted
eve�zts will r2ot be c�llotive�l.
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NAME OF OWNER: I t�G�9� �� p� PHONE: (home) �71p-�� -
�^ /� � ` (work) �--7h --oo����� 1
NIAILING ADDRESS: �� c>�7�=� t-x�i � CITY: ZIP: ss3 �`-
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CONTRA.CTOR: �(�5'��f' � -� � PH0�1E: ✓��D�- 3 'lr�r-aJ`J�I
CONTACT PERSON: �n D � � MOBIL /PAGER: bla —�D/-�.35�/
MAILING ADDRESS: z-� � X ITY;,�����s� ZIP: SS.j5
STATE LICENSE: # ���� b EXPIRATION DATE:
ARCHITECT/ENGINEER: � ;`� PHONE:
MAILING ADDRESS: CITY: ZIP.
NAiVIE: REGISTRATIOiv#
TYPE OF WORK: New Addition Accesso Stnicture V
rY
Move Home Remodel/Alteration
PROPOSED WORK(describe i�a detain: C���<i� �
STORIES: _�_ SQ.FEET OF EACH FLOOR: 7 � 1�" /
NO. OF BEDROOMS: GARAGE STALLS: ATTACHED DETACHED �/
G��
ESTIIVIATED CO�iSTRUCTION VALUATION(eYcluding land): $ � S��
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I hereby apply for a building permit and I acknowledge that the information above is complete and accurate;
that the work will be in conformance with the ordinances and codes of the City and with the State Building
Code;that I understand this is not a permit and work is not to start without a permit; and that the work will be
in accordance with the approved plan. ,
�� . F.
APPLICANT'S SIGNATURE: !l�c.j-�`�sL._ �� DATE: �%'�"-l���
9
� . .
Sec13.04 RIGHTS OF SUBJECTS OF DATA
Subd. t. Type of data. The rights of individual on whom the data is stored or to be stored shail be as set forth in this section.
Subd.2. tnformation required to be given individual. An individual azked to supply private or confidential data concerning himself shall be
informed oE (a)the purpose and intended use of the requested data within the collecting state agency,po(itical subdivision,or statewide system;(b)
whether he may refuse or is legally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply
private or contidential data;and(d)the identity of other persons or entities authorized by state or federat la�v to receive the data. 'Chis requirement shal l
not apply when an individual is asked to supply investigative data,pursuant to section 13.32,subdivision 5,to a fa�v enforcement officer.
'I'he commissioner of revenue mav place the notice reauired under this suUdivision in the individual income tax or orooertv tax refund
instructions instead of on those forms.
Subd.3. Access to data by individual. Upon request to a responsible auihority,an individual shall be infoRned whe[Izer he is the subject of
stored data on individuals,and whether it is classified as public,private or confidential. Upon his fuRher request,an individual wha is the subject of
stored private or public data on individuals sllall be shown the data without any charge to him and,if he desires,sliall be informed of the content and
meaning of thac data. After an individual has been shown the private data and infonned of its meaning,�he data need not be disctosed to him for six
months thereafter unless a dispute or action pursuant to this sec[ion is pending or additional data on the individual has been collected or created. The
responsible authority shall provide copies of[he private or public data upon request by tlle individual suUject of tlte data. The responsible authoriry may
require the requesting person to pay the actual costs of making,certifying,and compiling the copies.
The responsible authoriry shall comply immediately,if possible,with any request made pursuant to this subdivision,orwithin five days ofthe
date of the request,excluding Saturdays,Sundays and legal holidays,if immediate compliance is not possible. if he cannot comply with the request
within that time,he shall so infortn the individual,and may have an additional five days wichin which to comply with the request,excluding Saturdays,
Sundays and legal holidays.
Subd.4. Procedure when data is not accurate or complete. An individual may contest the accuracy or completeness of public or private data
conceming himself. To exercise this right,an individual shall notify in writin;the responsible authoriry describing the nature of the disagreement. The
respo�sible authority shall within 30 days either: (a)coRect the data found to be inaccurate or incomplete and attempt to notify past recipients of
inaccurate or incomplete data,including recipiencs named by the individual;or(b)notify the individual that he believes the data to be correct. Data in
dispute shall be disclosed only if the individual's statement of disagreement is included with the disclosed data.
The detecmination of the responsible authority may be appealed pursuant to the provisions of the administrative procedure act relating to
contested cases.
DATA PRIVACY ADVISORY
In accordance with M.S. 13.04,Subd.2,"Rights of subjects of data",we would like to inform you that your request
for a pernrit or license from the City of Orono or any of its departments may require you to fizrnish certain private or
confidential infocmation.
You are notified that:
1. The information you furnish will be used to detemzine your qualification for the pernvt or license
requested.
2. You may refuse to supply data,but refusal may require that the City deny the pemut or license.
3. The informarion may be shared with other local, state or federal agencies to the extent necessary to
process the pemut or license.
4. If your requested permit or license requires Council action to approve, some information may become
public.
5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself.
6. Your full name is required to process this application or permit.
Eirst Middle Lust
Address
City State Zip Phone
I understand my rights as stated above.
. �
Signature
10
�,►
CHECK OFF LIST FOR ISSUANCE OF PERMITS
FOR OFFICE USE ONL Y
ADDRESS OR LEGAL: b S .S'T v(�6S bAti CLe�
PID:
DESCRIPTION OF yVO.RK eT�c�� C�A(i�e
-------------------------------------------- -----------------_------------------------------- _
ZONING REI�IEW BY: �, DATEAPPROVED: �-� •o�i
BUILDING REVIEW BY: DATEAPPROVED: '7- b--��-(
-------------------------
FEES TO BE CHARGED: Misc. Fees Calculatecf By:
PERMIT Yes f No
PLANREVIEGV Yes � No SEWER CONNECTION
STATE SURCHARGE Yes_� No WATER COMVECTION
INVESTIGATION FEE Yes No ✓ PARK FEE
SAC Yes No�� SITEINSPECTION
Nacmber of SAC Units OTHER (specify)
ZONING CHECK LIST Zoning District.•
Fire Deparhnent: Post Office: Sc{iool Dish•ict.•
Lot AreR: Sg.ft. Acres Y�idth Depdt
Sacrvey Sc�brnitted: Yes s� No Date of Sc��vey: aw f-��
Proposed Setbacics:
Front(Lc�ke): l y0 �� Rig/1t Side: (0 �
Rear(Street): Z3C�� t Left Sicfe: �5�� �
Adjacent Structures: (a 5� � Wetland.• it//A
Bc�ilding Height: Def. Hgt. I� Peak Hgt. � Z
Lot Coverage: N I�
Gr•acfing: Staff Approval Date: — By: Council Approvc�l Date:
Septic: Sraff,�pproval Dc�te: — BY�
Zoning File: # — Resolz�tion: # Resok�tion Dc�te:
Sl:oreland Dish•ict: ,�1(�
Avg.Setback: BIufJ'SetbRck: LotCoverage:
Existing Proposect ,
Har�icover.• 0-75'
75-250'
250-500'
S0a-1000'
Hardcover Variance Reqi�ired: Yes No Date of Council Approval:
REMARKS(in house):
31
vw�
B UILDING RE I�IEW CHECK LIST
UBC: U— � CONSTRUCTION TYPE: �l�
Sq Footage .�Per Sg Ftg
Basement � _
!st Floor x =
?nd Floor r =
Garage t =
x =
TOTAL
Estintated Consh•uctio�i Value: �S 1.5�� �
Ii�spections Required: Wa•k Requiring Separate Permits:
Site Plurnbing Fire
� Hardcover Rernovcrl Mechanical Water Connection
C Footing Septic Setiver•Corznection
Framing Fireplc�ce Lnwn h•rigation
Insulation (Masonry,) Other
6Va11 Boarcl (A�Ifg.) G�ell(State Per•mit)
_�Final G�•ading/Filling � E'lectricc�l(State Permit)
Other
REMARKS(INHOUSE):
REVIEW BY OTHERS: DATE:
Access: Existing New
Access Approval.• Date Bv:
REMARKS(TO BE NOTED ON PERMIT):
32
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7-�4-04; i7:40 ;Lester Bulldin� �S ��-v��s �/�j �;3203955376 # 2/ 28
I
LESTER BUILDIN6S Lester Building Systems, i��.
1111 Second Aveoue Sonth
• La9lrs Pnuie�Mimewta 55354
7'el:320.395.2531
Fu:3?A.395.2969
June 4,2004 www.la�uuiwings.wm
Paul Boor PE
Dear Building Official,
Agricultural post frame buildings have long relied on in-situ hydration of dry concrete mix far foundations.
These foundations are used to resiet vertical gravity loads and occasionally wind induced pullout farcea via
cancrete collma. While this practice l�as a long and successful history,only recently has technical
inforrnation become available to provide a scientific basis for design of these footings.
The attached ASA.E document`In-Situ Hydration of a Dry Concrete Mix'outiinae tests that were recently
conducted at the University of Wisconsin-Madison. These tests show that dry concrete mix is hydrated by
soil moisdue. After four weeks the minimum compressive strength far any of the tested samples was 1227
psi. Fwther,as noted in the discussion,this value is low because the samples were tested when fully waber
logged. Samples that were not submerged in water tested eignificantly higher. After 24 weeks the
minimum strength tested was 1748 psi with average strength far the 18 test specimena of 3466 psi
spproaching that of the best normally hydrabeci concrete. (Page 12-16)
Recently Lester has developed a footing system using dry concrote mix placed below a 4"x 1T'pre-cast
cancrete footing. This system called Pro-Cast Plus has several key advantages.
— Immediate capacity provided by the pre-cast footing.
— Ability to produce larga diameter footings on demand by adding dry concrete mix.
— C�t effective for small numbers of footings.
— Allows immediate colunm placement and back filling.
— Simplifies scheduling by eliminatin�the need for ready-mix concrete.
While Pro-Cast Plus footings have several key advantages,they do rely on in-situ hydration to reach deaign
capacity. Both anecdotal aad test data indicate thie process d�oes readily occur and produces concrote with
good strength. Aawever,im-situ}rydration does rely on the vagaries of sail and weather to provide the
conditions required to hydrate the cement Recognizing this fact,Lester engineers have been very
canservative in the design of Pre-Cast Plus footing by using the following design aseurnptions.
— Maximum column reaction is limited to 8000#.
— The bottom 2"of concrete mix is ignored per ACI recommendations despite the fact that the hole is
cleaned and ta�nped prior to placing the dry concrete mix.
— Design concrete strer►gth is limited to 500 psi while the ingredients used to form the dry concrete
mixture are proportioned to provide a minimum 4000 psi concrete mix.
These aseumptions cause Pre-Cast Plus footings to have a significantly higher factor of safety than standard
caet in place footings. The high safety factar means these footinge will perfarm as designed.
Sincerely,
I����
Paul Boor PE
Engincering Manager
Lester Building Systems
7-14-04; 17:40 ;Lester Bulldin� ;3203955376 # 3/ 28
Article Request Page Page 1 of 26
nh► krenqi�e�►a�q
'� �� T�C �-INICA � Vf$�A�RY
,. .., .... .,..,.., w . . .. ..� ..: .�... .,
In-Situ Hydration of a Dry Concrete Mix
David Roy Bohnhoff, Professor
Univ.of Wisc.-Madison,460 Henry Mall,Madison,WI 53706,USA
Zachary David Hartjes , Undergraduate Student
Univ.of Wisc.-Madison,460 Henry Mall,Madison,WI 53706,USA
David W.Kammel,Professor
Univ.of Wisc.Madison,460 Henry Mall,Madi:on,WI 53706,USA
Nathan P.Ryan , Undergraduate Student
Univ.of Wisc.-Madison,460 Henry Mall,Madison,WI 53706,USA
This is not a peer-reviewed article.
Paper No: 034003
An ASAE Meeting Presentation
Written for presentation at the
2003 ASAE Annual International Meeting
Sponsored by ASAE
Riviera Hotel and Convention Center
Las Vegas,Nevada,USA
27-30 July 2003
Abstract .Hydration of a dry concrete mix after the xnix has been covered with soil is herein
referred to as in-situ hydration.In this study,a aeries of dry concrete mix footings were hydrated
in-situ by burying them in sand and subjecting them to different water treatments.Footings were
removed and cored at 4, 12 and 24 weeks.Compression testa on these cores showed that in-situ
hydration could pmducc concrete with strength comparable to a normally hydrated mix.Additional
research is needed to determine how in-situ hydrated concrete strength is affected by aggregate
properties,initiai compaction,confinement pressure,dry mix uniformity a,fter placement,as well as
conditions related to water movement into the confined mix.
Keywords.Concrete,Cement,Cement hydration,In-situ hydration,Hydration,Concrete
placement,Dry concrete mix,Concrete moisture content,Concrete testing
http://asae.fiymulti.com/request2.asp?JID=S&AII�14482&CII�In�/L0038c�&i=&T=1 6/4/2004
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Article Request Page Page 2 of 26
Introduction
Through the years,many post-frame builders have placed dry concrete mixes into post holes and
then have backfilled the holes without adding water to the dry concrete mix(i.e.,without first
hydrating the mix).When placed in this fashion,it is assumed that water present in the soil
permeates into the mix,hydrating and growing cemcnt particles to form a consolidated mass of
concrete.Hydration of a dry concrete mix after the mix has been covered with soil is herein
referred to as in situ hydration. -
In-situ hydration was first used in the formation of entire post footings. Such reliance on in-situ
hydration was largely restricted to smaller agricultural and other non-commercial buildings.As
average post frame building size increased and engineering became more advanced,fonning post
footings entirely out of non-hydrated concrete mix was phased out.Today,in-situ hydration is used
(1)in the formation of above-footing collars as part of the post uplift resistance systein,and(2)
under precast concrete footing pads to increase the size of the footing.When used under a precast
concrete pad,concrete hydrated in-situ need only havc a compressive strength equal to the pressure
at the bottom of the precast footing.In general,tlus is a relatively low pressure,and one that a
confined concrete dry mix may be able to withstand without being hydrated.It is irnportant to note
that whereas infiltration of watet into a soil mass will reduce the bearing capacity of the soil mass,
such infiltration wiU increase the bearing capacity of a dry concrete mix.
Relying on in-situ hydration of concrete has several advantages.First,concrete can be used in small
porbiona as needed(truck deliveries require simultaneous placement of all footings/collazs).
Second,water is not required on site.Third,cold weather is not a factor during construction.
Fourth,time associated with clea.ning concrete mixing and placement tools is eliminated.Finally,
planning is easier as the construction schedule ia not dictated by concrete delivery.
Although in-situ hydradon has been"practiced"for well over a quarter century in Wisconsin,it is
only used in the construction of agricultural and other cod�exempt shuctures.Before Wisconsin
code officials will allow use of in-situ hydrated concrete in code buildings,its properties must be
quantified and guidelines/procedures for placement of dry concrete mixes established.
In 200I,as a first step toward investigating in-situ hydration,a seriea of concrete collars were
allowed to hydrate in-situ as part of a post uplift resistance study(Bohnhoff et.al.,2001). Collars
retrieved from posts removed after 6 and 30 weeks of embedment were cored.The average
compressive strengths of these cores for the 6 and 30 week embedment periods were 2130 and
24651bf/in2,respectively.Because of these fairly significant strengths,a decision was made to
validate the test results with a more controlled laboratory study involving in-situ hydration of the
same concrete mix used in the field study.
Research Ubjectives
The objectives of this study were to:
. Deteimine the relative compressive str�ngth of a specific dry concrete mix when hydrated in-
situ.
. Examine factors affecting the strength of concrete mixes that are hydrated in-situ.
Materials and Methods
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Article Request Page Page 3 of 26
General Approach
Six galvanized steel tanks were filled with sand in the Agricultural Engineering Laboratory at the
University of Wisconsin-Madison.Nine"footings"of dry concrete mix were buried in each tank.
Each footing was appro7cimately 30 cm(12 in.)in diameter and 14 cm(S.5 in.)thick.The nine
footings in each tank were located at three different depths.Tanks were paired,and each pair
subje,cted to a different water treatment. Moisture was continuously monitored in one taak of each
of the three pairs using ECHO probes.Three footings(one from each depth)were removed from
each tank after being in place 4 weeks.An additional three footings were removed after 12 weeks
and the last three footings removed after being in place 24 weeks.Immediately after being
removed,the footings were cored,and the cores were immediately capped and tested to determine
their compressive strength.
For compressive strength comparison purposes,the same dry concrete mix was conventionally
hydrated and cast into concrete cylinders.These cylinders w�re cured according to standard
pmcedures and tested 4 weeks after fabrication.
Concrete Mig ProperEies
One pallet(36001bm in forty-five 801bm bags)of dry concrete mix was obtained direcdy from an
American Materials Corporation(AMC) facility in Eau Claire,WI(www.americanmaterials.com).
To help ensure bag-to-ba�uniformity,the 1630 kg(36001bm)of dry mix provided by AMC was
all bagged from the middle of the same batch mix(i.e.,production run). Sold under the trade name
EZ Crete, each 36.3 kg(801bm)bag contains appmximately 5.6 kg(12.41bm)of Portland cement,
7.6 kg(16.81bm)of'/a inch aggregate,and 23.0 kg(50.81bm)of sand.
Both chy and wet sieve analyses were conducted on the dry concrete mix.Dry sieve analysis was
done in accordance with ASTM D422-63.For the wet sieve analysis,matcrial was washed down
through the stack of sieves after dry sieving.The sieves were then dried and reweighed.Results of
both wet and dry sie�ving are compiled in Table 1.
Table 1. Sieve Analysis Results for Concrete Mix and Washed Sand
Sieve Size Percent Passing
� Concrete Mix, Concrete Mix, Washed Sand,
Dry Sieve Analysis Wet Sieve Analysis Dry Sieve Analysis
4.75 mm(No.4) 77.2 77.9 99.4
2.00 mm(No.10) 61.6 61.8 �75.8
600 µm(No.30) 29.9 29.5 46.8
425 µm(No.40) 22.9 23.3 �r6.0
300µm(No. 50) 16.3 �18.0 23.5
250µm(No. 60) 15.0 16.9 17.9
180 µm(No. 80) 12.7 15.4 ��7.8
150µm(No. 100) 11.4 15.2 �6.1
106 µm(No. 140) 10.2 15.1 3.1
75 µm(No.200) 8.4 14.9 1.8
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Article Request Page Page 4 of 26
Washed Sand Properties
Appmximately 7.5 m3 (10 cubic yards)of washed sand were obtained from Wingra Stone
Company of Madison,WT. This sand was air-dried by spreading it over the floor and using several
fans to move surrounding air.The entire process took approximately a month as only a thin layer of
sand was dried each day. Sand moisture content after air drying averaged 0.23%.
Samples taken from various locations in the dried sand pile were dry-sieved in accordance with
ASTM D422-63.Average results from this sieve aaalysis are listed in the ri�ht column of Table 1.
From a plot of the gradation curve,grain diameters corresponding to the 10, 30,and 60 percent
finer values(i.e.,the D 10,D30 and D60 values)were estimated to be 0.195 mm,0.365 mm,and
1.0 mm.Using these values yields a uniformity coefficient,Cu,for the sand of 5.1,and a
coefficient of gradation,Cc, for the sand of 0.68.With a G�less than 6.0,the material is
categorized as a poorly graded sand under the Unified Soil Classification System(ASTM D2487-
00).Fineness modulus for the sand was calculated to be 2.8.The sand does fall within the gradation
limits for fine ag�regate as specified in ASTM C33-02a Standard Spec�cation for Concrete
Aggregates.
For the variations in moisture content and compaction in tlus study, sand dry bulk density was
found to range between 1.67 and 1.89 Mg/xn3 (104 and 1181bm/ft3).Mean particle specific gravity
for the sand was 2.71.
Tank Set Up and Specimen Preparation
To contain and hydrate dry concrete mix footings,a set-up featuring six 1.2 m3 (300 gallon)
galvanized steel livestock tanks was utilized.Each of the six tanks contained nine c�y concrete mix
footings laid out as shown in figure 1.
The first step in tank set-up involved installation of water supply/drain lines at the base of the tank
as shown in figures 1 and 2a.Thirty-eight millimeter(1.5 in.)diameter black corrugated plastic
pipe was looped and taped to the base of each tank.Numerous slits were cut ia each loop with a
utility knife and each loop was connected via a T-fitting and straight pipe to a line outside the tanlc.
Geotextile fabric was positioned in each T-fitting to ensure that sand would not exit the tank
through the water supply/drain lines.In addition,groundwater level monitoring tubes were installed
on each side of each tank as shown in figure 2b.
Five centimeter(2 in.)thick polystyrene was used to Fartition each tank into three sections as
shown in figure 1.Thia was done so that footings in one section could be removed without
disturbing footings in another section.To facilitate water Aow,partition bottoms were fastened 10
cm(4 in.)above tank bottoma,and numerous 9.5 mm(3/8 in.)holes were drilled through each
parrtition.These holes can be seen in figure 4b.
Sand,dry concrete mix footings and moisture meters were placed in the tanks after partition
installation.First,a 10 cm layer of air-dried sand was compacted into the bottom of each tank using
a piece of plywood and an electric sander(figure 3a). Second,tlu�ee dry concrete mix footings were
placed in each tank using metal window screen as forms(see figure 4).Each forming screen had a
diameter 30 cm(12 in.)and a height slighdy greater than 14 cm(5.5 inches).The 30 cm diaineter
was selected because it would provide room for at least three 7.0 cm(2.75 inch)diameter cores.
The 14 cm height was dictated by the requirement that concrete core height be two times concrete
core diazneter.Dry mix concrete was carefully placed in each form so as to minimize separation of
cement and finer aggregate from coarser particles.
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Top View
Convete mix co�olidated b�to 30 an c�arnder We�er drainlsupplY Ilne
x 14 an l�gh(12 x SS in.)arreen bnn Polymtynene per�tfon
A ,q
1 -086 m
��,.�
Ma�ure
Meters
SeCti01114rA ����Y��CO��
-2.50 m�1�in.)
an .7 n.
14 an(S.5 in.)
14 an(S.5 in.)
14 an(5.5 in.)
10 an 4A in.
Figure I.Top and cross-sectional views of a typical tank. Schematics drawn with sand removed for
clarity.
(a)(b)Figure 2.(a)Water supply/drain line.(b)Groundwatez level monitoring tube.
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�
(a) (b)Figure 3. (a)Sander and plywood plate used to compact dry concrete mix and sand.(b)
Moisture meter in place after compaction of a middle layer.
(a) (b)Figure 4.Dry concrete mix screen forms(a)before and(b)after filling.Forms were
manufactured from metal window screening and were 30 cm in diameter and 14 cm high.
Once a screen form was filled with dry concrete mix,plywood was placed over the footing and
vibrated with the eleciric sander.This both compacted the dry mix and left a flat surface for fuhue
coring. Sand was then placed and compacted around the forcned footings.This sand was compacted
level with the top of the footings,thus forming the base for the middle set of footings.
The middle and top set of footings were formed in a manner identical to the bottom se�The top set
of footings was covered with a layer of sand appmximately 7 cm in depth.
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Water Introduction and Control
The six tanks were paired,and each of the three pairs subjected to a different water tteatment as
specified in Table 2 and illustrated in figure 5.
Table 2.Water Treatment for Tanks
Treatrnent Designation Tanks Higher Water Table Maintained Surface Water A lied
A 1 &2 Yes No
B 3 &4 No —�Yes
�— —� 5 &6 Yes Yes
Continu ous
water flow
Piastic pail with
constantv�raterlevel � � � � � � � � � _ � � � � . . . . . . . . . . . . . .
To drein To drain
Figure 5.Tank plumbing/watering system.
The higher water table level in tanks 1,2,5 and 6 was obtained by connecting their water
supply/dra�n lines to the bottom of a plastic pail.With the system shown in figure S,the elevation
of the water table in tanks 1,2,5 and 6 was equal to that in the pail.Lines connected to taiilcs 3 and
4 provided for unrestricted drainage of the tanks.The elevation of tlie water table in tanks 3 and 4
was level with the bottom of the drain lines at their highest point,which for the duration of the
study was the point where the lines were connected to the taaks.
Water was sprinkled on the surface of tanks 3,4,5 and 6 beginning on the first day of the study and
on two week intervals thereafter. In each bi-weekly sprinkling,3.8 cm(1.5 in.)of water were added
to each tank.This sprinkling was done manually as shown in fig�ure 6 and took approximately 15
minutes per tank.
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�
(!
Figure 6.Zachary Hartjes applying water to tank S.Data acquisition system for ECHO probes
shown in foreground.
Moisture Meters
Dielectric conatants for the sand in tanks 2,4 and 6 were continuously monitored using ECH 2 O
Diel�tric Aquameters(a.k.a.ECHO probes)and a Campbell Scientific CR23X datalogger.Via a
calibration process described later,probe output was related to the sand's volumetric moisture
content.Probes were placed in the tanks horizontally with the flat side perpendicular to the soil
surface as shown in figure 3b.Probes were positioned at depths of 7,21, 35 and 49 cm below the
sand surface.These deptlis correspond t�the elevations of the top and bottom surfaces of the
footings(figure 1).Because we only had 11 probes,we did not place a probe at the 49 cm depth in
tank 6.
Footing Removal and Testing
A top,middle,and bottom footing were removed from each of the six tanks after being subjected to
the previously descnbed water treatrnents for 4 weeks.These footings were all removed from the
same end of each tank.Eight weeks later(twelve weeks from beginning of water treatments)a
second set of footings were removed from the opposite end of the tanks from where the first
footings were removed.The rcmaining footings(located in the middle of each tank)and all ECHO
probea were removed twelve weeks after removal of the second 8et of footings or 24 weeks after
commencement of water treatments.
As footings were excavated,sand at ECHO pmbe depths of 7,21,35 and 49 cm was removed from
each tank,and its moisture content determined in accordance with ASTM D4959-00.Immediately
after all three footings were removed from the end of a tank,excavated sand was replaced and
compacted into the tank so as not to significantly affect moisture conditions suimunding those
footings still in the tank.Additional sand was added at this time to compensate for volume lost due
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to footing removal.
Each footing was prepared for coring by scraping off sand and removing the metal screening form.
A minimum of four 7.0 cm(2.75 in.)diameter cores were drilled from each of the 18 footings
removed at the 4 week mark.Only thtee cores were cut&om each of the footings removed at the 12
and 24 week marks.Surfa.ce moisture was blotted off the cores with paper toweling.Cores were
th�n air-dried for a few minutes and then capped in accordance with ASTM C617-98.Capped core
diameter and height were recorded,and the cores were loaded to failure in compression in
accordance with ASTM C39/C39M-01.Elapsed time between coring and tesiing was 1 to 2 hours.
Figure 7 contains photographs of the coring process,a typical cored footing,and a capped core.
(a)(b)(c)Figure 7. (a)Nathan Ryan drilling cores. (b)Typical cored footing. (c)Capped core.
Volumetric Moisture Content
Volumetric moist�re content(VMC)is equal to the volume of water in a substance divided by the
total volume of the substance.For soil,VMC can be calculated as:
VMC=Mdb?d/7w[1J
where:Mdb is�oil moisture content expressed on a dry basis;?d is soil dry bulk density;and 7 w
is water density.
Moisture contents of the sand samples removed from each tank were converted to volumetric
moisture contents using a fixed value of 1826 kg/m3 (1141bm/ft3)for sand dry bulk density.Each
of these VMC values was matched with the ECHO probe mV output value r�orded in the same
tank at the same time and at the same depth at which the sand sample was removed Four sets of
values were obtained for each pmbe(i.e.,one each at 0,4, 12 and 24 weeks),and these values were
regressed to obtain a linear relationship between VMC and that probe's mV outpu�Using the
resulting relationships,the plote in figures 8,9 and 10 were developed.These plots show the VMC
at various depths in tanks 2,4 and 6,respectively,as continuously monitored during the 24 week
period.
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0.35 19.2
Tank 2 (Treatment A) � -as cm depth �
�35 cm depth
� 0.30 . -21 cm depih 16.4
� -7cm depth �
� 0.25 13.7 �
� • �
U 0.20 10.9 a
� �
� 0.15 6.2 V
� .. . . . �'
� 0.10 5.5 �
o � .. � � �
,.. .� :
: .
�' 0.05 .: . . Z.7
0.00 . p
0 4 8 12 16 � 24
T1me,weeks
Figure 8.Volumetric moisture content of sand in tank 2.Dry bulk density of sand assumed equal to
1826 kg/m3.Tanks 1 and 2 were subjected to water treatment A.
0.35 :.,:. 19.2
`-4s:cm depth: Tank 4�Treatment`Bj'. . �
-��a��tn
� 0.30 _21. �m depth.�. � 16.4
� -7cmde h: . . a�
� 0.25 13.7 �
� . a
U 0.20 10.9 �
� �
0 0.15 8.2 �
� � U
c� �1
� 0.10 ., 5.5 �
� .. � . � � g
a ..
� 0.05 . 2.7
0 0
0 4 8 12 16 20 24
Time,weeks
Figure 9.Volumetric moisture content of sand in tank 4.Dry bulk density of sand assumed equal to
1826 kg/m3.Taaks 3 and 4 were subj�ted to water treatment B.
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0.85 19.2
Tank 6 (Treatment C)
� 0.30 16.4
� �
� 0.25 13.7 �
� �
a
v 0.20 10.9 �
� c
�
0 0.15 8,2 �
� U
u �,t
� 0.10 5.5 �
� . • 49 an depth �
j • —36 an depth � �
0.05 � —21 cm depth . . . 2.7
. , -- i7cm depth�..
0.00 .. 0
0 4 6 12 16 20 24
Time,weeks
Figure 10.Volumetric moisture content of sand in tank 6.Points shown for 49 cm depth represent
values recorded just prior to surface water being applied on those days.Dry bulk density of sand
asaumed equal to 1826 kg/m3.Tanks 5 and 6 were subjected to water trea�nent C.
Normally-Hydrated Specimen Preparation and Testfng
As a control,water was added to the dry concrete mix obtained for this study and the wet mix
blended to a uniform consistency before placement into 76-by 152-mm(3.0-by 6.0-inch)test
cylinder molds.The resulting cylinders were cured and then capped and tested to failure at 28 days
in accordance with ASTM C192/Ci92M-00.
A total of 49 cylinders were cast: seven cylinders each at seven different water/ccment(WG7 ratios.
Of the seven cylinders at each WC ratio,three were rodded with a 9.5 mm(3/8-inch)diameter md
and two were vibrated on a Syntron vibrating table(Humboldt Manufacturing Company)in
accordance with ASTM C 192/C 192M-00.The remaining two were rodded with a 15.9 mm(5/8-
inch)diameter rod which is not in accordance with ASTM C192/C192M-00.
Concrete Bulk Density
Folluwing compressive tests,norrnally and in-situ hydrated concrete samples were allowed to air-
dry for two months.Lazge pieces of these broken samples were randomly selected for bulk density
determinations.These pieces were weighed,dipped in beeswax(speciSc gravity 09�,reweighed
with the beeswax coating,and then weighed while submerged in water.
Results
In-Situ Hydrated Concrete
Appendix A contains the compressive strengtha for all cores that could be properly tested. Core
height to diameter(H/D)ratios ranged between 1.99 and 2.50.To account for the slight affect that
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H/D ratio has on compressive strength,test values were multiplied by the following compressive
strength modifying factor.
Compressive Strength Modifying Factor=0.921 (H/D) 0.1186 [2]
Equation 2 is applicable for H/D ratios between 1.50 and 2.50 and is basecl on a regression of data
presented by Johnson(1943).
Average values for cores removed&om each foofiing are compiled in Table 3. Figures 1 l, 12 and
13 contain plots of these average values for water trealments A,B and C,respectively.
The differences between these averages and individual core values from Appendix A,when
squared and summed,produces a total residual sum of squazes of 16,736,0221bf1/in4 for the 180
residuals.With 126 degrees of freedom(180-54)this corresponda to a pooled stanciard error of
364.41bf/in2.In other words,we would expect compressive strength values for a set of cores
removed from the same footing to have a standard deviation of 364.41bf/in2.
Table 3 Average Compressive Strength of In-Situ Hydrated Concrete
Footings Footings Footings
T� Removed Removed Removed
��tr°�t) After 4 After 12 After 24
Week Weeka Weeks
Top Middle Bottom Top Middle Bottom Top Middle Bottom
Average
Foodng
Compressive
Strength,
lbf/in2
1 (A) 3107 3214 1448 3156 3919 2713 4507 3752 2460
2(A) 2485 2980 1581 4097 3162 3369 ' 4354 3867 2780
3 (B) 3016 2736 1227 3895 3366 3176 3973 4019 3400
4(B) 3324 3297 1279 4073 4053 1870 4049 4112 1748
5(C) 3604 2722 2206 2919 3799 2488 2811 4022 3230
6(C� 3116 2617 2351 2636 3037 2802 2571 3848 2889
Level of
Probability at
Which
Observed
Difference
Between
Replicates is
Significant'�
1 &2(A) 5.2% 39.9% 58.0% 3.4% 6.4% 9.2% 63.4% 71.9°/a 34.3%
3 &4(B) 27.7% 7.2% 90.7% 58.2% 8.2% 2.9% 81.1% 75.2% 0.2%
5 &6(C) 10.7'�0 69.$% 59.4% 39.5% 6.3% 35.1% 46.5% 59.0% 31.6%
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Average
Compressive
Strengkh of
Footing
Replicates,
lbf/in2
1 &2(A) 2796 3097 1514 3627 3541 3041 4430 3810 2620
3 &4(B) 3270 3017 I253 3984 3710 2523 4011 4066 2574
5&.6(C) 3360 2670 2279 2777 3418 2645 2691 3935 3060
*Based on two-tailed T-test with standard error of an observation equal to 364.41bf/in2.
Color Code: �Probability< 1%0 1%<Probability<5%O 5%<Probability< 10%
5000
� UVater Tre.atment A � :
� � _ . ... . .
� a000 . .. � � � .
� .
� : "".�.... . . ..
m - . - .
.� 3000 �
�
a
o ' ;� � �-
U .
� 2000 � Top Footing
D Tank 1
; , . . � O Tank� — �iddle Footing
¢ � `— Bottom Foating �
1000
0 � 10 15 20 25
Embedment Time, weeks
Figure 11.Average compressive strength for cores xemoved from dry-mix footings subjected to
water treatment A.
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5000
� ❑ Tank 3 ��'�j•�p� B
� Q Tank 4
t �Q
d
�� 3�a Tap Footing
Midcqe Foo�ing
Bottom Footing
200�
�
d .
10QD
0 5 10 15 20 25
Err�edmerrt Time,weeks
Figure 12. Average compressive strength for cores removed from dry-mix footings subjected to
water treatment B.
5000 , ,.
" Vlf��r Treatment�C::: , . ;; . ... : :: .: :.: �. ..: :.
� :.. � ... .
= 4000
id� .
c .
. . ...
m .
�
m � .
•N 3000 .
m � .
�
a ,
� .
V 7000 - Top Footing
m ❑ Tank 5
m . O Tank 6 - Midcqe Footing
� - Bottom Footing
1000
0 5 10 1� 20 25
Embedment Time,weeks
Figure 13.Average compressive strength for cores removed from dry-mix footings subjected to
water treaiment C.
As the plots in figures 11, 12 and 13 illustrate,there is a noticeable difference between average
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compressive strength values between some replicates(i.e.,footings removed on the same day,&om
the level,from tanks subjected to the same water treatments). For this reason,a two-tailed T-test
was use to determine the significance of the average strength differences for each set of replicates.
The results of this analysis are give�n in Table 3.For example: the two footings removed at the four
week mark from the top of tanks 1 and 2 had average compressive strengths of 3107 and 2485
lbf/in2,respectively.Table 3 lists the level of probability at which the observed d�erence between
these replicates is significant at 5.2%.What this means is that only 5.2 times out of 100 would we
expect to see a difference greater than 6221bf/in2(3107 -2485 1bf/in2)if there indeed was no
difference between how the footings were fabricated and hydrated. Since 5.2 out of 100 is a rather
low probability,one may conclude that the footing pair is significantly different.Note that a color
code is used to identify replicates in Table 3 whose difference is statistically more significant.
Despite statistically significant differences between the cornpressive strength of some footing
replicates,their values were still averaged.These average values aze listed at the bottom of Table 3
and have been plotted in figure 14.
Normally Hydrated Concrete
Compressive strengths values from cylinder tests on norn�ally hydrated concrete tests are compiled
in Appendix B.Individual values for each consolidation method were average and have becn
plotted against water/cement ratio in figure 15.Also shown in the figure is a plot of an equation
that was fit to data for all rodded specimens.
5000
N ❑ Water Treatment A
= p Water Treatment B � � .
n.
' 0 Water Treatment C �
_ �: - , .
. , .
. .... .
�, 4000
m -.
�
� 3000 .
�
� .
cg � . :. . .
m 2�� ...- Top Foatings
W � � - Middle Footings
� - Bo�am Footings
¢'
1000
0 � 10 1� 20 25
Embedment Time,wee�Cs
Figure 14.Average footing compressive strength as a function of water treatrnent,location,and
embedment time.
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40 QO
N, '
C
w Cylfnder Consolidatlon •
a
.-�-- 16 mm Dia.Rod
L 3000 —a— 9.5 mm Dfa. Rod
�
�
L � Vibration �
� .
m
N 2000 , .
�, •
m �.
a
E
U 1000
m
�
�
m
�' p
0.0 0.2 0.4 0.6 0.8
WaterlCemerit Ratio
Figure 15. Average compressive strength of nortnally hydrated concrete specimens as a function of
water/cement ratio and cylinde�r consolidation method.The dashed line is a plot of the equation:
Comp.Strength=-92487(W/C)3+92606(W/C)2— 16452(W/C).'This equation was obtained from
a linear re�ression of values obtained from the rodded specimens.
Concrete Bulk Density
Bulk densities determined for the normaUy hydrated concrete specimens varied significantly with
water/cement ratio(figure 1�.Bulk density of in-situ hydrated con�rete cores varied only slightly
from footing to footing and averaged 2.23 Mg/m3 (139 lbm/ft3).
2.3 . 144
. . . � . . . . . . � � ����
�
2.2 �� '�' • . .� � 137
. � ' , �
� i
I
� 2.1 � '�► .. . . 131 s'
�, . . ::+ ,� �,. �'
N � N
$ 2.0 ' ♦• , . .. 125 �
Y � � `.1
� � . f ♦ �
1.9 � � 119
1.8 112
0.2 0.3 0.4 0.5 0.6 0.7
Water/Cement R�tio
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Figure 16.Bulk density as a function of water/cement ratio for normally-hydrated concrete
specimens.
Discussion
Overview
In-situ hydrated concrete footings removed at 4, 12 and 24 weeks had mean compressive streng�khs
of approximately 2570,3250 and 34701bf/in2,respectively.The same concrete mix,when
normally hydrated and cured under ideal conditions for 28 days,had compressive strengths that
averaged&om SOO lbf/in2 for a W/C ratio of 0.26,to 37001bf/in2 for a W/C ratio of 0.58. Based on
a comparison of Wese numbers,one can conclude that in-situ hydration can produce concrete with
significant strength, and that norrnally hydrated concrete strength is highly dependent on W/C ratio.
A closer examination of the numbers behind these numbers reveals that in-situ hydration is likely a
fuaction of dry mix gradation,initial consolidation,confinement pressure,unifomrity of dry mix
after placement, as well as conditions related to water movement into the confined mix.
Post Placement Hydratlon
In-situ cement hydration falls under the broader category of what the authors have coined"post-
placement hydration."Post-placement hydra.tion of cement or a dry concrete mix refers to any
concrete manufacturing process in which cement is mixed with the aggregatss and positioned
inside forms and molds,or placed in the gmund before the addition of water. In other worda,no
mixing of the ingredients takes place after the addition of water.
Aggregate Spacing
Portland cement and other hydraulic cements set and harden by reacting chemically with water.
This reaction is called hydradon.During hydration, each cement particle fomas a type of growth on
its surface as calcium silicates are hydrated to form calcium hydroxide and calcium silicate hydrate
(CSI�.This hydration continues as long as moisture and temperature conditions are favorable,and
non-hydrated calcium silicates still exis�The rate of hydration depends upon the composition and
specific surface area(i.e.,fineness)of the cement,the mixture proportions,and temperature.
The main factor affecting concrete strength is the pmximity of hydrating cement particles to
suaounding cement particles and aggregatea.The closer all solid particles are prior to hydration, .
the greater We contact/bonding area will be between aggregate and fully hydrated cement particles
as shown in 17.It follows that the greater the bonding area,the greater the force required to
separate the aggregates,and the gceater the overall strength of the conglomeration.
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<"�<`:.. o:. � �I
.H�;:
�';�"�� ::S
.i '.s
„ i
�.., r
�n,.
x
�
:�.r:�.. '�Ykz
�'�•r �a��•.�s�p��2� ��` ��'� ��Y
�.x ..:J».'F�-,-.. :� •i�. ���e'li.'
.> •.r
>n'
p p•:. ^
..f' a�?.
(a)(b)Figure 17.(a)Excessive spacing between aggregates results in a relatively weak bond
between aggregates. (U)Close aggregate spacing enables hydrating cement particles to form strong
bonds with a�gregatea.
There are three main inteirelated factors that affect aggregate spacing: (1)water content,(2)
aggregate gradation,and(3)degree of compaction.Water content affects aggregate spacing in two
ways. First,excessive water takes up space that could be occupied by aggregate.Because water is
incompressible,the only way aggregate particles can be forced closer together once the space
between the particles has been saturated with water is to remove some of the water. It follows that
too much water reduces concrete strength.Too little water can also reduce strength.This is
evidenced by the plot in figuxe 15.As water is added to a dry mi1c,a viscous paste with some
cohesiveness is formed which makes it more difficult to consolidate the mixture.This is illustrated
by the relationship between concrete bulk density and W/C ratio in figure 16.
Pazticle size distnbution(aggregate gradation)significantly affects aggregate because it is directly
related to fihe total mass of material within a given volume.A poorly graded aggregate(i.e.,one
with similar sized particles)will have a lower density than a well-graded aggregate(i.e.,one with a
good distnbution of pazticle sizes).This is because smaller particles fill the spaces between larger
particles.It is also important to have a sufficient percentage of small particles,as it is the distance
between the smallest particles that dictates aggregate spacing.
Degree of compaction is the third main factor affecting aggregate spacing.The closer that particles
can be brought togetlner by mechanical meams,the stronger should be the bonds between the
particles.
Once one understands the impact of aggregate spacing on concrete strength,the advantage of in-
situ hydration becomes more apparent First,it appears that closer aggregate spacing can be
achieved by compacting dry ingredients instead of ingredients to which a minimal amount of water
has akeady been added(e.g.,the aznount needed for full cement hydration).This statement is based
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on a comparison of the bulk density of in-situ hydrated concrete(2.2+Mg/m3)and that for
normally-hydrated concrete with a 0.26 W/C ratio(�1.9 Mghn3). Second,the confinement of a dry
mix prior to hydration helps keep particles together during the hydration process and ttris
counteracts the hydrostatic pressures that work to drive the particles apart when excessive water is
brought into a mix.Third,during the normal hydration process,cement particles begin to giow
while the ingredients are still bein�mixed,and these growing particles are surrounded by water.
Consequently,the hydrating cement particles aze not in direct contact with aggregates and other
cement particles during early stages of hydration,and when there is excessive water in a mi7c,they
may make only minimal contact after hydration is complete.
Uniformity of Compacted Miz
The main advantage that normally-hydra.ted concrete has over in-situ hydrated concrete is that
mixing of ingredients after the addition of water helps disperse cement particles more uniformly
thmughout the mix. In other words,water serves as a cement-dispersing agent in normally-hydrated
mixes.In the case of in-situ hydration,one must rely on the pmper mixing and placing of the dry
ingredients,that is,mixing and placing that does not result in the separa.tion of cement,fine
aggregates and coarse aggregates.Separation of cement and fine and coarse aggregates can occur
as bagged dry mix is transported,as dry mix is taken from the bag and placed into forms/molds,
and as it is vibrated or otherwise compacted into forms/molds.Variations in the degree of such
separation from footing to footing would explain the higher than expected differences between
footing replicates as highlighted in Table 3.
Research is needed to assess m�thods for producing dry conerete mixes that will be characterized
by a uniform dispersion of cement after being compacted into forms/molds. Such methods include
(1)special treatmenta that adhere/attach dry cement particles to aggregate surfaces prior to bagging,
and(2)methods to reduce segregation during bagging,transporation and placement of dry concrete
mixes.
Introdncing Water into a Dry Concrete Miz
When in-situ hydration was found to produce concrete with significant stcength during the post
uplift resistance study(Bohnhoi�e�al.,2001),one of the main unanswered questions was"Where
did the water come from7"More specifically,was the dry concrete mix hydrated by rainwater
movitwg down thmugh the ground via gravitational forces,or water drawn into the mix and
surrounding area by surface tension(i.e.,capillary action)?It was primarily in pw�suit of an answer
to this question that led to the three water treatmenta featured in this study.Water treaiment A was
eatablished to provide a situation in which all dry concrete mix would be hydrated via the capillary
rise of water.Water treatment B represented a situation in wluch in-situ hydration was prunarily
due to water moving downward by gravitational forces.Water treatment C represented hydration
by a combination of gravitational flow and capillary rise.
Based on averages listed in Table 3 and plotted in figure 14,one can conclude that there was not a
significant difference in the compressive strengths of footings subjectsd to water treatments A and
thoae subjected to water treatment B.This is not surprising since water treatments A and B
produced somewhat similar soil moisture content levels at the various monitored depths(see
figiues 8 and 9).'Thie becomes clearer when the sawtooth plots in figure 9 are smoothed.
� Similar soil moisture content profiles in tanks 1 and 2 and tanks 3 and 4 can be attributed to a
combination of�factors.First, groundwater table heights in tanlcs 1 and 2 were probably only
about 5 cm(2 in.)}ugher than in tanks 3 and 4. Second,capiUary fringe depth was approximately
, equal to the depth of sand in each tank(i.e.,capillary fringe depth is equal to the total height of
capillary rise above the water table).Thus,even though water was not sprinkled on the tops of
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tanks 1 and 2,water was brought near the surface of the tanks via capiIlary action.Also,even
thmugh tanks 3 and 4 were drained,capillary action maintained water soil moisture content pmfiles
in the�nks similar to those in tanks 1 and 2.Third,the rate of capillary rise in tanks 1 and 2 was
relatively rapid. Data ahows that water reached the bottom edge of the top ECHO probe in tank 2
only 3.5 days after the test had commenc�. In other words,while top footings in tanks 3 and 4
received water on the first day of the test,it was not long afterwards that water was introduced into
top footings in tanks 1 and 2.
The rate of capillary rise in the air-dried sand and maximum capillary fringe depth in the sand were
determined with an apparatus specially cons�tructed to measure these phenomena.Results from
these tests showed that capillary rise in the air-dried sand could be expressed as a function of time
as follows:
Capillary Rise,mm=28 mm+ 109 mm x log(t/minute) [3]
Where capillary riae is the dist�nce between the water table and the upward moving water front in
the air-dried sand and t is elapsed minutes since the dried sand was brought into contact with the
water.This equation is accurate for time periods,t,greater than 1 minute and less 80,600 minutes
(8 weeks).Note that the base of the top ECIiO pmbe in Tank 2 was located approximately 420 mm
(16.5 in.)above the water table level in Tank 2.For the amount of time it took for the water to
reach this probe(i.e.,5040 minutes)equation 3 predicts a capillary rise of 431 mm.
Overall,soil moisture levels in tanks 5 and 6 due to water treabment C were higher t1�an those in the
other four tanks.In retrospect, soil moisture levels due to all water treatments should have been
virhially identical.The primary reason for differences was attributed to the relatively low
permeability of the geotextile fabric placed in each tank's water supply/drain line to keep sand from
exiting the tanks.Without fabric or with a less permeable fabric,water added every 14 days to
tarilcs 3,4, 5 and 6 would have been moved more rapidly thmugh the sand by gravitational forces.
Without the restricting fabric,soil moisture profilea in all tanks should have been nearly identical
within a couple hours of water application to tanks 3,4,5 and 6.
Because of the lugh capillary rise,we were not able to assess the degree of hydration above the
capillary fringe zone in a soil.For this reason,we would use coarser and more poorly graded sand
if we were to reivn this experiment.In addition,we would allow for fi�cer movement of water in
and out of tas�cs,and we would set up one tank with bottom drainage so that a gmund water table
was not present in the tank.
Specimen Moisture Content
Regardless of water treatment,bottom footings had a significantly lower compressive strength than
footings located at top and middle of the tanks(see Table 3 and figure 14).While there is an
obvious tendency to attribute this to the hydration process,it is likely due to relatively high
moisture content oFthe bottom footings at the time of removal,coring and testing. Several sludies
have shown the compressive strength of a conerete specimen is decreased if its moisture content is
uniformly increased throughout its volume.A good review of this research is provided by Bartlett
and MacGregor(1993). One theory for this effect is that water absorbed into the pores of the
hydrating cement particles(a.k.a.gel pores)has no place to go when the specimen is loaded.This
results in a build-up of hydrostatic pressure that literally helps blow the specimen apart.Another
theory is that excess water in the gel forces gel surfaces further apart,thus reducing Van Der WalIs
forces between gel parkicles.These adhesive forces are proportional to the specific surface energy,
and thus the critical stress required for cracking.
Another possble reason for wetter cores having lower compreasive strengths is that wet cores are
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more susceptt�le to damage during driliing than are drier cores.While this is just a theory pmposed
by the authors of this paper,it has merit based on the fact that othera(Bungey, 1989;Maholtra,
1977;Neville, 1996)report that core drilling operations can affect bonds between aggregate and
surrounding paste.Neville states that"however cazeful the driIling,there is a high risk of slight
damage."
Somewhat confi�sing is the significant decrease,with time,in the average compressive strength of
the top footings in t�nks 5 and 6(figure 13).This caa only be partially explained by the fact that
specimens removed later in the study had higher moisture contents.Another possible explanation is
that a small modification in test procedure had a greater than expected affect on test results.While
coring footings for the 28-day tests,the coring bit wore out.During the search for a new bit,the
remaining footings—those from tanks 5 and 6-were exposed to mom conditions for an additional
four hours.When it became clear that a bit could not be obtained until the next day,the footings
were placed in plastic bags to help ma.inta.in their moisture content until coring.W'hile it seems
unlikely that this change in testing proceduze would have affected results,it remains a possibility.
Another possbility is that the new bit caused less damage during coring operations than the old
one. �
Future Work
While the results of this study are interesting,they do little to support the acdial use of,or reliance
on,in-situ hydration in everyday practice.
Like most investigations,this s�dy has raised more questions than it has answered.Some of these
queations follow.
Uniformity of Mix
What impact doea uniformity of mix have on resulting concrete pmperties?
What methods exist for temporary coating of aggregates with dry cement particles juat before
placement so as to maintain a uniform distribution of cement particles during placement7
What methods exist for permanent coating of aggregates with dry cement particles so as to
maint�in a uniform distribution of cement particles during placement?
Compaction/Confinement:
How does degree of compaction affect resulting concrete pmperties?
Is a confining pressure required during hydration?
Does method of hydration dictate the need for,or the amount of,confining pressure during
hydration?
At what point does compaction and confinin�pressure impede hydration?
Aggregate:
Is there a significant difference in compaction of dry mixes feahuuig natural aggi�egates as opposed
to manufactured(i.e.,more angular)aggregate?
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How does aggregate size distribution(aggregate gradation)affect resulting concrete properties?
In an effort to coat aggregate with dry cement particles,will a specific mineral composition of
aggregate be needed?
Hydration
What is the most effective way to hydrate a confined dry mix: (1)water under low pressure, (2)
water under high pressure,(3)steam injection,or(4)vapor diffusion7
Do high initial flow velocities segregate mix ingredients?
Does flow direction influence particle segregation?
How does hydration method impact confinement of the dry mix?
Conclusions
Based on this study,the following was concluded.
In-situ hydration of a dry concrete mix can produce concrete with a compressive strength
comparable to a noimally hydrated concrete mix.
For a given mix,the closer the aggregate spacing,the stronger the resulting concrete.Closer
aggregate spacing can be achieved by compacting dry ingredients instead of ingredients to which a
minitnal amount of water has already been added.
Confinement of a dry mix prior to hydration helps keep particles together during the hydration
pmcess and this counteracts the hydrostatic pressures that work to drive particles apart when
excessive water is brought into a mix.
The main advantage that normally-hydrated concrete has over in-situ hydrated concrete is that
mixing of ingi�edients after the addition of water helps disperse cement particles more uniformly
throughout the mix.Research is needed to assess methods far pmducing dry concrete mixes that
will be characterized by a uniform dispersion of cement after being compacted into forms/molds
The compressive strength of a concrete specimen is decreased if its moisture content is unifozmly
increased throughout its volume.
Additional research is needed to determine how in-situ hydrated concrete strength is affected by
ag$regate properties,initial compaction,confinement pressure,dry mix unifornlity after placeznent,
as well as conditions related to water movement into the confined mix.
Acknowledgements
Thanks to American Materials Corporation of Eau Claire,WI for donating the concrete mix,aad
Wingra Stone Company of Madison,WI for donating and delivering the sand used in this study.
References
ASTM.2002.ASTM C33-02a. Standard specification for concrete aggregates.Annual Book of
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ASTMStandards. Vo104.02.ASTM International,West Conshohocken,PA.
.ASTM C39/C39M-Ol. Standard test method for compression strength of cylindrical
concrete specimens.Annual Book of ASTM Standards. Vo104.02.ASTM International,West
Conshohocken,PA.
.ASTM C192/C192M-00. Standard practice for making and curing concrete test specimens
in the laboratory.Annual Book ofASTMStandards. Vol 04.02.ASTM International,West
Conshohocken,PA.
.ASTM C617-98. Standard practice for capping cylindrical concrete specimens.Annual
Book ofASTMStandards. Vo104.02.ASTM International,West Conshohocken,PA.
.ASTM D422-63. Standard test method for particle-size analysis of soils.Annual Book of
AS'TMStandards. Vo104.08.ASTM International,West Conshohocken,PA.
.ASTM D2487-00. Standard practice for classification of soils for engineering purposes
(Unified Solid Classification System).Annual Book of ASTM Standards. Vo104.08.ASTM
International,West Conahohocken,PA.
.ASTM D49S9-00. Standard test method for deternunation of water(moisture)content of
soil by direct heating.Annual Book ofASTMStandards.Vo104.08.ASTM International,
West Conshohocken,PA.
Bartlett,F.M.and J.G.MacGregor. 1993.Effect of moisture condition on concrete core strengths.
ACIMaterialsJournal. 91(3)227-236.
Bohnhoff,D.R,D.W.Karn�nel,T.R Nonn and L.F. Shirek.2001.Uplift resistance of post
foundations.ASAE Paper No.014012. S� Joseph,Mich.:ASAE.
Bungey,J.H. 1989. The Testing Of Concrete 1'n Structures,Znd ed. Suirey University Press,
Glasgow.
Johnson,J.W. 1943.Effect of height of test specimen on compressive strength of concrete.ASTM
Bulletin .No. 120.pp. 19-22.
Malhotra,V.M. 1977.Concrete strength requirements—cores versua in situ evaluation.J.Amer.
Concrete Inst. ,74(4):163-72.
Neville,A.M. 1996.Properties of Concrete,4th ed.John Wiley&Sons Inc.,New York,NY
Appendiz A: In-Situ Hydrated Concrete: Core Compressive
Strength
co�
Tank Compressive
(Treatment) Stzength,
lbf/in2
Footings Footings Footings
Removed Removed Removed
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After 4 Week After I2 After 24
Weeks Weeks
Top Middle Bottom Top Middle Bottom Top Middle Bottom
1289
3393 3184
1473 3062 3923 2859 4452 3772 2567
2958 31'73
1 (A) 1295 3427 3966 2490 4443 3656 2367
3065 3206
1524 2978 3868 2781 4626 3829 2447
3011 3294
1659
1336
2820 3019
1109 3589 3595 3024 4324 3823 2820
2538 3399
2 (A) 2089 4872 2420 3225 4791 363.8 2902
1750 2887
1643 3831 3470 3859 3948 4139 2619
2833 2615
1728
2947 2708 4137
3671 2437 4197 3723 3429
2981 2634 4206
3 (B) 1227 4277 3719 2271 4139 3169
3171 2742 4325
373� 3943 3060 4056 3602
2966 2859 3409
3320 3266 1518 1984
4078 3833 3995 3935
3315 3356 1322 1827 1835
4(B) 4087 3970 4171 3994
3363 3359 1025 19Y� 1670
4054 4357 3981 4407
3298 3208 1254 1502
3845 3107 2403
2809 3869 2272 2876 4488 3270
3428 2511 2218
5(C) 3013 4193 2424 3013 4363 3132
3304 2878 2458
2935 3336 2768 2545 3216 3288
3838 2392 1746
2845 2678 2582
6(C) 2997 2845 2191 2997 3662 2825 2954 3762 2753
3466 2410 2407 1898 2749 2868 2482 4348 2840
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I I3154 2537 2225 3011 2701 2713 2277 3435 3074
u
Appendig B Normally Hydrated Concrete: Core Compressive Strength
Ratio of Water Ratio of Water Mass Compressive Strength,
Mass to Dry Mix to Cement Mass lbf/in.2
Mass,% (W/C Ratio)
Rodded with 16 mm R°dded with 9.5
(S/8 in.)Diameter Rod �(3/8 in.) Vibrated
Diameter Rod
468
358 453
4 0.258 589
373 545
650 •
1,070
1,121 871
5 0.323 850
1,512 297
558
2,556
2,032 1,637
6 0.387 1,750
2,737 1,380
1,961
2,950
3,289 2,162
7 0.452 2,189
2,357 1,868
2,811
3,351
3,704 2,406
8 0.516 3,673
3,538 1,896
3,199
3,537 4,087 3,878
9 0.581
3,904 3,496 3,279
3,293
3,100 2,302
10 0.645 2,883
2,858 2,192
2,810
. Average Compressive
Strength,lbf/in.2
�1
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4 I0.258 II366 I�569 I 499
5 0.323 1317 826 584
6 0.387 2384 2089 1508
7 0.452 2823 2650 2015
8 0.516 3621 3408 2151
9 0.581 3721 3792 3579
10 0.645 2979 2995 2247
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