HomeMy WebLinkAbout2008-00426 - attached deck CITY OF ORONO PERMIT NO.: 2008-00426
� 2750 KELLEY PARKWAY
ORONO, MN 55356- DATE ISSUED: 12/10/2008
952 249-4600 FAX: 952 249-4616
ADDRESS : 2670 COUNTRYSIDE DR W
PIN : 04-117-23-12-0013
LEGAL DESC : OLD CRYSTAL BAY ROAD ADDN
: LOT 005 BLOCK 002
PERMIT TYPE : ADDIT[ON/REMODEL/REPAIR
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : DECK ATTACHED
ACTIVITY : 434-RESIDENT[AL
VALUATION : $ 2,500.00
NOTE: REPLAC�PORCH AND DECK FOOTINGS WITH CHANGF,HELICnL PIF,R FOUNDATION SYSTF',M.
APPLICANT PERMIT FEE SCHEDULE 88.50
CARVER CONSTRUCT[ON INC PLAN REVIEW 57.53
9586 GANDER LANE
MINNETRISTA, MN 55375- STATE SURCHARGE(VALUATION) 1.25
(763)458-0954 TOTAL 147.28
Minnesota State License#: 20377469
OWNER
DEVERE, ROBERT&JEAN
2670 COUNTRYSIDE DR W
LONG LAKE, MN 55356
AGREEMENT AND SWORN STATEMENT
Thc work for�chich this permit is issucd shall be performcd according to
the approvcd plans and specitications,applicable City approvals,and the
State E3uilding Code. This pennit is for only the work described and does
not grant permission for additional or related work which requires separate
permits. All provisions of laws and ordinances governing this type of work
shali be compied with whether or not specified herein.This permit will
expire and become null and void if construction authorized is not
commenced within 180 days of the date of issuance,or if construction is
suspended for a period of 180 days at any time after work has commenced.
The applicant is responsible for assuring all required inspections are
requested in confor ce with the State F3uilding Code.This permit may be
revoked tim r due cause.
/. /Z / %� / ��� / /
Applica t Permitee Signature Date Issued By, gnature Date
SEPARATE PERMITS REQU[RED FOR WORK OTHER THAN DESCR ED ABOVE.
� ,f�, AI /�v/V_
V_ �
� n O �
U I V I 1 I /
Total Fee: $ 1 �7• �� DateReceived: �O�/�3l�8
Entered By: Permit#: D�0 —� �o
CITY OF ORONO - BUILDING PERMIT APPLICATION
All information must be submitted in full before plan review will be started.
(please print all inforntation)
-- ....__._.....,.__..___ ....
THE APPLICANT IS: (circle one) OWNER OR�CONTRACTO$:
JOB SITE ADDRESS: �2���I� �(�J�/'j�'�1 S�lJ4 J!� �L'� ZIP:
Will this be a Parade of Homes,Remodelers Showcase Home or other Display Home?
❑ Yes �lv0 If yes,a specia/ei�en/permil is required��ith Police Departmenl and Ciry C'ounci/approi�al
60 days prior to the evenl. Shzittle bars sen�ice ir�ill be required:rnless applicanl demons�rales
su�cienl on-site parking is m�ailable. Non-permilted events irill nol be alloi��ed.
NAME OF OWNER: G�j�� �`�J"z� PHONE: (home)���'�I��'Z�j�
� (work)
MAILING ADDRESS: ��1.0 t�7,;�;�M�,�JL Q! (���f CITY: �.''��v� ZIP:
co�cTOR: �� ��Nsr.2✓�i �I�•!• PHONE:'?�3-�tS�-c�`'t s�!
CONTACT PERSON: 'f�,�v� C'�«��r.�'1z MOBILE/PAGER: J�3�-�i�� ����'r S"y
MAILING ADDRESS: y St�Ca GA�-��'L LA^'�- CITY: Jbl�Mtiti,�s 173- ZIP: 53�3�S"
STATE LICENSE: #R�C Zi>t1�Z j-tl�rt EXPIRATION DATE: 3I��o�
ARCHITECT/ENGINEER: �;�f'ts �Q�r i��.�/ PHONE:7b 3•y 2�� Z��
MAILINGADDRESS: p �� �',S:�x ��1 CI'TY: �(s�� ZIP: '"�3� �
NAME: �!'�,F�v O��z, REGISTRATION: #
TYPE OF WORK: New Home Addition Accessory Structure
Move Home Remodel/Alteration(ie: Siding, Windows)
Any earth movement may require MCWD review and permits!
PROPOSED WORK(describe in detain: (Z�.A�:�� �o�r� � ���- �„;��%5 �.✓�Tlt
��rvz4. 1-{�u��'i. A4� �r�rt�.�'��ti ���s;�m
STORIES: SQ.FEET OF EACH FLOOR:
NO.OF BEDROOMS: GARAGE STALLS: ATTACHED DETACHED
ESTIMATED CONSTRUCTION VALUATION(ezcluding land): $ Z�� `� ?
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 d wor is not to start without a permit;and that the work will be
in accordance with the approved plan. n �
APPLICANT'S SIGNATURE: / na�: �L �, e�i
31
,�,.
Sec.13.04 RIGHTS OF SUBJECT$OF DATA
Subd. 1. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section.
Subd.2. Information required to be given individual.An individual asked to supply private or confidential data conceming himself shall be
informed of. (a)tha purpose and intended use of the requested data within the collecting state agency,political 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 suppty
private or confidential data;and(d)the identity of other persons or entities authorized by state or facleral law to receive the data.This requirement shall
not apply when an individual is asked to supply investigative data,pursuant to section 13.82,subdivision 5,to a law enforcement officer.
The commissioner of revenue mav place the notice required under this subdivision in the individual income tax or orocertv tax refund
instructions instead of on those forms.
Subd.3.Access to data by individual. Upon request to a responsible authoriry,an individual shal l be informed whether he is the subject of
stored data on individuals,and whether it is classified as public,private or confidential. Upon his further request,an individual who is the subject of
stored private or public data on individuals shall be shown the data without any charge to him and,if he desires,shall be i�formed of the content and
meaning of that data. After an individual has been shown the private data and informed of its meaning,the data need�ot be disclosed to him for six
months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The
responsible authority shall provide copies ofthe private or public data upon request by the individual subject ofthe data. The responsible authority
may require the requesting person to pay the actual costs of making,certifying and compiling lhe copies.
The responsible authority shall comply immediately,if possible,with any request made pursuant to this subdivision,or within five days of
the 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 inform the individual,and may have an additional five days within 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 writing the responsible authority describing the nature ofthe disageement.The
responsible authoriry shall within 30 days either: (a)correct the data found to be inaccurate or incomplete and attempt to notify past recipients of
inacwrate or incomplete data,including recipients 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 induded with the discbsed data.
The detemunation 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 permit or license from the City of Orono or any of its departrnents may require you to furnish certain private or
confidential information.
You are notified that:
1. The information you fumish will be used to determine your qualification for the permit or license
requested.
2. You may refuse to supply data,but refusal may require that the City deny the permit or license.
3. The information may be shared with other local, state or federal agencies to the extent necessary to
process the petmit 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.
���„ � VJ . �'�v�1�--
First Middle Lest
4��c� G��� �z
Address
�,��,rrv��.,,s�;� �n/ ���3�� �63�-���'-d�s H
City State Zip Phone
I un erstand my rights as stated above.
f �--_
Signa re
Reset Form 32
. CHECg OFFLIST FOR ISSUANCE OFPERMITS
_..,�FOR OFFICE USE ONLY
ADDRESS OR LEGAL: `�. �..� %L� c`� .��� ...! t ��-� .��F' �j; �„L;c"ti )
PID:
DESCRIPTION OF WORK.• ��uc t}ND !�L t3 ���„�� n�� � �
,_
ZONING REVIEW BY.• N/A DATEAPPROVED:
BUILDING RET�IEW BY.• DATEAPPROVED: /z• S• v�
FEES TO BE CHARGED: Misc. Fees Calculated By.•
PERMIT Yes � No
P�N��E� Y�S N� �' SEWER CONNECTION
STATE SURCHARGE Yes_L/ No N�ATER CONNECTION
IIJVESTIGATION FEE Yes No PARK FEE
S�1 C Yes No SITE INSPECTION
Number of SAC Units OTHER (spec�)
ZONINGCHECKLIST ZoningDistrict.• �(�j C/.f-�/��
Fire Department: Post O ce: �,
� School District.•
Lot Area: Sq.ft. • Acres idih
Depth
Survey Submitted: Yes No Date of Survey:
Proposed Setbacks:
Front(Lake): Right Side:
Rear(Street): Le,ft Side:
Adjacent Structures: Wet nd:
Building Height.� Def. Hgt. Peak
�•
Lot Coverage:
Grading: StaffApproval Date: By: Council Approval Date:
Septic: Staff,4pproval Date: �� By. ;��`�
Zoning File:- # Resolution: # Resolution Date:
Shoreland District: MCGirD Permit:
Avg. Setback.• BZuffSetback:
Lot Coverage:
Existing Proposed
Hardcover: p_?j�
75-250'
250-500'
500-1000'
Hardcover i�ariance Required.• I'es No
Date of Council.9pproval:
REMARKS fin house):
33
B UILDING REVIEW CHECg LIST
UBC: /2•3 CONSTRUCTION TYPE: �/N
Sg Footage $Per Sq Ftg
Basement x =
Ist Floor x =
2nd Floor x =
Garage x =
x =
TOTAL -
Estimated Construction Value: $ 2 S(�o
e�
Inspections Required: Work Requiring Separate Permits:
Site Plumbing Fire
Hardcover Remaval Mechanical Water Connection
_�Foofing Sepfic Sewer Connection
Framing Fireplace Lawn Irrigation
Insulation (Masonry) Other
Wall Board (Mfg.) W'ell(State Permit)
_�C Final Grading/Filling Electrical(State Permit)
Other
REMARXS(INHOUSE):
REVIEW BY OTHERS: DATE:
Access: Fa isting New
Access flpproval: Date By:
REMARTiS(TO BE NOTED ONPERMIT):
34
. •
ATLAS FOUNDATION CO. C $fnce/91 Ef M
P.O.Box 117 • Rogers,MN 55374 �
(763)428-2261 • Fax:(763)428-4754 Helical Pier Certified
Website: www.atlasfoundation.com Installation Contractor
Project: 08248 Customer: Bob Devere
2670 Countryside Drive W. Start Date: 12/4/08 Foreman: Benny
Orono, MN Finish Date: 12/4/08 Estimator: Brian
Base Length, ft. 5
Installation Information: All foundations are SS5 1'/Z' Helical Piers as manufactured by
CHANCETM'. Lead section helix configurations are 8"-10"-12" diameter, with a 5' nominal base
length. All foundations were installed using a 4,000 ft-Ib torque head. All material is galvanized
per ASTM A153. Previous testing and factory recommendations assume a ratio of ultimate
capacity to torque of 10:1. All foundations are terminated with weld on bearing plates.
Helical Pier Extensions No.of Final Final 3' Total Cut Off Final Ultimate Allowable
Torque Length Length Capacity Capacity
No. Size 5' T �p� Helix PS� �{�_�bs) (ft) ��� (ft) (kips) (kips)
1 1 1/2 1 1 3 2900 4800 17 0.0 17.0 48.0 24
2 1 1/2 1 1 3 2900 4800 17 0.0 17.0 48.0 24
3 1 1/2 1 1 3 2900 4800 17 0.0 17.0 48.0 24
4 1 1/2 1 1 3 2900 4800 17 0.0 17.0 48.0 24
5 1 1/2 1 1 3 2900 4800 17 0.0 17.0 48.0 24
6 1 1/2 1 1 3 2900 4800 17 0.0 17.0 48.0 24
Summary:
No. Size 5' 7' 10' Average Length Total Length Final Length
6 1 1/2 6 6 0 17.0 102.0 102.0
6 Total 6 6 0 17.0 102.0 102.0
1 of 1
,
ATLAS FOUNDATION CO.
P.O.Box 117 • Rogers,MN 55374
(763)428-2261 • Fax:(763)428-4754
Website:www.atlasfoundation.com
November 26, 2008
City of Orono
2750 Kelly Parkway
Orono, MN 55356
Attention: Building Department
Reference: Submittal Information for Devere Residence
CHANCE�Helical Pier Foundation Systems
2670 Countryside Drive West
Orono,MN
We offer our submittal information for our proposed CHANCE� Helical Pier Foundation
Systems. We are a certified installation contractor for this product. Additional information can
be secured from the manufacturer's web site, www.abchance.com.
Submittals:
• Helical Pier Construction Proposal -2 Page
• Chance SS Product Specifications(material properties) -2 Pages
• Chance SSS Product Specifications(sizes and dimensions) -2 Pages
• Pier Foundation Detail - 1 Page
• 2008 Torque Head Calibration (ref T250 w/4000) - 3 Pages
• ICBO Er-5110 Legacy Report - 8 Pages
Should you have any questions please contact me at your earliest convenience.
Sincerely,
Atlas Foundation Co.
��"'��oH�
Brian Sanchez
Project Manager
CITY OF 0����'�
BUILDING � "'Pl!I F'L:1r� r-:�_v;��,"J
Encl: Submittals as listed above—18 Pages INSPECTOR
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h'eyw!e;��«;�^s.nr.iuc�n�:.:r�;=.r,,t s,oc��i�;,:21t�.noted in this rrrview.
k'EEP TNl3 FLAN 5r?ON SI7E AT ALL TIMES
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ATLAS FOUNDATION CO.
P.O.Box ]17 • Rogers,MN 55374
(763)428-2261 • Fa�c:(763)428-4754
Website:www.atlasfoundation.com
November 24,2008
Bob Devere 952-404-2739 Fax: 952-404-0266
Home Owner
Reference: Porch/Deck Foundations•Helical Pier Foundation System
2670 Countryside Dr. W• Orono,MN
We offer our preliminary proposal to furnish and install CHANCE�Helical Pier Foundation
Systems. We are the certified installation contractor in the area for this product. Additional
information can be found at our distributor's web site, www.structuralanchorsupply.com.
Information Given:
• Site Visit by Atlas Foundation on November 19, 2008,as wells as site visits by Bollig& Sons
and Carver Construction.
Proposal: We propose installing(6) SSS-1'/2"(10-ton design capacity)Helical Piers to support
the foundations of the deck and porch. The piers will be terminated with welded bearing plates to
be embedded in new concrete footings. Excavation of the existing sono-tube footings will be
done by Bollig& Sons, Inc. Carpentry and shoring of the existing deck/porch will be done by
Carver Construction.
We assume the helical piers will need to be installed to an average depth of 25' in order to
achieve capacity. It should be noted that no soil information is available;therefore, we are unable
to calculate the required installation length using our Helicap Engineering Software. This is our
best estimate of the installation length based on the information available.
(2)Temporary Helical Piers have been included to support the porch during construction as
requested by Carver Construction.
Pricing: (6) SSS-1'/Z"Helical Pier Foundations @$700.00=$4,200.00
(2) SSS-1'/z"Temporary Foundations @$300.00=$600.00
Excavation and Removal of Existing Sono-tubes by Bollig& Sons=$2,140.00
Carpentry and Shoring of DecWPorch by Carver Construction= 860.00
Total=$10,800.00
Clarifications: The prices for the helical piers are for the lengths indicated. The actual installed
length could vary depending upon soil conditions. They are advanced until the proper torque is
obtained for the capacity required. Additional length, if required, would be at the cost of$20.00
per foot, in full extension lengths. Permits will be handled by Carver Construction. The existing
brick patio will be removed and stacked by Bollig& Sons(approx 10' along the length of the
deck).
Continued:
�`a
ATLAS FOUNDATION CO.
P.O.Box 117 • Rogers,MN 55374
(763)428-2261 • Fax:(763)428-4754
Website:www.atlasfoundation.com
Page 2
2670 Countryside Dr. W
Orono, MN
November 24, 2008
Exclusions: Excluded from this price is any cost for utility protection or relocation, restoration,
engineering, obstructions,dewatering, inspection/testing, concrete work, or cost of bond.
Excessive delays or lost time will be charged at an hourly rate for the crew. Proper access for our
equipment and materials must be provided to our work area.
Should you have any questions please contact me.This proposal is valid for 30 days.
Sincerely,
Atlas Foundation Co.
���""^`�ov�
Brian Sanchez
Project Manager
Should you desire to proceed with this project,please sign and date the bottom of this
proposal and return it to us. THIS FORM DOES NEED TO BE RETURNED TO US SICNED&
DATED lN ORDER FOR US TO PROCEED WITH THE WORK. ThaIIk yoU.
Signature Date
Terms: Net 15 days. No retainer. Finance charge of I%%per month will be chazged on past due accounts. Mechanics Lien rights
will be protected.
Attached:Pre-Lien Notice
�x�
/ �
.�.,..�,�� � A LAS�M
�---__
�DOWN.RIONT.SOIID. T(NGNGING NISTORY
Chance�Square Shaft(SS)Helical Product Ratings
Table 7-3
TORQUE RATING ULTIMATE TENSION UPLIFTlCOMPRESSION
PRODUCT SERIES ft-Ibs(Nm) STRENGTH" CAPACITY LIMIT�'
kip(kN) kip(kN)
SS 125 4,000(5400) 60(267) 40(178)
SS 1375 5,500(7500) 75(334) 55(245)
SS 5 5,500(7500) 70(312) 55(245)
SS 150 7,000(9,500) 70(312) 70(312)
SS 175 11,000(14,900) 100(445) 110(489)
SS 200 16,000(21,700) 150(668) 150"(668)
SS 225 23,000(31,200) 200(890) 200"(890)
Based on Mechanical Strength of Coupling
` Based on Torque Rating-Uplift/Compression Capacity Limit=Torque Rating x K,.
°DefaulC K, for Type SS=10 ft-'(33 m"')
# Based on Mechanical Strength of Coupling Bott
Higher Compression Capacities Available with Helical Pulldow�Micropile
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Chance�Square Shaft Helipl Cross Sections
Figure 7-2
O 2006,Hubbell Power Systems,Inc. PRODUCT DRAWINGS AND RATINGS v1.0
All Rights Reserved 7-22 OcU2006
� s�,,..�.,� � ;�A LAS,w
�DONN.R16HT.SOLIO. TCNONGING NISiORY
Chance�Square Shaft(SS)Helical Section Properties
Table 7-4
SHAFT WALL METAL MOMENT OF SECTION MODULUS
PRODUCT PERIMETER INERTIA in cm
SIZE THICKNESS AREA a a
SERIES in mm in mm in2 Icm2 m�cm) in (cm)
� � � � \ � Ix-z.� .�x- Sx'x SriY �-Y
SS125 125(32) solid 1.55(10.0) 4.79(12.17) 0.20(8.3) 0.32(5.3) 0.24(3.9)
SS1375 1.375(35) solid 1.88(12.1) 5.29(13.4) 0.29(12.1) 0.42(6.9) 0.32(5.2)
SS5 1.5(38) solid 2.2(14.2) 5.6(142) 0.40(16.5) 0.53(8.7) 0.42(6.9)
SS150 1.5(38) solid 2.2(14.2) 5.6(14.2) 0.40(16.5) 0.53(8.7) 0.42(6.9)
SS175 1.75(44) solid 3.1 (19.4) 6.6(16.7) 0.75(31.1) 0.85(13.9) 0.66(10.8)
SS200 2(51) solid 3.9(25.3) 7.5(18.9) 1.26(52.4) 1.26(20.6) 0.98(16.1)
SS225 2.25(57) solid 5.0(32.1) 8.5(21.5) 2.04(84.9) 1.81 (29.7) 1.40(22.9)
Chance°Square Shaft(SS)Helix Thickness and Mechanical Strength
Table 7-5
DEFAULT(STANDARD) OPTIONS
Mechanical Mechanical
Helix Grade Thickness Helix Grade Thickness
Product Series Strength SVength
ksi(mPa) in(mm) ki kN ksi(mPa) in(mm) ki kN
SS125 50(345) 3/S(9.5) 30(133) 50(345) '/�(13) 35(156)
SS1375 50(345) 3/8(9.5) 30(133) 50(345) Y:(13) 35(156)
50(345) '/:(13) 45(200)
SS5 50(345) 3/8(9.5) 40(178) 80(552) 3/8(9.5) 40(178)
80(552) Yz(13) 50(222)
SS150 80(552) 3/8(9.5) 40(178) 50(345) Y:(13) 45(200)
SS175 SO(552) 3/8(9.5) 50(222) 80(552) Yz(13) 60(267)
ss2oo 80(552) v��is> so�2s��
SS225 80(552) Yz(13) 60(267)
The mechanical strength ratings in Table 7-5 are minimum values. The helix diameter, grade, and
thickness along with the shaft series to which an individual helix is connected effect the mechanical
strength rating of a helix. A higher mechanical strength rating of an individual helix is possible depending
on the combination of these variables.
O 2006,Hubbell Power Systems,Inc. PRODUCT DRAWINGS AND RATINGS v1.0
All Rights Reserved 7-23 Oct/2006
� ��� ;�A LAS�N
�OOWN.RIONT.30LID. T(XONGING XISTORY
Chance�Helical 1-1/2" Round Comer Square Shaft Products(Type SS5 Series)
COMMON LEAD CONFIGURATIONS
� , _
Product Designation Plate Diameter Length Wt Helix Helix Edge
(See Notes Page 7-21) A B C D (Ibs) Grade
T150-0495 6T - - - 5'-0 41 80 SLE
T150-0497 6 - - - 5'-0 50 80 SLE
T150-0086 6 6 - - 3'-0 50 50
C150-0030 6 8 - - 7'-0 64 50
C150-0244 6 8 - - 3'-0 50 50
C150-0001 8 - - - 7'-0 56 50
T150-0269 8 - - - 7'-0 58 80 SLE
T150-0304 8T - - - 7'-0 59 80 SLE
C150-0002 8 - - - 5'-0 44 50
T150-0268 8 - - - 5'-0 55 80 SLE
T150-0305 8T - - - 5'-0 45 80 SLE
T150-0469 8 - - - 3'-0 33 80 SLE
C150-0006 8 10 - - 7'-0 70 50
T150-0265 8 10 - - 7'-0 68 80 SLE
T150-0443 8 10 - - 5'-0 52 80 SLE
T150-0444 8T 10T - - 5'-0 55 80 SLE
C150-0160 8 10 - - 3'-0 39 50
T110-0720 8 10 - - 5'-0 55 50
C150-0031 8 10 - - 10'-0 81 50
C150-0397' 8 10 12 - 7'-0 79 50 SLE
T150-0000 8 10 12 - 7'-0 80 50
C150-0007 8 10 12 - 5'-0 67 50
012642-AEJN 8 10 12 14 10'-0 109 50
C150.0003 10 - - 7'-0 62 50
T150-0326 10 - - - 7'-0 61 80 SLE
C150.0058 10 - - 5'-0 47 50
T150-0267 10 - - - 5'-0 47 80 SLE
C150-0051 10 12 - - 7'-0 77 50
T150-0442 10 12 - - 5'-0 60 SO SLE
C15a0161 10 12 - - 3'-0 55 50
C150-0489 10 12 14 - 7'-0 63 50
C150-0398' 10 12 14 - 10'-0 119 50 SLE
012642-EJNS 10 12 14 14 10'-0 131 50
C150-0004 12 - - - 7'-0 68 50
T150-0266 12 - - - 7'-0 66 80 SLE
C150-0242 12 - - - 5'-0 52 50
C150-0399' 12 14 16 - 10'-0 140 50 SLE
C15a0005 14 - - - 7'-0 72 50
C150.0243 14 - - - 5'-0 55 50
T110-0607 14 14 - - 7'-0 95 50
O 2006,Hubbeil Power Systems,Inc. PRODUCT DRAWINGS AND RATINGS v1.0
All Rights Reserved 7-13 OcU2006
s^��.�„� � LAS.�
�DOWN.N16MT.SOLID. T(XGNGING NISTORY
Chance�Helical 1-1/2"Round Comer Square Shaft Products(Type SS5 Series)
COMMON EXTENSION CONFIGURATIONS
, , •.` �, �
,, _ ___—_ a
.� �`„�. ,.1.. • � ... ,
O
Product Designation Plate Diameter Weight Helix
(See Notes Page 7-21) A B Length (Ibs) Grade Helix Edge
C150-0047 - - 3'-0 28
C150-0008 - - 5'-0 40
C150-0009 - - 7'-0 57
C150-0048 - - 10'-0 78
C150-0158 10 - 5'-0 51 50 SLE
C150-0159 12 - 5'-0 54 50 SLE
C150-0166 14 - 3'-0 55 80
T150-0440 14 - 5'-0 60 80
C150-0167 14 - 5'-0 83 80
Chance�Helical 1-1/2"Round Corner Square Shaft Products(Type SS5 Series)—Speciat Order
(Allow extra processing time for Speciai Orders)
Lead Section Special Orders—Designation: S-SS5(`]�[Helix Grade)[Length]
(Example:S-SS5[G]14-14-14[GR80][10'-0])
Lead Bars-Specify Length(Insert above) �Helical Flights-Specify Diameter(s)(Insert above�)
Available Lengths Weight Flight Size Descriptions Weight
(Ibs) (Ibs)
0'—10 7 6"dia x 3/8"thick.=6 3
3'—4 26 8"dia x 3/8"thidc.=8 5
5'—0 39 8"dia x 1/2"thick.=8T 7
l �> �� 6'—8 52 10"dia x 3/8"thick.=10 8
�'�__:,� 10'—0 78 10"dia x 1/2"thick.=10T 11
20'—0 157 12"dia x 3/8"thick.=12 12
12"dia x 1/2"thick.=12T 16
14"dia x 3/8"thick.=14 16
14"dia x 1/2"thick.=14T 21
16"dia x 1/2"thick.=16T 28
OO 2006,Hubbelf Power Systems,Inc. PRODUCT DRAWINGS AND RATINGS v1.0
All Rights Reserved 7-14 Oct/2006
ATLAS FOUNDATION CO.
P.O.Box 117 • Rogers,MN 55374
(763)428-2261 • Faac:(763)428-4754
Website:www.atlasfoundation.com
TIMBER POST BY OTHERS
6"X6"X3/4" WEL�ED 12" CONCRETE PIER
BEARING PLATE W/ PVC SLEEVE
e . ' GRADE
';,� f I,� I I.— I -�-1 I .° '� I I I�—'�� �t�____..�i r-----� �
' � I ��ll . ;. . � e; , — HELICAL PIER
` ' ---- 555 - 10 TON CAPACITY
'��� . - � �_..._.
-1 f ( ,'Sa e• I—iJ '`''_''1
t 1—� ,° . ( I I'�
I ' a' �! �
Q -� a ' '1 • ,d f I I
� +�!� � ' �—I
�I ( I-- e•� ' . ' � 1 I-
-iii . . . . e 4 �l . .
� t�(�I a � �.�
� d . . •e '. —I �
���I a � . �I
--.---� � < - � � �
. !;— .,�,�
�EPTH TO BE DETERMINED
�_ BY INSTALLATION TORQUE
PIER FOUNDATIOI�I
4 SEASON PORCH / DECK
NIy
7 /
�,�I �`
Gr@O Engineerfng Consultants Inc
P 4 Box 21490Minneapolis MN 55421
Phone 763 502 9945Fax 763 502 9946
Febn�ary 19,2008
Mr.Brian Gallagher
Atlas Foundation Company
P.O.Box 117
Rogers,MN 55374
; RE: Drive Head Calibrations
' Rogers, Minnesota
Project Number: 007-0075-5374.1
This report contains the results of a total of 29 calibrations of several hydraulic drive heads used
for installation of he(ical anchors. The heads are identified as 4000, 6000, 9000, 10,000, 12,OQ0,
I 5,000 and ]8,OOQ foot-pound torque heads. T'he majority are models by Power Systems. A few
are models by two-speed types by Pengo and Pro-dig,and are indicated, respective3y. The heads
were attached to various machines including Bobcat models T250 and MT52; John Deere
models 590D;New Holland model LS 170; and Caterpillar models 312 and 314.
The calibrations were conducted at the Atias Foundation Company yard near Rogers,Minnesota
on December 18,2007_ Although subsurface c�ploration data was not available at the site,the
soil conditions in the area typically consist of sandy lean clay rill underiain by sand and gravel
glacial outwash.
The system was ca(ibrated by rotating and advancing a helical anchor into the ground at normal
operating speed. The gauge pressare of the operating hydraulic system was cornpared to the
torque measured on a torque indicator identified as Chance E7Z W-38537. We understand thc
torque indicaxor was recently calibrated.
The results for each cirive head and machine combination were plotted aad a best fit line of tLle
data was computer generated using linear regression by the method of least squares. The results
have been tabulated in chart foim. The charts also show the slope(m) and y-intercept(b)of the
best fit line so torque at gauge pressures not shown on the chart may ba determined,by
multiplying the gauge pressure tiroes the slope (m)of the line and adding/subtracting the y-
intercept(b). Copies of the charts are attached.
The charts also include working load and ultimate capacity for each pressure measurement. The
warking load includes a safety factor of 2.0. T7ie ultimate capacity calculations are based on a
►•atio of 10 to 1 between the normaiized torque a�id the ultimate load, a value that is typically
used for the soils in this area.
Project Number: 007-0075-5374.1 Page 2
We trust tliis provides yott the needed information at this time. If there are any questions, please
call us at(7b3)502-9945.
Geo Engineering Consuttants,Inc.
��������
Steven J.Olson,P.E. Ahsanur R. Siddique,P.E.
Geotechnical Engineer Geotechnical Engineer
, �
LEGACY REPORT ER-5110
� Reissued November 1, 2007
ti
•.a�e*r
ICC Evaluation Service, Inc. �°fl�'�0 w0'�"�'"''�'�,�,��01•����
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www.i Cc-es.o rq rreg�or,�o�ce•aos,wesc�smoa��ad,ca,�ay c�,n�us,irnas soa�a■cros)�ss-xx�
Legacy report on the 1997 Uniform Buflding CodeTM
DMSION:02—SITE CONSTRUCTION between helix plates is not less than three times the diameter
Section:02465—Bored Piles of the lower helix.For example,a foundation anchor lead with
an 8-,10-and 12-inch-diameter(203,254 and 305 mm)helix
HELICAL PIERm FOUNDATION SYSTEMS has a nominal 24-inch space between the 8-and 10-inch(203
and 254 mm)helix and a 30-inch(762 mm)space between
HUBBELL CORPORATION/A.B.CHANCE CO. 1he 10- and 12-inch (254 and 305 mm) helix. Figure 1
210 NORTH ALLEN STREET illustrates the foundation anchors.
CENTRALtA,MISSOURI65240 2.1.2 FoundationBrackets:Thefoundationrepairbrackets
used to address foundation settlement are Parts Nos.C150-
1.0 3UBJECT 0121,C150-0298,C150-0299 and C150-0147.The brackets
HELICAL PIER�Foundation Systems. consist of upper and lower steel bracket bodies
interconnected using two bolts. The bolts, described as
2.0 DESCRIPTION 'lifting" bolts, are '/s inch (22 mm) in diameter for the Nos.
I 2.1 General: C150-0121,C150-0298 and C150-0299 brackets and 1 inch
The Hubbell Corporation/A.B.Chance Co. HELICAL PIER� �25 mm) in diameter for the No. C150-0147 bracket. The
Foundation System is used to underpin foundations of �ower bracket body consists of steel sections shaped and
� existing structures,and is used for deep foundations of new Welded together to fortn a seat for the foundation of the
' structures.The system consists offoundation repair brackets structure. The lower bracket body also has slots for
; and foundation anchars.The foundation brackets are used to attachment of the bracket to the concrete foundation. The
connect the foundation of the structure to the foundation upper bracket body is T-shaped, with the stem of the "T'
anchor. being a steel pipe in which the shaft of the foundation anchor
is inserted.Brackets No.C150-0121 and No.C150-0298 are
; 2.1.1 HEUCAL PIER�Foundation Anchor Components: used with foundation anchors having 1'/Z inch (38 mm)
The steel anchor components consist of one or more circular square shafts.Bracket Nos.C150-�299 and C150-0147 are
steel helix plates welded to a central steel shaft.The depth of used with foundation anchors having 13/;inch (44.5 mm)
� the embedment of foundation anchors into the soil can be square shafts.Figure 2 illustrates the brackets.
extended by adding one or more steel shaft extensions, g�q�ets No. C150-0121 and C150-0298 are used to
coupled together to form one long conUnuous pier. address settlement of residential dwellings and light
Extensions can be with or without steel helix plates attached. �mmercial buildings. Brackets No. C150-0299 and C150-
� Each steel helix plate is 3/8 inch(10 mm)thick and has an 0147 are used to address settlement of large dwellings and
outer diameter of from 6 to 14 inches(152 to 356 mm),and commercial buildings.
an inner annulus either 1'/2 or 13/4 inches (38 or 44.5 mm) The light-duty underpi�ning bracket No.C150-0239 is used
square.Each plate is formed with all radial sections normal to
i to address settlement of porches, patios and light concrete
the central longitudinal a�as,t 3 degrees.The helix pitch is 3 slabs. This bracket consists of a steel bracket body with a
� inches(76 mm). seat for the concrete slab and an anchor terminator
The central steel shaft of lead sections and extension containing a 1-inch-diameter(25 mm)lifting bolt.The anchor
sections is a round comered square (RCS)solid steel bar. terminator is a round steel pipe with a drilled and tapped steel
RCS bars are either 1'/2 or 13/4 inches (38 or 44.5 mm) cap on top,into which the foundation anchor shaft is inserted.
square. Figures 7 and 8 illustrate the bracket.
Each lead section of a foundation anchor has provisions at Slab repair bracket No. T150-0085 is used to address
the top for a connection to an extension,and has an earth- settlement of existing concrete slabs on grade.This bracket
penetrating pilotatthe bottom.Each extension has provisions consists of a steel channel, an anchor terminator and a 1-
for a coupler at one end and a connection at the other.The inch-diameter (25 mm) bolt. The anchor terminator is a
coupler is an integrally forged socket that slips over an RCS square steel tube with a drilled and tapped steel cap on top,
shaft of the same size.Each socket has a transverse hole so into which the foundation anchor shaft is inserted. Figures 3
that lead sections and extensions can be connected using a and 5 illustrate the bracket.
bolt and nut. New-construction foundation bracket No. C150-0132 is
For all foundation anchor leads and extensions,helix plates used to support gravity loads.The bracket is used with steel-
are welded to their respective shafts. Nominal spacing reinforced,poured-in-place concrete foundations.The bracket
ICC-ES legacy reports are not m be corrsbued as representiieg oesthetics or mry otho amibvtes not specffically oddrnssed,rtor are they ro be construed ar
an endorsement ojthe subjcet ojthe report or a rerommendarion for itr vse.Thne is no xnnanty by ICC Eva(vafion Sovice,Irrc.,espress or implied,as ro �
arty firtdueg or o�ho matter in this report,or m to mry prodvct rnvercd by the report �`�a��
Copyright�2007 Page 1 of 8
Page 2 of 8 ER-5110
, consists of a '/2-inch-thick (13 mm) rectangular steel plate shafts, and a'/8-inch-diameter(22 mm)bolt compiying with
welded to 2'/Z-inch-diameter(63.5 mm)steel tubing.Figures ASTM A 193 Grade 67 for 13/;inch(44.5 mm)RCS shafts.
4 and 6 illustrate the bracket. 2.3 Design:
2.2 Material Specifications: 2,3.1 General:Structural calculatio�s must be submitted to
2.2.1 Helix Plates: Material specfications for the helix the buildi�g official for each building,and must be based on
plates are noted in Tables 1 and 2.The plates have a Class accepted engineering principles. The design method is the
B-1, hot-dipped galvanized coating compiying with ASTM A Load and Resistance Factor Design Specification in Chapter
153. 22,Division II,of the code.The design strengths of individual
2.2.2 Mchor Shafts (Lead Sections and Extensions)• �ead sections and extension sections are noted in Tables 1
The 1'/2-and 13/4 inch(38 and 44.5 mm)square RCS shafts and 2. Factored nominal loads must not exceed the design
confoRn either to ASTM A 29 and AISI 1044,having minimum strengths.The nominal loads must be factored in accordance
yield and tensile strengths of 70 and 100 ksi (483 and 689 �h Section A4 o�f the speafication.The actual capac'Ry of the
MPa), respectively, or to AISI 1530, having minimum yield HELICAL PIER Foundation System depends upon the
and tensile strengths of 95 and 120 ksi(655 and 827 MPa), analysis of the interaction of the helix plates and the soil,and
respectively. Mchor shafts have a Class B-1, hot-dipped may be.less than the maximum design strengths noted in this
galvanized coating complying with ASTM A 153. report. Column buckling of foundation anchors due to
compression loads,and combined flexural and compressive
2.2.3 Foundation Brackets: stresses of foundation anchors used with foundation repair
2.2.3.1 Bracket Body. The brackets are formed from '/4-, brackets,shall be induded in the analysis'rf this is deemed
5/16-, 3/8 or'/2-inch-thick (6.4, 7.9, 10 or 13 mm) steel that necessary by the building official or structural designer.
meets or exceeds the requirements of ASTM A 36,and have Construction in Seismic Zones 3 and 4 requires compliance
, a hot-dipped galvanized coating conforming to Class B-1 of with Section 1809.5.1 of the code.A soil investigation report
ASTM A 153. is necessary and must include consideration of:
2.2.3.2 Pipe Assembly:The pipe in the upper bracket body 1. Soil properties,induding those affecting design.
of the C150-0121, C150-0298 and C150-0299 foundation 2, Allowable soil bearing pressure.
repair brackets is cold-formed,welded,and seamless carbon 3. Suitability for use in seismically active areas.
steel structural tubing.Complying with ASTM A 500 Grade B,
the steel tube has minimum yield and tensile strengths of 42 4. Information on ground-water table, frost depth and
and 58 ksi(290 and 400 MPa),respectively.The pipe in the ��sion.
upper bracket body of the C150-0147 foundation repair 2.3.2 ConnectiontoBulldingStructure:Downward-acting
bracket is hot-rolled,electrical-resistance-welded,round steel design strengths associated with each foundatlon repair
tubing. Complying with ASTM A 512 or A 513 Grade 1020, bracket are as follows:C150-0121 —20 kips(89 kN);C150-
the steel tube has minimum yield and tensile strengths of 50 0298,C150-0299 and C150-0147—40 kips(178 kN);C150-
' and 62 ksi (345 and 427 MPa), respectively. All pipe 0239-5 kips(22.2 kN);C150-0132—15 kips(66J kN).The
assemblies have a Class B-1,hot�Jipped,galvanized coating downward-acting design strength is 5 kips (22.2 kN)for the
; complying with ASTM A 153. T150-0085 slab repair bracket.
2.2.4 Bolts: Factored design loads must not exceed the design
i, 2.2.4.1 Steel Foundation Mchor.The sizes and types of strengths for the brackets.The concrete foundation and slab
; bolts connecting the steel foundation anchor extensions to must be designed and justified to the satisfaction of the
lead sections or another e�ension are described in Table 2. building official for concentrated loads due to the foundation
! All bolts are hot-dipped galvanized steel. and slab repair brackets. Bearing areas not exceeding 28,
34.5, 91.4, and 28 square inches (18,064, 22,258, 7,355,
2.2.4.2 Foundation Brackets: 18,064 and 18,064 mm2) shafl be used to calculate the
, 2.2.4.2.1 Lifting Bolts:The I'rfting bolts for the No. C150- concrete bearing stress at the seat of the C150-0121,C150-
�, 0121,C150-0298 and C150-0299 foundation brackets have 0147, C150-0239, C150-0298 and C150-0299 foundation
', a'/e-inch(22 mm)diameter and comply with SAE J429 Grade brackets, respectively. In addition, ff deemed necessary by
5.The lifting bolt for the No. C150-0147 foundation bracket the building official, the effects of reduced lateral sliding
has a diameter of 1 inch (25 mm) and complies with SAE resistance due to uplift from wind or seismic loads shall be
J429 Grade 5. considered fnr each project utilizing the C150-0121, C150-
2.2.4.2.2 Cross Bolts:Cross bolts for the No.C150-0121, 0147,C150-0298 and C150-0299foundation repairbrackets.
C150-0298 and C150-0299 foundation brackets have a 2.3.3 Protectlon of Pier and Bracket Materlals:Protection
diameter of 5/e inch (16 mm) and comply with SAE J429 of the pier and bracket materials must comply with Section
Grade 5. The cross bolt for the No. C150-0147 foundation 1807.9 of the UBC.
bracket has a'/e inch (22 mm)diameter and complies with 2,4 Installation:
SAE J429 Grade 5. 5 2.4.1 General:The HELICAL PIER�Foundation System is
2.2.4.2.3 Concrete Anchor Bolts:Anchor bolts shall be /e installed by A. B. Chance Co. certified installers, trained to
inch (15.9 mm) in diameter for all foundation brackets. install the A. B. Chance Co. HELICAL PIER� Foundation
Concrete anchor bolts are designed for each project System.
2.2.4.3 Light�uty Underpinning Bracket:The bolt for the 2,4.7.1 Foundation Mchors:The foundation anchors are
light-duty underpinning bracket is a 1-inch�Jiameter(25 mm) installed using rotary motors having forvvard and reverse
bolt complying with SAE J429 Grade 5. capabilities.The foundation anchors must be positioned and
2.2.4.4 Slab Repair Bracket: The bolt for the slab repair angled as specified in the approved plans. Foundation
bracket is a 1-inch-diameter(25 mm)bolt complying with SAE anchors to be attached to the structure with the C150-0121,
J429 Grade 5. C150-0147, C150-0298 and C150-0299 foundation repair
2.2.4.5 New-construction Foundation Bracket:The bolt brackets are installed at an angle of 3 to 5 degrees from
used to connect the new-construction foundation bracket to vertical.Foundation anchors attached to structures by means
the foundation anchor is a 3/;inch-diameter(19.1 mm) bolt ofthe No.C150-02391ight-dutyunderpinning bracket,the No.
complying with SAE J429 Grade 5 for 1'/Z inch(38 mm)RCS T150-0085 slab repair bracket or the No. C150-0132 new-
Page 3 of 8 ER-5110
. construction foundation bracket,are installed vertically plumb. foundation anchors and compliance ofthe installation with the
The foundation anchors are installed in a smooth,continuous approved construction documents and this evaluation repoR.
manner,with the rate of rotation being within the range of 5 to In lieu of continuous special inspection, periodic special
20 revolutions per minute. Extensions are connected to the inspection in accordance with Section 1701.6.2 of the code is
foundation anchor using the bofts specified in Table 2. permitted provided that installers are certified by the
Coupling bolts must be tightened firmly with a wrench.The manufacturer and structural observations in accordance with
foundation anchors are installed to the minimum depth shown Section 1702 are provided.
on the plans,but with the top helix not less than 5 feet(1524 periodic inspections shall be performed in accordance with
mm)below the bottom of the foundation. the following schedule, subject to the building official's
2.4.1.2 C150-0121,C150-0147,C150-0298 and C150-0299 approval:
Foundation Repalr Brackets:The T-shaped upper bracket �, gefore the start of work Verify manufacturer, verify
body is slid over the end of the extension of the installed installer's certification by the manufacturer, and confirm
foundation anchor.The lower bracket body is attached to the pier and bracket configuration compliance with
concrete foundation by means of a concrete anchor construction documents and this evaluation report.
complying with the code or a current evaluation report. The 2, Installation of first helical steel pier—Verify that location,
lower bracket body is attached to the upper bracket body installation torque,and depth of helical steel piers comply
using the I'rfting bolts.A jack placed on top of the T-shaped �h construction documents.Veriy that installers keep an
section of the bracket,with a jacking tool on top of the jack installation log.
and connected to the lifting bolts, is used to lift the lower
bracket body as it pushes down on the upper bracket body. 3. First connection to building structure—Verify that
The nuts on the bolts are tightened and the jack is removed. installation of foundation repair brackets or new
2.4.1.3 Slab Repair Bracket: The slab repair bracket is �nstruction brackets complies with construction
installed on top of a foundation anchor that has been installed documents and this evaluation report.
through a 6-inch-diameter(152 mm)hole core-drilled through 4. End of work—Verify that installation log complies with
the concrete slab.The top of the foundation anchor shall be requirements specified in the construction documents;
1 inch (25 mm) below the slab. Prior to installing the verify that installation of all structural connections
foundation anchor, a 1-foot-deep (304.8 mm) pocket is �mplies with construction documents and this evaluation
+ excavated in the subgrade beneath the hole in the slab.The report.
slab repair bracket tube is placed over the foundation anchor 2.5 Identification:
shaft.The slab repair bracket channel is placed on top of the Foundation anchors have the word "CHANCE"stamped on
bracket tube.The leveling boft is threaded into the channel the top of the helix.The foundation anchors are also identified
I and tube, positioning the bracket so that each end of the by a tag or label bea�ng the name and address of A. B.
channel is in contact with at least 4 square inches(2580 mm) Chance Co.,the catalog number,the product description,the
of the slab. The maximum torque on the bolt is 150 ft.-Ibs. evaluation report number (ER-5110), and the name of the
' (203 N•m).See Figure 5 for typical installation details. inspection agency(RADCO).The brackets are identified by
2.4.1.4 New-construction Foundation Bracket:The end labels bearing the catalog number and product description.In
of the shaft of the installed foundation anchor is cut off,or the addition,the letter'C'is stamped on the No.C150-0121,No.
pier is installed until the shaft top is a minimum of 3 inches C150-0298,No.C150-0299 and No.C150-0147 brackets.
(76 mm)above the foundation subgrade or at a level where 3.0 EVIDENCE SUBMITTED
' the bracket will support an upper layer of steel reinforcing
bars in the concrete foundation. The new-construdion Material specifications,installation instructions,load tests and
j foundation bracket is placed over,and seated on the top of, a quality control manual.
the foundation anchor shaft.The steel reinforcing bars of the 4.0 FINDINGS
foundation are placed in direct contact with the top of the That the HELICAL PIER°Foundation Systems described
bracket. If required, the bracket is connected to the �n this report comply with the 1997 Unlform Bullding
' foundation anchor shaft with a /4 inch�iiameter(19 mm)bolt ,,,,
installed through a 13/1e inch-diameter (20.6 mm) hole Code ,subject to the following conditions:
predrilled in 1'/2-inch(38 mm)RCS foundation anchor shafts, 4.1 The foundation anchors are manufactured at the A.
or a'/8 inch-diameter(22 mm)bolt installed through a 1-inch- B. Chance Co. facility located at 210 North Allen
diameter(25 mm)hole predrilled in 1314 inch(44.5 mm)RCS Street,In Centralla,Mlssouri,undera qualitycontrol
foundation anchor shafts.See Figure 6. program with inspections by RADCO(AA-650).
2.4.1.5 Light-duty Underpinning Bracket:The end of the 4.2 The foundation anchors are manufactured,
shaft of the installed foundation anchor is cut off or the identified and installed In accordance wlth this
foundation anchor is installed until the shaft top is a minimum report.
of 1 inch (25 mm) below the bottom of the slab. The bolt 4.3 Special inspection is provided in accordance with
guide is placed on top of the foundation anchor shaft and the
pipe of the bracket is slipped over the shaft.The bracket is Section 2.4.2 of this report.
attached to the concrete slab by means of concrete anchors 4.4 Engineering calculations and drawings, in
installed in accordance with the evaluation report on the accordance with recognized engineering principles
anchor.The lifting bolt is threaded into the pipe cap so that its and deslgn parameters,are p�ovided to the building
base engages the bolt guide inside the pipe.The maximum ofFicial.
torque on the bolt is 200 ft.-Ibs.(27.1 N•m).See Figure 8 for 4.5 A soll Investigation must be provided for each
installation details.
project site in accordance with Section 2.3.1 of this
2.4.2 Special Inspection:Special inspection in accordance report.
with Section 1701 of the code shall be provided for the
installation of the foundation anchors and foundation 4.6 The applied factored loads must not exceed the
brackets.Items to be confirmed by the special inspector shall design strength loads in Section 2.3 of this report.
include,but not be limited to,the manutacturers certification This report Is subject to re-examination in one year.
of installers, the installation torque and depth of the
Page 4 of 8 ER-5110
TABLE 1—DESCRIPTION AND DESIGN STRENGTHS OF LEAD SECTIONS
DHNENSIONS� �p&GN HELIX PLATE
ITEM CATALOG STRENG7H MATERIAL 3HAFT
NUMBER NUMBER A(fiey B(Mches) C(inchas) D(IncMs) E(IncMs) F(inch) (kipa) SPECIFICATpN TYPE
1 C150-0002 5 It/2 8 — — 5l16 20
2 cisa000i � i1iZ s — — Si,b zo
3 cisaooss s i1iZ lo — — silb 20 .as�rn�A s�2 or
A 935 Grade 50
4 C150-0003 7 11/2 10 — — s/16 Zp Fv=50 ksi
Fw=65 ksi
5 C 15Q0242 5 1�/2 12 — — 5/tb 20
6 C 150-0004 7 1�/2 12 — — 5/t6 20
7 C150-0243 5 1�/2 14 — — 5ltb 16 ASTM A 656 or
A 936 Grade 80
8 C 150-0005 7 1�/Z 14 — — 5/16 16 F =80 ksi
F�=65 ksi
9 C156-0086 3 1�/Z 6 6 — 1/q 27.5
10 C150-0244 3 1�/2 6 8 — 1/q 27.5
11 C150-0030 7 1�/Z 6 8 — i�4 2�5 RCSZ
Solid
12 CISa0160 3 11/Z 8 10 — i/a 2�•5 ASTM A 572 or Steel Baz
13 C150-0006 7 li/Z 8 10 — t�4 27 5 A 935 Grade 50
F =50 ksi
14 C15Q0031 l0i/Z li/z 8 ]0 — I/q 27.5 Fv=65 ksi
, 15 C15Q0161 3�/Z l�/Z 10 12 — 1/q 27.5
16 C150-0051 7 1�/2 10 12 — 1/4 27.5
� 17 C150-0007 5�/Z l�/2 8 10 12 �/q 27.5
18 C150-0168 2�/2 11/2 8 ' 10 — i/q 35
19 C150-0169 5 11lZ 8 10 l2 1/q 35
20 C150.0163 7 l�/Z 10 12 14 �/q 35 ,�'['M A 656 or
21 C150-0O10 Si/Z 13/q 8 — — 5�16 25 A 936 Crtade 80
F =80 ksi
22 C150-0011 51/Z 13/q 10 5/�6 25 �_��
I 23 C150-0012 51/Z 13/q 8 10 — 5/tb 50
' 24 C150-0180 5�/Z 13/4 8 10 12 5/tb 50
For SI:1 inch=25.4 mm,1 foot=304.8 mm,1 Idp=4.448 kN,1 ksi=6.895 MPa.
�For description of dimensions,see Figiue 1.
ZRCS a Roimd comered square.
I
i
�
Page 5 of 8 ER-5110
TABLE 2—DESCRIPTION AND DESIGN STRENGTH OF EXTENSIONS
DIMENSIONS� p��N COUPLIN6 BOLT32
HELIX PLATE
Il'EM CATALOG STRENGTH �an� � MpTERIpL
NUMBER NUMBER A(fwU B(Mchw) C(Inchaa) F Qnch) (kips) Type $pEqFICATION
i cisaooa� sliz I'iz — —
z cisa000s s ili2 — —
3 C15Q0009 7 l�lZ — —
4 C15U-0048 10 1�/2 — — 27.5
53 C150-0159 5 I�/Z 12 4q
64 C150-0166 3�/Z I�/2 14 �/q ASTMA320 12-inchhelix:
74 C150.0167 5 1�/Z 14 �/a 1 3/4�C� G�L7 A 935 Grade 50
8 C150-0144 31/y 1�/y — — F�=50 ksi
Fu=65 ksi
9 C150-0145 5 1�/y — — 14-inch belix:
l0 CI50-0146 7 1�/Z — — 35 �T�'1�9366 and
11 C150.0175 lOt/Z 1�/2 — — Giade 80
F =80 ksi
124 C150-0176 4 1 i/2 14 4a Fu=90 ksi
13 C150.0183 3�/2 13/a — —
14 CI50-0013 5 13/a — —
IS CI50-0014 7 13/4 — — 50 � �/8��b AS�B�93
16 C150-0184 10�/Z 13/4
l74 C150-0185 4 13/q 14 5�16
For SI:1 inch=25.4 mm,1 foot=304.8 mm,I kip=4.448 kN,1 ksi=6.895 MPa.
�For description of dimensions A through F,see Figure 1.
ZBolts connect extensions to lead sections or extensions.
3Design strength of helix is 20 kips.
4Design strength of helix is 16 kips.
Page 6 of 8 ER-5110
E
s-� �-
�
TYP
F
D
� A
' A
c---
LEAD SECTION � � F
�
�
B
FIGURE 1--HELICAL STEEL PIER
�i �
I 0 �
i �
Q � � �
C750-0147 FOR 0 C150-0121,C50-0298
. 13/q"SHAFT RND C150-0299
�
For SI:1 inch=25.4 mm.
FIGURE 2—FOUNDATION REPAIR BRACKETS
Page 7 of 8 ER-5110
I �
4" CHANNEL 4" x 7 3/a" STEEL PLATE
�/ 15" LONG `/
0
, C150-0132
' T150-0085 FOR
FOR 1�/2" SHAFT 1�/2" AND 13/a"
INCLUDES: SHAFTS
CHANNEL, BOLT, AND
ANCHOR TERMINATOR
For SI:I inch=25.4 mm. For SI:1 inch=25.4 mm.
FIGURE 3--SLAB REPAIR BRACKET FIGURE 4—NEW-CONSTRUCTION FOUNDATION BRACKET
CONCRETE
SLAB-ON- LIFTING BOLT
GRADE �
Y
; �` �—
�C ,
� � ------ -;------
�
� RE-INFORCING
� LIFTING �_ BARS
CHANNEL ' SLAB � /,(�'//
REPAIR
; BRACKET
�
HELICAL
I STEEL PIER O
0
CONCRETE
FOUNDATION
FIGURE S--TYPiCAL INSTALLATION OF SLAB REPAIR BRACt�T FIGURE 6—TYPICAL INSTALLATION OF NEW-CONTRUCTION
FOUNDATION BRACKET
� Rage 8 of 8 ER-5110
� CONCRETE ANCHOR
S�B BOLT
� fl
' . ' ' . • ; .' LIFTING BOLT
. p • •
• � � �.���_
.' • �4 6 •.� PIPE CAP
� � �
ii
C150-0239 4�� BOLT GUIDE
FOR 1�/2" SHAFTS , ,
� �
i �
� �
� �
� �
� �
� �
For SI:1 inch=25.4 mm. � �
I I
� I �
FIGURE 7—LIGHT-DUTY BRACKET � �
I I
� -. HELICAL PIER
. FIGURE 8—TYPICAL INSTALLATION OF LIGHT-DUTY
UNDERPINNING BRACKET
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❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. �95Z� Z49-4600
OwnerlContractor o site:
Inspector. '
White Copyllnspector's File Canary CopylSite Notice
�� ..1�`�� "
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Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION
Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS
� ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT
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_ ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL
� ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL
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V BEFORE COVERING PERMANENT
❑CORRECTUNSAFECONDITIONWITNIN HOURS. C PHOTOTAKEN
INSPECTOR W4LL RETURN
❑STOP ORDER POSTED.CALL INSPECTOR � CITATION ISSUED
❑ INSPECTION REOUtRED.CALI TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952� 249-46��
OwnerlContractor on site:
Inspector. �/ �r � ��
White Copyllnspector's File Canary CopylSite Notice