HomeMy WebLinkAboutCorrespondence re structural integrity of hse �,�v ic uc uY: C�p p. 2
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Larson
Larson Speciaity Structures fnc
5931 Hobe Lane
White Bear Lake. Mir.r,esots 55S1Q
651 653 7674 Fax:fi51 653 7687
No�ember 12, 2002
Jeff�Cole
�776 Casco Point Rd.
Urono, �vliV�53�1
Re: 2776 Casco Point Rd.
Orono, point Rd.
Dear Jeff;
On October 31, 2002 C inspecte� the abov�referenced residence. "I'he putp�se of this
inspection was to make a structural evaluation of the existing fnundation and detecmine
its suitability for supportin�a second;loor. Oc.,r investigatzcn was limited solely to the
evaluation of the existing foundation and did not inva]ve any structual analysis of the
proposed additions.
The existing basement is a ful] basement under the remaining existing house. There w-as a
porch and garage structwe that has been remo�-ed as p•rrt of the proposed additioi� and
remodel:ng project. The origina] house wa�constructed in the 194+J's. Th,e foundation
consists of an �" concrete block walI supported on a 4 '.% "x 20" footing. The qu�stion
has been raised as to whetlier or not this is sufiicient ta suppon and additiunal floor as
proposed.
8" Black Vl�alls
The existing bl,ek walls are in fair to �ood aulicturaE eondition. There is no evidence Qf
settlement or signiticant movement. There� is a vertical cracK on tne northwest corner of
the found�tion. This crack varies in width fro�n a hairline at the base to about 1�'8"at the
mid haight. (See Picture#2 j This crack is a shrinl:a��crack and is not a structural
concern. Masonry shrinks as it ages, espe�;iat;�� the first ye�•or two of;ts fife. It t;-hen
de��elops vertical cracks in random!ocations_ �Lhe��ail s�ans from The fi�oting up to ti-�e
first floor, so the verticai crack does not affect the strucniral strength of the wal[ 'i nis
crack has been there for a ver�� lon};time and shoul�n�t get anv.��orse, even with the
additional load from the new addition.
There is a horizontal crack on the �ast side of'the south walL This crack;s causad bv a
slight bowinb inward of the wall at this location. The crack is of ihe hairline variet}�. [n •
mv opinion the bow in ;he wall is well wrthin acceptable limits. Additional load fr�m the
, new addi[ion ��•ill actually impr��e this condirion and tend to close the crack.
nav 1� oz 04: z9p p, 3
There is a very old crack in the nort�.�ast corner of the foundation. (See Picture#4)
This crack was farmed because of mov�ment in th�e porch and gazage structure that was
tarn down. 'This corner needs to be patched and repaired.
The 8"block w�all only has about 42"of retained earth. The wall is adequate to re�ist this
amount of horizontal eat-th pressures. The new addition does not change the amount of
earth retained, so this �ondition wilt remain as it has for the past fifty y�ears. The added
weight of the new addition also heips resist horizonta! earth pressures.
In my opinion the 8"block walls are adequaie to suppurt the second floor additior, as
praposed.
Footin
�he fu�ting is appraximately 4 ;2 inches tl:ick a.nc!20"wide. "I'his does not meet normal
code requirements but our ca2cuiarions indicate this is sufficient:o suppart the 4aads
involved with addition of the propesed secor:d floor. ��ee Calculatiuns} Our calculations
indicate that •Nitn an effective w;d:h of 17"tlie soi! pressure is just 1�07 PSF.
The soils are a ver�� stiff; derise clay. It�s so dense it is neazl} impossible to penetrate
with a shovel. No�rnal excavation procedures are to machine excavate down t� a'oout 3"
or 4"from the b�ottom of the footing and then hand dig the last the fast 3"or 4"hy iiand.
?h�s soil is so dense chat I thinl:this becam.e very difficult and so the foot:n�depth was
minimized_ In my opinion, these soils are capable of supporting soi[pressares well in
e�cess of 3000 PSF. The soils report by Braun Interec indicates soi]-bear;n�pressures of
?OOU to 60(30 PSF are acceptable. The ;i07 PSF is a relatively light soil pressure, and is
well below u�hat the seil is capable of supporting.
In my opinion the footings are adequate to suppert the groposed addition.
New Addition Footin�s
The excavation for the ne�v addition to the no:�h was done at the time of�my ir.spec:ion.
The r+ottom of the excavati�n alon�the north w-all had soane spots that still had som:.
inter mixed black soils. This is indicative of sume organic; mater:al in these spots. Ttie
biack soi:s snouid be removed from the bottom of footing in these locations, prior to
pouring of footings. The black soils are in just a fe��spots and are just a few incnes deep.
(See also the Soils report by Brawi intertecj.
If y�u have any questions regarding our findings or recommendation� pf.ease contact me
at any iime. I hefeby csrtify that this plSn, SpeCfi�tiOri,
or report was prepar�d �y me or Lnder my
Yours tru y', direc!superv�sion a�a thoi 1 am a duly
l Li:,'ertse� Pt�fessic3:a� E^r�neer uncer iRe
�•�,��`D taws of 1�e S;�t� �f FuiinnEsc•:a.
�---
VVayne C. Larson, PE Pnnt Name: '�rV vne C. Larson
Signature: ��'r�'�—
Date��12-02. License#78�1
�ov lZ 02 04: 28p p. 4
l.arson Specialty Structures Ina S�S��CT 2_7�G ��GO l�{jJ�l4' � SkEE��vG. � o�
' S931 Hobe Lane (���' � /�� �"
VJnite Bear Lake,MN 55116 ��''^'k� ` •=�_' COw1M.i•�O. �D�j 3
L 651 553 7674 Fax:651 653 7687 ��7�Sae►J'�uC�(S� p�p,�tf'j7 9Y �L 04TE ��-��Z,
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L� Larson
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A Summary Report for
NAr.Jeff Cale
Proposed Multi-Story Addition to Sin�le-Family Residence
2776 Casco Point Road
Orono,Minnesota
Profc�iunal Ccrtif cAtiaa
d hereby certify that this plan,specificatior.or report was
prepaz�d by me or under my dircct supervisian and thai I am
a duDy Licensed T'rofessional Engineer under the law s of 1ie
State of Minncsdta.
���
�i��9'�'
Paul S.Gionfriddo,PE
Seni�r Engineer
License Iv'umber: 23093
Novcmbcr 8,2002
1'roject BAIIX-O�-OG72
Braun Intertec Corporation
NC� ". '' -- - :w�1r�a BrcG� i ^te `.�� !io O��F �' �
g�a V N braun InioA�c Corpererise I Phc,ne: 959.Vq5 2000
1 1C01 Hamoshrce/Lvenue S I Fox: 952.9tiS 2020
INTERTEC �1�nnccpolia, MN�5438 Web bro�n;nterrec.con,
Novembcr 8, 2002 Projcct BA.BX-02-0672
Mr.Jeff Cole
2776 Casco Point Road
Orono,MN 5539I-94I4
Dear Mr Cole•
Rc' Soil Evaluation, Proposed Multi-Story Addition to Singic-�'amily Residence,277G C�.sco Point
Road,4roaa,Minr�csota
We have completed the soil evaluarion for the mvlti-story addition to the sing'.e-family residenee at
2776 Casr.o�ovnt�toad in Oxono,Ivlinnesota. Our eva�uation included perfor,ning haad auger borings,
hand penetror�eter tests, dynamio cone per!etrometer tests and visually ciass:fying sc�il obtained from the
boriugs. These services were pravided following coaversations v✓ith you,your dcsi�team and as
required by the City of Orono„
Situation
Wc uaderstard trat you propos�to cansmu;t a multi-story addition to the existing single-fanu:y residcnce
at 2776 Caseo Point Road;n O�ono. '�'f�e addition will inelude a seco;�d story over portions of thc
existing house as welt as a garage addition
We furthrr understand that t.he City of Orono has rcqu�sted the soil beneath tl:e existing home as�ell as
the soi�beneath tne proposed addition be evaluated priox to issuing constivction permits
Procedures a�ad Observations
On Tuesday,Nove:nber 5, 2002, Mr.Psu? Gion�ddo,project engineer £vr Braun L�tertcc met with you to
obsen•e soil conditions and perform hand auger borings, dynamic conc pe�i�t�ometer{DC'P) tests and
hand penetometer tests. Footings for the groposed addition were excav�ted prinr to arri�•ai on
November 4,2002. !�rcas betwe;en t:7e fooring trenchcs wcrc not excavated. Five(5)h�nd auger borings
were performed in the base of the faotin�excavation. Two hand auger borings were advanced
horizontally into the soil hencath thc cxistin� footings to the house. T�ree of the hand auger borings were
laken along the north footing iine. 'I'o further aid in e��aluating soil stren�th,two pCP tests w•ere
performed in the base of the footing excavation and hand peneLr�rneler tests taken at random locations.,
~ - Prtwiding eng:neerng Qr.�I Cncirpr.mgTttal SU�SLi0113 Slll�e l957
��o� i � Zl �� :»4FM 6raur ! �teripc �do uG96 P 4
' Mr, Ieff Colc
Project BABX-02-0672
Novernber 8,2002
Page 2
Thc approximaie 3ocations of the hand auger borings,DCP tests and hand penetromcter tests are shown
on the attached sketch
The l�nd auger borings were perfurmed with a 3 1/2-:nch-diamctcr hax�d auger_ The barings wexe
acivanc;ed in appro�cimate 6-ineh inerements to depths apptoxinnate)y 1 to 4 feet below the bottom of the
cxcavation. With each increment penetrated, the auger was then withdrawn front tht borehole to obtain
soil cuttings. Tf�e soil encountered in thc borings was classifiec in g�cral accor�ance with ASTM 2485,
"Deseript'son and Identification of Soils(Visual(Manual l'rocedsres}." Prelirninary estimatcs of soil
consistency and density were also evaluated based on resistancc to penetration of the h�nd 3u�er and the
turning resistanc�.
The h:�nd penetrometer tests were dane with a Soiltest Model CL-700 pockct pez�ctrometer.. '1'he po�kel
peneirometer is a hand-held,spring-loaded device with a cylindriwl-shaped tip_ The tip of thc pocket
penetrometer is pushed into thc soil approximately Y.inch. Thc calibrated spring provides an indicatior
of the soil's compressi�e strength..
The d}rnamic eone penetro�neter tests were done using a solid metal rod fitted ti�zLh a 1 "a-inch diameter
conical point. The poir:t is driven into the soil with a 10-pour:d weight falling 24 inches The num.Uer of
blows rec�uired to drive the point incrementalJy G inches into the ground is recordcd. The blows reyuu-ed
to drive lhe puint eaeh 6-inch increment is then used to judge the soil's rc;larive density and as a basis to
estimate the suitability of thc soils to support the design loads,
Results
Thc;hand auger borings taken horizantally bcneath the existing footings ider►tified as HA-3 and HA-4
encount�red Iean clay to sandy Iean ciay gl�cial tiII. The lean cfay at�d sandy lean clay corresponds ta
ASTM dcsi�nation CL Hand penearomeler readin��s in the lean clay showed readings of 1 %z to 3 '/: Tor.s
per square f'oot(tsf}.
The hand au�r borings taken along the north footing line identified as HA-1,HA-2 and HA-5
encountcred agproximaceiy G inches to 12 inches of blaek topsoil with roots underlain Uy lean clay to
sandy lcan.clay�lacisi tilt. The topsoil was thickcs:{ap}�roximntely 12 inches)at HA-t and tapercc�off to
approximately G inches at HA-S. Hand penetrometer readings in che Jean elay recove:ed f�'om t}�e hand
auger borings showed zeadings of 1 %z tsf at HA-1 and 3 tsf at HA-S.
'�I'he Cxcavation base showed lean ciay and sandy Iean cta�along the tivest and sovth fooling 3ines. HIInd
penetrometer readings in these areas showed readings�enerally greater lh�n� tsf
�o, 'lUU1 � �44PM Nr?un fn'�rt�r, Pdc� G09E P , 5
� Mr. Jeff Cole
� Projcct BABX-02-0672
November 8,2002
Page 3
Groundwater was observed at approxir.�ately 1 to 1 %z feet bclow the gound sur�ace ar HA-1
Groundwatcr appearcd to bc associatcd with sand scam(s)within thc clay till.
Conclusions/Recommendations
The results�f our hand auger borings identi�ed approximately G to 12 inch�s of topsoiI overlyint lean
clay and sandy lcan clay glacial till al�ng the north foating line. 'The south and west footing lines wexe
cxcavated to expose the glacial till soi]. 1he topsoil observcd in the base of the north footing line
excavation was not suitab�e for support of the proposed additio». We recommend that the topsoil be
removed to a depth to ex�ose th�underiying giaciai till soil.
Hand penetrometer readings taken beneath the existing footings and in the glacial till soils recovered from
the hand au�er borings ranged from approximatcly 1 %z tsf to greatcr than 3 tsf.
Based on these results,the glacial til]soijs identified at the site was jLdged suitable for support of[he
proposed addition.
Groundwater observed in hand auger boring HA-1 appears to be associatcd vvith sand seams within the
clay till. The groundwater observed is not anticipated to adversely affect construc`ion of the proposed
addition.
The unexcavated areas beriveen the�'ooting Iizaes showed!ayer(s)of topsoil and roots. We t:nder�tand
floor slabs and/ar garage slabs wi11 be constrvcted over these areas. It is recominended lha�the topsoiJ
and roots be removed and replaced within 4 to 6 inches of tlie bottom of the slabs. It is recommended that
4 to 6 inches of granular rnaterial containing less than 10 percent gassing the number 200 qieve be p?aced
beneath the floor slabs end/or garagc slabs.
Construction for th�proposed add:tioz is progressin�into the wintez months. We recommeud nsing good
winier construction procedures, Exposcd soil at footing depth should be protected from freezing,
Concrete should not be plaeed on frozen soil and frozen soil shouid:iot be placed as fill or backfill
, �o� 11 2u0� 5 .46PM Braun fr�tertec No 0096 P 6
' � Mr.Jcff Cole
' Project BABX-02-0672
November A,2002
Page 4
Generai
No established national standards exist for soia evaluation. We have u,ced the methods and procedures
described in this report. Other firms may use different procedures to eval�ate the topsoiI conditions,
Serviccs p�.�rformed by Braun Intertec for ihis project have been conductcd with that level of care and ski]1
ordinanIy exercised by nnembers of the proftssron currcntiy practicing in this area under similar budget
and time restrain�s. No warranty,expressed or implied,is made_
If you have any questions, or require additional testing,glease cail YauI Gionfriddo at(9S2)995-2�50 or
Ron Shaffcr at(952}995•2234„
Sinccrcly,
Braun Inte:te,c Corporation
��
Paul S. Gionfriddo,PE
Project Engzneer
�������G�����
�tonatd A,. Sliaffer,PE
Associate—Senior En.ginec.7
Attachmcrtts:
L�ynamic Cone Penetrometer Test Report
c: Mr.Harland Hess; RC Cunsultants
rn��
, P�o� 1 ! • 20��2 5 ��5PM 6ra�� I�tertec P�o OC96 � '
' N
� B R'�� H py��mi� Cone Penetrameter Test Re�ort ,
!NTE RTEC
. Aoo,i�ov, Co�� �e�s�O�.C�
rob�o,: ,p�px- oa- � (�7a- Job Name� a�7� c�sco Ao1Nr �e.o�a
Client: �-�F� Co�E Tecr.:
PRut (',�o,���e�� Datc: „ o�
Prreetr�meter Dirnensions� 1 3/!6-inc?�diameie:tip, 10-pound hammer,24-incr.fall
Locatioti SketcG:
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Test Results
TPst Number I 4C p �/ I ,p C p �.?..� ( j
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Suruce Eleva�ion ; ' ( ; g
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Bia�r�s, 0-6" I s ` I � �
B la�vs. 6-12" I � /y ;
,
Blows, 1?-I S" � g' I /O �
B�o���s, 18-2��� � r r � � � i
��u��s, ?�-�o�� 3� � �3 7 � � � �
}3;o�vs: 3Q-36" I 3J-� ! / � �
IIlaws, :6-Y?•' ( ( � � f �
����Ws,a?-::s�' I I � � 1
a�o,��s,as-s��� � � I I i
Blo���s, ��-60" I ! I I '
B lows, 60-66" � I I
Blotivs, 6G-72" � i � i
Blow�s, 72-^8" I I �
trm�prncc•f �/OD