HomeMy WebLinkAboutPC87010 6-11-87 5401 69th AveCITY OF BROOKLYN CENTER
PLANNING COMMISSION APPLICATION
Application No. 87010
Street Location of Property.
Please Print Clearly or Type
5401 69th Avenue North
Legal Description of Property see attached survey
Owner_; Maranatha Conservative Baptist Home, Inc.
Address 5401 69th Aveiaue Nor.th,. •B:ro..ok] yrl; Center, MN Phone No.
561-0477
Applicant
Maranatha
Conservative
Baptist Home, Inc.
Address
5401 69th
Avenue North,
Brooklyn Center, MN Phone No. 561-0477
Type of Request: Rezoning
Variance
Special Use Permit
Subdivision Approval
X Site & Bldg. Plan Approval
Other:
Description of Request: Request Site and Building Plan review and approval
Cl
X i �C r �Ct X �� c� ( gi b t� ADS r <r IO Q 1� i n c-ft
The applicant requests processing of this application and agrees to pay to the City of
Brooklyn Center, within fifteen (15) days after mailing or delivery of the billing state-
ment, the actual costs incurred by,the City for Engineering, Planning and Legal expenses
reasonably and necessarily required by the City for -the processing of the appliP
'
Such costs shall be in addition to the application fee described herein. Withdthe application shall not relieve the applicant of t ligation to pay cost
prior to withdrawal. / `/ 'A
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Fee $ 250.00 Applicant's Signature
Receipt No. 74668 Date:G�1JKZ
PLANNING COMMISSION RECOMMENDATION
Dates of P.C. Consideration: 7-/&-q 7
Approved +Denied this day of 19 , subject to the
following conditions:
2
hai
CITY COUNCIL ACTION
Dates of Council Consideration: ,,� 7 -1 -7
Approved Denied_ this � day of 19 with the following
amendment:
Clerk
P/I Form No. 18 (over please)
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1
CITY OF BROOKLYN CENTER, MINNESOTA
6301 Shingle Creek Parkway 55430
PROCEDURES AND REQUIREMENTS FOR FILING APPLICATION FOR SITE AND BUILDING,
PLAN APPROVAL
Prior to submission of an application for plan review and approval, prospective
applicants should arrange a•n informational meeting with the Planning Staff to discuss
preliminary plans and to become familiarized with applicable ordinance and policy
provisions.
Four (4) copies of the following documents and information shall 'be submitted, at least
14 days prior to the date of the•reqular Commission meeting, concurrent with fi inT o the
application (required documents -must be, consi ste► -L w•i L;i 'uru i llailce and policy prov, 5•i ons
before an application may be accepted):
1. A certified site survey drawing by a registered engineer or land surveyor
showing pertinent existing condition, accurately dimensioned.
.J
I
2. *An accurately scaled and dimensioned site plan indicating:
a) parking layouts and access provisions,.•including calculation of
ordinance parking requirements;
b) designations and locations of all proposed buildings and required
setback lines;
c) fences, walls or other screening, including heights and type ,
of material;
d) outside lighting provisions, type and location (foot candle strength
at property line must be calcul•ated);
e) curbing (B612 curb and gutter is required). Indicate radius measurements;
f) building information, including: gross floor area, type of construction -
and occupancy classification.
3. *A landscape plan showing areas to be sodded or seeded, quantity, location,.
size and species of trees and shrubbery. (Note: underground irrigation
is required in -all landscaped areas in commercial and industrial districts.
Plans must be so noted).
4. *Building floor plans, elevations, sections and specifications, including
materials proposed.
5. *Existing and proposed land elevations, drainage provisions, and utility
provisions, including the diameters of utility lines.
6. Additional drawings, plans or information deemed necessary by the Secretary.
*Must be prepared by a registered architect or person registered with the State
Board of Registration for Architects, Engineers, Landscape Architects and Land
Surveyors, and.said drawings/plans shall be so certified.
NOTE: Upon approval of plans by the Council and prior to issuance of permits,•a
Performance Agreement as to approved site improvements and a supporting
financial guarantee, in an amount to be determined by tFe City, are required.
Acceptable financial instruments include cash escrow; certificate of deposit;
and performance bond.
Copies of the Zoning Ordinance may.be obtained from the Administrative Office.
Questions should be directed to the Planning and Inspection Department.
P/I Form No. 19
Planning Commission Information Sheet
Application No. 87010
Applicant: Maranatha Conservative Baptist Home
Location: 5401 69th Avenue North
Request: Site and Building Plan
Location/Use
The applicant requests site and building plan approval to construct a four storey,
65 unit elderly housing apartment building on a 143,782 sq. ft. parcel of land
immediately west of the nursing home at 5401 69th Avenue North. The land in
question is proposed to be rezoned, to R6 and is bounded by 69th Avenue North on the
north (with the Ponds townhouse development on the side opposite), by the Maranatha
nursing home on the east, by single-family homes on the south, and by a three -storey
apartment complex in Brooklyn Park on the west. Four storey apartment buildings
with ancillary services contained within are permitted uses in the R6 zoning
district. The proposed apartment building will be attached to the existing nursing
home at the property line.
Access/Parking
Access to the site is to be gained via a new driveway opposite Unity Avenue North off
69th Avenue North. That driveway divides into a driveway that goes to the main
parking lot south of the building and another that runs past the main entrance of the
building to the nursing home parking lot to the east. An existing access to the
nursing home will be closed and relocated eastward. The site plan provides for 95
parking spaces to be installed at present (9 of which will be covered parking stalls)
and 35 future spaces (7 of which will be covered) . A 25' buffer will remain after
construction of the future stalls. The total of 130 potential parking spaces
equals the ordinance requirement of two per unit. Staff see no problem ;with a
deferral of 35 spaces inasmuchas the project is geared toward elderly residents. A
proof -of -parking covenant, however, will need to be filed with the plat at the
County.
Landscaping
The landscape plan calls for numerous plantings totalling 512.5 points under the
landscape point system. The points for shrubs exceed the maximum that can be
credited. The total of points credited is 460.3 points. (Total points required is
277.5). Of these, 230 are for shade trees, including 16 Red Maple, 3 Marshall's
Seedless Ash, and 4 Littleleaf Lindens. Fifteen (15) coniferous trees are
proposed, including 14 Black Hills Spruce. Nine ornamental trees are proposed, all
Cockspur Hawthorn. The plan also calls for 348 shrubs, including 35 Redosier
Dogwood, 38 Isanti Dogwood, 89 Dwarf Winged Enonymous, 32 Pfitzer Juniper, 37 Dwarf
Korean Lilac, 44 Techney Arborvitae, and 31 Arrowood Vibernum. The plan also calls
for saving a number of existing trees, including 11 that are 6" diameter or greater.
This meets the ordinance requirement for 6" diameter trees. The plan calls for a
25' buffer strip adjacent to the single family residences to the south, even when
future parking stalls are taken into account. A shrub row of 65 Dwarf Winged
Euonymous is proposed south of the proof -of -parking area as a screening device as
required by Section 35-410.
Grading/Drainage/Utilities
The front north of the site is proposed to drain to a drainage channel running
along the south right-of-way line of 69th Avenue North at this location. The
southerly portion of the site is to drain to a holding pond south and west of the
7-16-87 -1-
Application No. 87010 continued
building in the main green area on the site. These drainage areas will drain into a
ditch running along the west edge of the site. That ditch flows under 69th into the
watercourse that flows through the Island Ponds townhouses development and
ultimately drains into Shingle Creek. The westerly portion of the site is
designated as being within the 100 year flood plain. The 100 year flood elevation
for this area was estimated by the Federal Emergency Management Agency at 863.5'-
However, the City Engineer estimates that the 100 year flood elevation is actually
859.2' because the drainage in this area is back water to Shingle Creek which has a
100 year flood elevation at this stage of 859.0' . Drainage is to flow overland and
through curb drops to the water retention areas rather than through storm sewer
pipes. Storm sewer is proposed to carry water from the holding pond south of the
building to the drainage ditch along the west side of the site. An easment for the
ponding area south of the building is proposed on the preliminary plat ( see
Application No. 87011). The drainage plan ;will be subject to review and approval
by the Shingle Creek Watershed Management Commission.
As far as site utilities are concerned, the plans submitted are incomplete. The
plan calls for relocating an existing hydrant north of the nursing home which will
serve the east side of the building off a 6" water line. Two additional hydrants are
proposed northwest and south of the building off an 8" line that circles the
building. Location of fire hydrants should be subject to approval of the Fire
Chief. Staff recommend looping the water lines on the site which will require
putting the 8" line through and under the building to link up with the existing 6"
line. Sanitary sewer will connect to the City main in 69th Avenue North.
Building
The proposed building is to be located partially in an area presently designated as
flood fringe by the Federal Emergency Management Agency (FEMA). As such, the lower
storage area must be completely flood -proofed or the official map must be amended to
relocate the flood fringe boundary. FEMA's preliminary floodway map showed a flood
protection elevation of 864.5' (one foot above the estimated 100 year flood
elevation). This would exceed the proposed first floor elevation of the building
which is proposed at 864.43' (the same as type existing nursing home). A lower
storage level is proposed at 856.43' which will be below the City Engineer's
estimated 100 year flood elevation. If the flood plain map is amended, however, the
building would be entirely outside the flood plain and would not have to be flood -
proofed.
The elevations of the building are proposed to be a combination of face brick and
stucco with a slanting roof. The floor plan of the building shows nine "assisted
living" or efficiency type units. Section 35-400 subsection la of the Zoning
Ordinance allows for a density credit of 250 sq. ft. per efficiency unit, but also
limits their number to 10% of the units in a given complex. In this case, only seven
such units can be allowed. Finally, the building must be fire sprinklered and
equipped with fire separation walls in order for the wood frame construction to be
extended to four stories. Ancillary services will be available on the first floor
such as a barber shop, craft room, and congregate dining.
Lighting/Trash
The applicant proposes two high pressure sodium (amber) parking lot lighting
fixtures on 25' high poles on the south parking lot. In addition, 7 globe light
fixtures are proposed around the building and adjacent to the proposed pond.
Additional globe lights are proposed at building entrances and over the 9 garage
stalls. Trash container storage is to be inside the building.
7-16-87 -2-
Application No. 87010 continued
Recommendation
Action on this application is dependent on the action taken on rezoning Application
No. 87008. If the action on the rezoning is favorable, this application should only
be approved subject to at least the following conditions:
1. Building plans are subject to review and approval by the Building
Official with respect to applicable codes prior to the issuance
of permits.
2. Grading, drainage, utility and berming plans are subject to
review and approval by the City Engineer, prior to the issuance of
permits.
3. A site performance agreement and supporting financial guarantee
(in an amount to be determined by the City Manager) shall be
submitted prior to the issuance of permits.
4. Any outside trash disposal facilities and rooftop mechanical
equipment shall be appropriately screened from view.
5. The building is to be equipped with an automatic fire
extinguishing system to meet NFPA standards and shall be
connected to a central monitoring device in accordance with
Chapter 5 of the City Ordinances.
6. Plan approval is exclusive of all signery which is subject to
Chapter 34 of the City Ordinances.
7. B612 curb and gutter shall be provided around all parking and
driving areas.
8. The applicant shall submit an as -built survey of the property
prior to the release of the performance guarantee.
9. Fire hydrants shall be provided on the site at locations to be
approved by the Fire Chief.
10. The grading and drainage plan is subject to review and approval by
the Shingle Creek Watershed Management Commission prior to the
issuance of permits.
11. Plan approval acknowledges the existence of 11 trees on the site
greater than 6" in diameter. If these trees are removed or die as
a result of construction, they shall be replaced with new trees at
least 6" in diameter.
12. The plat of the property containing the parcel for this project
shall receive final approval and be filed at the County prior to
the issuance of building permits.
13. The ponding area on the site shall be protected by an easement
over the affected area. Said easement document shall be
executed and filed with the title to the property at the County
prior to the issuance of permits.
7-16-87 -3-
Application No. 87010 continued
114. The applicant shall execute a covenant agreement to provide up to
35 additional parking stalls on the site upon a determination of
need for such stalls by the City. Said covenant shall be filed
with the title to the property at the County prior to the issuance
of permits.
15. The plans shall be amended prior to the issuance of permits to
indicate the following:
a) Only 7 efficiency units rather than 9 is indicated on the plan
submitted.
b) Looping of the 8" watermain on the site with the existing 6"
line.
c) Screening provisions in the southerly buffer strip shall be
clearly indicated.
7-16-87 -4-
October 29, 1987
Scott Koester
Nolterstorff Architects
381 East Kellogg Boulevard
St. Paul, MN 55101
Re: Cost breakdown for Site Improvements
Dear Mr. Koester,
Enclosed please find a cost breakdown form for tabulating the cost of site
improvements for the Maranatha Housing project. Please fill out the form and
return it as soon as possible. We will evaluate your cost estivate and set
an amount for a financial guarantee to be included in the performance agree-
ment required by the conditions of approval (also enclosed).
If you have any questions regarding the cost estimate or the conditions of
approval, please contact me.
Sincerely,
Gary Shallcooss
Planner
cc: File No. 87010
Enclosures
RELIANCE SURETY COMPANY
Wilson Ridge, Suite 780
7500 Flying Cloud Drive
Eden Prairie, Minnesota 55344
October 6, 1992
Mr. Gary Shallcross,Planner
City of Brooklyn Center
6301 Shingle Creek Parkway
Brooklyn Center, MN 55340
RE: SUBDIVISION BOND NO. B 60 11 14 - Keller Construction Co.
Site Improvement for curb, gutter, sidewalke, etc for Maranatha Place
Under date of 11-3-87 this Company became Surety on the
above captioned Subdivision Bond.
In order to bring our file up-to-date, we would appreciate your noting at the
bottom of this letter the present status of the work.
A stamped, self-addressed envelope is enclosed for your convenience in replying.
Very truly yours,
By: Tad Nelson
BOND DEPARTMENT
--------------------------------------------------------
Bond No. B 60 11 14
DATE:
Has the work been completed and accepted? 0Cr
If completed and accepted the date upon which our bond was exonerated:
Resolution No.
IF NOT COMPLETED, is it progressing satisfactorily? So "-e (/ h-&,l
Percentage completed to date: el <E�`
Probable Date of completion: tAau- , +�,,,,,5 e„�u. �, �o e c ��✓����� �c(�
(SIGN TUBE) (TITLE)
BD-2151 ED. 10/75
DEPARTMENT OF.PLANNING AND INSPECTION
CITY OF BROOKLYN'CENTER
PERFORMANCE AGREEMENT
File No. 87010
This Agreement is entered into by Keller Construction Company hereinafter
called the Developer and the City of Brooklyn Center, a Municipal Corporation, under the laws
of the State of Minnesota, hereafter called the City.
THE WORK
The Developer has received approval of its Development Plans by the City Council of the
City (pursuant to City Ordinances), subject to the execution of this Performance Agreement,
pursuant to the City Council approval of July 27, 1987 and in accordance with said
Development Plans all of which are made a part hereof by reference. In consideration of such
approval, the Developer, its successors and assigns, does covenant and agree to perform the
work as set forth in the Development Plans, in the aforesaid Approval, and as hereinafter set
forth, upon the real estate described as follows: 5415 69th AVenue North
The Work shall consist of the improvements described in the Development Plans, in the
aforesaid Approval (to include any approved subsequent amendments) and shall be in compliance
with all applicable Statutes, Codes and Ordinances of the City.
COMPLETION DATE
The undersigned Developer agrees that the said Work shall be completed in its entirety
on or before the 1st day of November 19 88 , and no extension of time shall be valid un-
less the same shall be approved in writing by the City Manager. Said extension of time shall
be valid whether approved by the City Manager before or after the completion date and failure
of the City to extend the time for completion or to exercise other remedies hereunder shall
in no way work a forfeiture of the City's rights hereunder, nor shall any extension of time
actually granted by the City Manager work any forfeiture of the City's rights hereunder. It
shall be the duty of the Developer to notify the City of completion of the Work at least 10
days prior to the Completion Date and to call for final inspection by employees of the City.
MAINTENANCE
The Performance Agreement, in its entirety, shall remain in full force and effect for a
period of one year after actual completion of the Work to determine that the useful life of
all Work performed hereunder meets the average standard for the particular industry, profession,
or material used in the performance of the work. Any work not meeting such standard shall not
be deemed complete hereunder. Notice of the date of Actual Completion shall be given to the
Developer by the Director of Planning and Inspection of the City.
FINANCIAL GUARANTEE
The Developer agrees to furnish the City with a Financial Guarantee in the form of a cash
escrow, a bond issued by an approved corporate surety licensed to do business in the State of
Minnesota and executed by the Developer as principal, or other Financial Guarantee as approved
by the City Manager of the City, in the amount of $59.500.00 . Such Financial Guarantee shall
continue in full force and effect until the City Council shall have by motion approved and
accepted all of the Work undertaken to be done, and shall thereby have released the Surety
and/or Developer from any further liability; provided however, that the City Council may by
motion reduce the amount of the Financial Guarantee upon partial completion of the work, as
certified by the City Manager. Such Financial Guarantee shall be conditioned upon the full
and faithful performance of all elements of this Agreement and upon compliance with all
applicable Statutes, Codes, and Ordinances of the City, and shall further be subject to the
following provisions which shall be deemed to be incorporated in such Financial Guarantee and
made a part thereof.
NOTICE
The City shall be required to give prior notice to the corporate surety and the Developer
of any default hereunder before proceeding to enforce such Financial Guarantee or before the
City undertakes any work for which the City will be reimbursed through the Financial Guarantee.
Within 10 days after such notice to it, the surety shall notify the City in writing of its in-
tention to enforce any rights it might have under this Performance Agreement or any Performance
Bond by stating in writing the manner in which the default will.bs.Aared and the time within
which such default will be cured, said time not to exceed 60 days unless approved by the City.
(over please)
REMEDIES FOR BREACH
At any time after the Completion date and any extensions thereof, or during the Maintenanc
Period, if any of the work is deemed incomplete, the City Council may proceed in any one or mor
of the following ways to enforce the undertakings herein set forth, and to collect any and all
overhead expenses incurred by the City in connection therewith, including but not limited to
engineering, legal, planning and litigation expenses, but the enumeration of the remedies here-
under shall be in addition to any other remedies available to the City.
1) Completion by the City. The City, after notice, may proceed to have the Work
done either by contract, by day labor, or by regular City forces, and neither
the Developer nor the -Corporate Surety may question- the manner of doing such
work or the letting of any such contracts for the doing of any such work.
Upon completion of such Work the Surety and/or the Developer shall promptly
pay the City the full cost thereof as aforesaid. In the event that the
Financial Guarantee is in the form of a Performance .Bond, it shall be no
detense by the Surety that the City has not first made demand upon the
Developer, nor pursued its rights against the Developer.
2) Specific Performance. The City may in writing direct the Surety or the Developer
to cause the Work to be undertaken and completed within a specified reasonable
time. If the Surety and/or the Developer fails to cause the Work to be done
and completed in a manner and time acceptable to the City, the City may proceed
in an action for Specific Performance to require such work to be undertaken.
3) Deposit of Finacial Guarantee. In the event that the Financial Guarantee has
been submitted in the form of a Performance Bond, the City may demand that the
Surety deposit with the City a sum equal to the estimated cost of completing
the work, plus the City's estimated overhead expenses as defined herein, in-
cluding any other costs and damages for which the Surety may be liable hereunder,
but not exceeding the amount set forth on the face of the Performance Bond,
which money shall be deemed to be held by the City for the purpose of reimbursing
the City for any costs incurred in completing the Work as hereinbefore specified,
and the balance shall be returned to the Surety. This money shall be deposited
with the City within 10 days after written demand therefor, and if the Surety
fails to make the required deposit within 10 days, the City shall have the right
to proceed against the Surety with whatever legal action is required to obtain
the deposit of such sum.
4) Funds on Deposit. In the event that the Financial Guarantee is in the form of
cash, certified check, or other arrangement making the Financial Guarantee im-
mediately accessible to the City, the City may, after notice to the Developer,
deposit the Financial Guarantee in its General Account. The City may then pro-
ceed to complete the Work, reimburse itself for the cost of completion as de-
fined hereunder, and return the balance to the Developer.
PROCEDURES
A copy of this Performance Agreement shall be attached to the Corporate Surety Bond,
if any, and reference to this Performance Agreement shall be made in any such bond, but no
corporate surety shall assert as a defense to performance hereunder, any lack of reference
in the bond to this Performance Agreement.
The original and two copies of this Agreement, properly executed, together with the
appropriate Financial Guarantee shall be submitted to the City.
IN WITNESS WHEREOF, the Developer and the City have executed this Agreement this 4=
day of 19 E3—I .
Witness
Witness
Sub ribed and sworn to before me this
day f 19
R �
PATRICIA A. SUMEDBlIRG
NOTARY PUBUC—MINNESOTA
HENNEPIN COl>NiY
MY Commission Expires May 7.1993
M
I
Zoning Official
P/I Form No. 23 Rev. 6-77
Form No. 1636—Bond of Public Contractor (Rev. 5.28-81)
KNOW ALL BY THESE PRESENTS, That we,
Bond No. 60 11 14
KELLER CONSTRUCTION COMPANY, HUDSON, WISCONSIN
as principal_ and RELIANCE INSURANCE COMPANY, PHILADELPHIA, PENNSYLVANIA
as sureties, hereby acknowledge and recognize ourselves held and firmly bound to
CITY OF BROOKLYN CENTER , State of Minnesota, obligee, in the sum of
-FIFTY-NINE THOUSAND FIVE HUNDRED AND N0/100------------------- i$59,500.00)Dollars,
lawful money of the United States to be paid to said obligee for its use and the use of all persons and
corporations doing work or furnishing skill, tools, machinery, materials, insurance, equipment or supplies
for any ca ,.r44jjAained.f.Qr the keeping of persons and animals engaged under, or for the purpose of, the
contract h . dRityred to and described, their heirs, legal representatives, successors
and assig ie0t well'and truly to be made we bind ourselves, our respective heirs and legal
represent i and'+severally, firmly by these presents:
THE CONDITIONS OF THIS OBLIGATION ARE SUCH; That whereas said principal— has
entered into a contract with said obligee for
SITE IMPROVEMENT BOND FOR CURBS, GUTTERS, SIDEWALKS,
ETC. FOR MARANATHA PLACE, BROOKLYN CENTER, MN, PER
PLANS BY WOLTERSTORFF ARCHITECTS, INC. DATED 10/27/87
NOW THEREFORE, If said principal shall perform and complete said contract according to its terms;
shall pay, as they become due, all just claims for such work, tools, machinery, skill, materials, insurance
premiums, equipment, taxes incurred under Section 290.92 or Chapter 297A, and supplies, for the
completion of said contract in accordance with its terms, including equipment and supplies for any camp
maintained for feeding and keeping of persons and animals for the performance of said contract; shall
save said obligee —harmless from all costs and charges that may accrue on account of the doing of said
work specified in said contract and for enforcing the terms of this bond in -all actions which may be
brought thereon and successfully maintained, including reasonable attorneys' fees; shall comply with all
laws appertaining to said contract and said work; shall, in case the contract price specified in said contract
shall for any reason be increased, furnish an additional bond in the sum at least of such increase within
ten days after demand therefor in writing from said obligee—; and shall pay all costs and disbursements,
including reasonable attorneys' fees, in any and all actions which shall be successfully maintained for the
enforcing of the terms of this bond; then this obligation shall become void; otherwise it shall be and remain
of full force and effect.
IN WITNESS WHEREOF, We have hereunto set our hands this
day of November __`, 1987.
In presence of:
KELIQ CQ
!jSTRU
L ran L. Kel er, S cretary
RELIANCE INSURANCE COMPANY
Jack Cedarleaf II, Arney-in-fact
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Corporation or Association. (Rgvised 1937) Miller Davie Co., Minneapolis Minn.
1005. Acloiowle ¢ment by ......______._._......, .., .. _._. _.—........... .. _.. _._...__.._..�_ ,_.._........__....�...._,._..,_.�.,......,._�__._.._...dn:.._.�,___.
tdtf Of.............Minnesota 3rd November 87
On this.........................................da o 19............
ss. y.........................................................
Count o Loran L. Keller
y.......................4.m.5..�......... before me appeared...................................................................................................
to me personally known, who, bcin_j by me duly sworn, did say that ............ he_ .....................ls........................the............
Secretary
.........................................................................................................................................................................................................................................................
of..............................Keller...Construction„Comp.??Y..................................................................................................... a corporation,
that the seal affixed to the for•e_%oinff 1718tr•untent is the corporate seal of said corporation,......................I...I............
...........................................................................................................................................................................................................................................................
(If no seal, so stute, and strike out above as to corporate seal)
and that said instrument was executed in behalf of said corporation by authority of its Board of
..........................
.......... and that said.....................................................................L.R.xan..L.,....Kellex............................
acknowledfed said instrument to be the free act and deed fgfAaid corporation.
.. _ _ ................... I ............... I............. -. -.,r.. .., M. IIANSEN ...................... I......
Notary Public... ...... ...... . ............................
Xy eomm,ission expires .............. wONuo.MA!!A 1% ..............................
RELIANCE INSURANCE COMPANY
HEAD OFFICE, PHILADELPHIA, PENNSYLVANIA
POWER OF ATTORNEY
KNOW ALL MEN BY THESE PRESENTS, That the RELIANCE INSURANCE COMPANY, a corporation duly organized under the laws of the State of
Pennsylvania, does hereby make, constitute and appoint D. R. Dougherty, Jack Cedarleaf, II, Jimmy G. Cedarleaf,
R. J. Larsen, E. Lange and Christine M. Hansen, individually, St. Paul, Minnesota
its true and lawful Attorney -in -Fact, to make, execute, seal and deliver for and on its behalf, and as its act and deed any and all bonds
and undertakings of Suretyship,
an to bind the RELIANCE INSURANCE COMPANY thereby as fully and to the same extent as if such bonds and undertakings and other writings
obligatory in the nature thereof were signed by an Executive Officer of the RELIANCE INURANCE COMPANY and sealed and attested by one
otherof such officers, and hereby ratifies and confirms all that its said Attorney(s)-in-Fact may do in pursurance hereof.
The Powerof Attorney is granted under and by authority of Article VII of the By -Laws of RELIANCE INSURANCE COMPANY which became
effective September 7,1978, which provisions are now in full force and effect, reading as follows:
ARTICLE VII — EXECUTION OF BONDS AND UNDERTAKINGS
1. The Board of Directors, the President, the Chairman of the Board, any Senior Vice President, any Vice President or Assistant Vice
President or other officer designated by the Board of Directors shall have power and authority to (a) appoint Attorneys -in -Fact and to authorize
them to execute on behalf of the Company, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the
nature thereof, and (b) to remove any such Attorney -in -Fact at any time and revoke the power and authority given to him.
2. Attorneys -in -Fact shall have power and authority, subject to the terms and limitations of the power of attorney issued to them, to
execute and deliver on behalf of the Company, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in
the nature thereof. The corporate seal is not necessary for the validity of any bonds and undertakings, recognizances, contracts of indemnity and
other writings obligatory in the nature thereof.
3. Attorneys -in -Fact shall have power and authority to execute affidavits required to be attached to bonds, recognizances, contracts of
indemnity or other conditional or obligatory undertakings and they shall also have power and authority to certify the financial statement of the
Company and to copies of the By -Laws of the Company or any article or section thereof.
The power of attorney is signed and sealed by facsimile under and by authority of the following Resolution adopted by the Board of Directors of
RELIANCE INSURANCE COMPANY at a meeting held on the 5th day of June, 1979, at which a quorum was present, and said Resolution has not
been amended or repealed:
"Resolved, that the signature of such directors and officers and the seal of the Company may be affixed to any such
power of attorney or any certificate relating thereto by facsimile, and any such power of attorney or certificate bearing
such fascimile signatures or facsimile seal shall be valid and binding upon the Company and -any such power so
executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the
future with respect to any bond or undertaking to which it is attached."
IN WITNESS WHEREOF, the RELIANCE INSURANCE COMPANY has caused these presents to be signed y is VipQ Presid�t, and its corporate
seal to be hereto affixed, this 4th day of RaH 19 86. 1� //1 :
°off RELIANT
t
a
STATE OF Pennsylvania ss. y� ^�_'-_�• �° Vice P're
1
COUNTY OF Philadelphia RAT(pMPa�M1
On this 4th day of December 119 84 personally appeared
ident
Raymond MacNeil
tome known to be the Vice -President of the RELIANCE INSURANCE COMPANY, and a knowledged executed and attested the foregoing
instrument and affixed the seal of said corporation thereto, and that Article VII ect on 1, 2, an of t e By -Laws of said ompany and the
Resolution, set forth therein, are still in full force.
My Commission Expires: "ca
i
September 28 1987 s Notary Public in and for State of ennsylvania
o= Residing at Philadelphia
I, P. D. Crossetta , Assistant Secretary of the RELIANCE INSURANCE COMPANY, do hereby certify that the above
and foregoing is a true and correct copy of a Power of Attorney a RELIANCE INSURANCE COMPANY, which is still in full force and
effect. Fro
IN WITNESS WHEREOF, I have hereunto set my hand and affi th of z Company this 3rd day of November 1987
04
BDR-1431 Ed.6179 ...
+ Assistant Secretary
`�.q,R ��
A t[p MPA
MARANATHA ALTERNATIVE HOUSING
BROOKLYN CENTER, MINNESOTA
UNIT COUNT
April 8, 1987
w
Floor
1
2
3
4
TOTAL NUMBER
One Bedroom
2
7
9
7
25
One Bedroom w/Dining
2
2
2
0
6
One Bedroom w/Den
1
1
2
2
6
Two Bedroom
1
5
5
5
16
Two Bedroom Deluxe
0
1
1
1
3
Assisted Living
8
0
0
0
8
FLOOR TOTAL
14
16
19
15
64 TOTAL
UNITS
BUILDING PRELIMINARY SQUARE FEET
Building Gross = 5,500
square
feet -
Basement
17,200
square
feet -
First Floor
52,400
square
feet -
Upper Three Levels
75,100
square
feet -
TOTAL
UNIT NET SQUARE FEET
One Bedroom
= 624
square
feet
One Bedroom
w/Dining
= 668
square
feet
One Bedroom
w/Den =
744
square
feet
Two Bedroom =
851
square
feet
Two Bedroom
Deluxe =
845
square
feet
Assisted
Living =
450
square
feet
r l Rc
AMENITIES PRELIMINARY SQUARE FEET
Office
= 150
square
feet
Secretary/Reception
= 150
square
feet
Conference
= 238
square
feet
Foyer/Waiting
= 450
square
feet
Lounge
= 400
square
feet
Party Room
= 650
square
feet
Fireplace Area
= 325
square
feet
Dining
= 1,000
square
feet
Kitchen/Serving
= 600
square
feet
Loading/Storage
= 325
square
feet
Public Bathrooms
= 108
square
feet
Craft/Wood
= 625
square
feet
Garden Room
= 350
square
feet
Green House
= 300
square
feet
Guest Room
= 265
square
feet
Barber
= 135
square
feet
Store
= 100
square
feet
Sunroom/Church Foyer
= 350
square
feet
PECK
ly1 V ' t5l
ONE r_EDFIG�2M W/ PI m I Nf,
MARANATHA HOUSING .._-.. -_-=- WOLTERSTORFFARCHITECTS INC.
BROOKLYN CENTER, MN. IOIfIt10M1111/OCIIiION
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MARANATHA HOUSING __._.-.. ` WOLTERSTORFF ARCHITECTS INC.
BROOKLYN CENTER, MN. 1 /IIIOYI�L110C11T10M
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MARANATHA HOUSING _._.... \\AWPROPO
LTES. RSTORFFARCHITECTSINC.
B R O O K L Y N CENTER, MN. PLANKIIIOM+CNI IOC11iwM
/4.INMI91OW 1CWf OCIA It. !4{14111MM!IOTA
CITY
OF
COOKLYN
C ENTER
September 15, 1988
David Viland
Maranatha Nursing Home
5401 69th Avenue North
Brooklyn Center, MN 55429
Dear Mr. Viland:
Re: Sign Variance
Dear Mr. Viland,
6301 SHINGLE CREEK PARKWAY
BROOKLYN CENTER, MINNESOTA 55430
TELEPHONE 561-5440
EMERGENCY - POLICE - FIRE
911
Enclosed please find a planning application form, the standards for a sign variance,
and section 34-140.3c and d regarding signs for multiple family dwellings and for
public and semi-public uses. Our records indicate that a permit for a 36 sq. ft.
freestanding sign was issued in 1969. We have no record of any other signs being
approved. So, if you have a larger sign at present for the nursing home, it is
probably either a violation or a nonconforming sign which would have to come down if
a new freestanding sign were approved for the property.-
Signery for the apartment building is limited, so far as I can discern, to a single
wall sign not exceeding 10 sq. ft. in area. Since Maranatha Place is a single
building and not a cluster establishment, no signs are permitted at the entrance to
the site and no other freestanding signs are acknowledged.
As I indicated to you on the phone, signs shown on the site and building plans are
excluded from City Council approval of the development plans. (See condition No. 6
of the City Council action approving the application, also enclosed). Therefore,
any signs shown on those plans are not approved.
If you wish to seek a variance from the Sign Ordinance, you must submit written
arguments addressing the three standards outlined in section 34-180. These
written arguments, a completed planning application form, and a fee of $50.00 must
be submitted at least two weeks prior to a regularly scheduled Planning Commission
meeting. (A 1988 meeting scheduled is also enclosed.) If you have any questions
regarding the Sign Ordinance or the variance standards, please contact me at this
office.
Sincerely,
<!�� S&B-C��
Gary Shallcross
Planner
GS:mll
cc: Ronald A. Warren, Director
V-; 1 - AT.. OPM1 /1
CI
of Plying and Inspection
DECLARATION OF COVENANTS
This declaration is made this J day of SO4�P 1 ov
19_1�, by Maranatha Conservative Baptist Home hereinafter
referred to as the Owner.
WHEREAS, the Owner is the owner of the real estate described
on Exhibit A, hereinafter called the subject property; and
WHEREAS, the Owner has submitted an application numbered
87010 to the City of Brooklyn Center hereinafter referred to as
the City, for Site and. Building Plan Approval for a
65 unit elderly housing project
on the subject property; and
WHEREAS, the Zoning Ordinance of the City calls for 130
motor vehicle parking spaces; and
WHEREAS, the Owner has requested that it be permitted to
build, at this time, = 95 parking spaces with 35
additional parking spaces to be constructed at some time in the
future; and
WHEREAS, the City Council, on the 27th day of July ,
19 87 , gave preliminary approval to the Owner's request, -
conditioned, inter alia, upon the execution of a guarantee for
the future construction of 35 additional parking spaces.
NOW, THEREFORE, the Owner hereby declares that the subject
property shall be held, sold and conveyed subject to the
following covenants, conditions and restrictions which are for
the purpose of providing 35 additional parking spaces in
accordance with the ordinances of the City of Brooklyn Center,
and which shall run with the land described herein and which
shall be binding on all parties having any right, title or
interest in the land so described, or any part thereof, their
heirs, successors and assigns, and which shall inure to the
benefit of such parties and the City.
Construction of Parking Facility. The Owner hereby agrees
to construct 35 additional parking spaces, upon the subject
property, or land directly contiguous thereto and used in
conjunction therewith, the location, design and construction
thereof being in accordance. with the Site Plat submitted with
application Number 87010
Timing of Construction. The additional 35 parking
spaces shall be constructed within one (1) year after notice by
the City to commence construction.
Payment of Costs. Responsibility for payment of the costs
of construction of the 35 additional parking spaces shall be
borne by the Owner, its heirs, successors or assigns.
Duration. The covenants set forth herein shall run with
land and shall be binding on all persons claiming ownership
thereunder for a period of thirty (30) years from the date this
declaration is recorded. Thereafter, the covenant shall be
automatically extended for successive periods of ten (10) years,
but shall expire, in any event, upon construction of the parking
spaces by the Owner and inspection and approval thereof by the
City.
Amendment of Dissolution. No amendment or dissolution of
this Covenant shall be effective without the written consent of
the City.
Enforcement. In the event the Owner, its successors or
assigns, fails to construct 35 additional parking spaces
within one year after notice by the City described herein, the
City may proceed to enforce this covenant by appropriate legal or
equitable Court proceedings and the Owner, it successors or
assigns agrees to pay all costs of such enforcement, including
reasonable attorney's fees, costs and expenses of any kind.
IN WITNESS WHEREOF, the Owner hereto has executed this
declaration on the day and year indicated below.
Dated:L�L—,A
G r ( �G�c� stir / /
, s
Owner
Dated:
Owner
Subscribed and Sw rn to Before Me
is,L:-::Q!_ day of , 1997.
Notary Pub is
DARUNI K. WEEKS
NOTARY PUBLIC "MINNESOTA
MY commissionHe PNesi COUNTY
28, 1989
I:CITY
OF
BROOKLYN
CENTER
September 30, 1987
Scott Koester
Wolterstorff Architects, Inc.
381 East Kellogg Blvd.
St. Paul, MN 55101
RE: Maranatha Addition
TO WHOM IT MAY CONCERN:
6301 SHINGLE CREEK PARKWAY
BROOKLYN CENTER, MINNESOTA 55430
TELEPHONE 561-5440
EMERGENCY - POLICE - FIRE
911
This letter confirms that the City of Brooklyn Center has extended public
sanitary sewer and watermain to Lot 1 and Lot 2 of the Maranatha Addition.
Development or redevelopment of Lot 1 or Lot 2 can connect to these public
facilities in 69th Avenue. If there are any questions regarding connection
requirements, please contact me at area code 612-561-5440, extension 113.
SinkE'neer
t
H.R.ier,
Cit
HRS/nl
cc: Maranatha plat file
CITY
OF
13 BROOKLYN
CENTER
September 30, 1987
Scott Koester
Wolterstorff Architects, Inc.
381 East Kellogg Blvd.
St. Paul, MN 55101
6301 SHINGLE CREEK PARKWAY
BROOKLYN CENTER, MINNESOTA 55430
TELEPHONE 561-5440
EMERGENCY - POLICE - FIRE
911
Re: Zoning Verification for Maranatha Housing Project
To Whom It May Concern,
This letter is to certify in writing that the land on which the proposed
Maranatha Housing project is to be built (legally described as Lot 2,
Block 1, Maranatha Addition) is zoned R6, effective September 14, 1987.
The R6 zoning district comprehends multiple family dwellings of four or
five stories in height such as the proposed Maranatha Housing project.
If you have any other questions regarding the zoning status of the
proposed Maranatha Housing project, please contact this office.
Sincerely,
Ronald A. Warren
Director of Planning and Inspection
RAW: ml1
cc: File No. 87010
4
19611LL•1MERIG QIY s�
To: David Wol terstorff
From: Clay Larson, Building Inspector �w
Date: July 13, 1987
Re: Marantha Apartments
At our meeting on June 24, 1987, I was asked to respond to 3 questions
regarding construction of the referenced project.
1. Plastic D.V.W. Pipe.
Plastic pipe will be allowed for all uses allowed by code. Penetrations of
all rated assemblies must be fire -stopped with 3M "Fire Barrier" products or
equal. (See enclosure)
2. Open foyer at 2nd floor.
U.B.C. Section 1706 (a) exception #1, allows the foyer to be open to 1
additional floor. No enclosure is required other than a 42" guardrail. (It
is suggested, however, that you consider smoke doors on the corridors where
they adjoin the upper foyer area.)
3. Basement floodproofing
This building is located in the flood fringe and the basement floor elevation
is below the FPE. "W1" or completely dry flood -proofing is required and
basement walls must be designed to withstand hydrostatic loads per corps of
engineers "Flood -proofing Regulation".
GEOTEC
RECIEIVE D jUN 2 9 1987
GEOTECHNICAL ENGINEERING CORPORATION
Consulting Engineers . Soil Testing
REPORT OF SUBSURFACE EXPLORATION
PROJECT: REPORTED TO:
MARANATHA CONSERVATIVE BAPTIST MARANATHA CONSERVATIVE BAPTIST
HOME ADDITION & PAVEMENT HOME, INC.
5401 - 69TH AVENUE NORTH 5401 - 69TH-AVENUE NORTH
BROOKLYN CENTER, MINNESOTA BROOKLYN CENTER, MINNESOTA 55429
GEC JOB NO: 4786 ATTN: DAVID VILAND
DATE: JUNE 25, 1987 CC: WOLTERSTORFF ARCHITECTS, INC.
INTRODUCTION
During the period of June 4-8, 1987, we drilled eight test borings for the
referenced project. Based on the results of the borings, we have provided
recommendations for design and construction of the building floor slabs and
foundation and the pavement with respect to the subsurface conditions.
Initially, five borings (#1-5) were planned for the building, and three
(#6-8) for the pavement. Based on the results of the first few borings, it
was decided - through discussion with the architect - to drill only one
boring (#8) in the paved area, and the remaining borings (#1, 2, 2A, 3, 3A,
4, and 5) were drilled for the building.
TEST BORING METHODS
The boring locations are shown on the attached sketch.
The borings were made using the standard penetration - split spoon, static
cone, and auger methods. Refer to the attached sheets (Drilling, Sampling
and Testing; Test Boring and Logging Methods) for additional information
regarding test boring and logging methods.
1925 Oakcrest Avenue . Roseville, Minnesota 55113 . (612) 636-7744
Apple Valley, Minnesota 9 (612) 431-5266
a
GEC #4786 - Page 2
The soils were
identified in
accordance with the ASTM
Visual -Manual Method
as described on
the attached
sheet (Identification of
Soils).
The elevation of the ground surface at the borings was determined in refer-
ence to the first floor of the existing building. The mark elevation
there, according to the architect, is 864.43.
RESULTS OF BORINGS
General
Refer to the attached logs for a description of the subsurface conditions
encountered in the borings. The logs show: the depths to the contacts
between the soil layers; the identification and geology of the soils; the
surface elevations at the borings; water level measurements; standard
penetration resistance (N column); the results of static cone tests; and
other information. Refer to the attached sheets (Drilling, Sampling, and
Testing; Test Boring and Logging Methods; Geologic Terminology; Ground-
water) for a description of terminology used on the logs.
Subsurface conditions can vary from that encountered in the borings at
other locations, depths, and times. Depending on the degree of variabi-
lity, this could: 1) necessitate altering our conclusions and recommen-
dations for design and construction procedures, and 2) affect the cost of
design and construction. The degree of variability could be evaluated by
additional exploration.
Soils
r
The general soil profile encountered in the borings is surficial soils
(uncontrolled fill, swamp deposits, topsoil) over basal soils (weathered
soil, alluvium, coarse alluvium, till). Refer to the attached sheet for a
description of geologic terminology.
The depths to, and elevations of, the contacts between the surficial soils
layer and the basal soils in the borings are in the following table. The
ground surface elevations and water table elevations (see below) at the
borings are also shown.
GEOTECHNICAL ENGINEERING CORPORATION
GEC #4786 - Page 3
TABLE I
BORING
SURFACE
CONTACT BETWEEN
& BASAL
SURFICIAL SOILS
APPROXIMATE
NUMBER
ELEVATION
DEPTH(FT.)
SOILS
ELEVATION
ELEVATION OF
WATER TABLE
1
863.6
7-1/2
856
855
2
863.3
5
858-1/2
854-1/2
2A
863.3
4
859-1/2
854-1/2
3
862.3
1/2
862
855-1/2
3A
862.3
3
859-1/2
855-1/2
4
862.9
5
858
856
5
861.8
5
857
855-1/2
8
861.0
2-1/2
858-1/2
855
Groundwater
The groundwater table was encountered in the borings at about elevation
855 ± 1/2'. The apparent groundwater table at each boring is indicated in
the above table. Refer to the attached sheet for general information
regarding groundwater conditions and observations.
DESIGN INFORMATION
We understand or assume that the proposed building: 1) will be located
approximately as shown on the attached sketch; 2) will be four stories in
height; 3) will have a full basement with the lowest floor elevation at
856.3; 4) will have the finished grade outside at approximately elevation
863; 5) will be supported structually on bearing walls with loads of
approximately 6700 lbs/lineal foot (exterior) and 4500 lbs/lineal foot
(interior); 6) will have interior bearing `walls spaced on about 25' cen-
ters; 7) will have normal tolerance to settlement; 8) will be of conven-
tional design and construction; and 9) will be constructed in accordance
with applicable building code requirements. Referring to the attached
sheet regarding allowable settlement in buildings, we are assuming an
allowable angular distortion of 1:300. This represents an allowable dif-
ferential settlement of 1" over a distance of 25'. This assumption should
be checked and approved by the project structural engineer.
GEOTECHNICAL ENGINEERING CORPORATION
a
GEC #4786 - Page 4
We assume that pavements will be constructed of bituminous asphalt.
Deviations from the above design information could necessitate altering our
conclusions and recommendations.
CONCLUSIONS AND RECOMMENDATIONS
Building
Based on the results of the borings and on the design information, it is
our opi ni on that, with utilization of some special design and construction
procedures, the subsurface conditions will be suitable for spread footing,
slab -on -grade construction. The weathered soil and coarse alluvium present
below proposed footings is relatively loose, as indicated by low N and qc
values. This is a matter of concern for support of footings with respect
to both bearing capacity and settlement.
With respect to shear failure, the allowable bearing capacity of the soil
(safety factor of approximately 3.0) is 1500 psf.
We analyzed settlement using a bearing pressure of 1500 psf and assuming
the "best case" and "worst case" soils indicated by the borings would be at
adjacent interior bearing walls - i.e. 25' apart. On this basis, we calcu-
lated settlements of 1" and 2", and, therefore, a maximum differential
settlement of 1". Based on the above design information, this should be
acceptable. (More refined settlement analysis probably would indicate even
less settlement).
Based on the above, we recommend a design bearing pressure on footings not
to exceed 1500 psf. 01
Any surficial soils and other unsuitable material (as determined by a geo-
technical engineer) encountered below the proposed building should be
removed. Any fill placed below the proposed building should be: 1) over-
sized on a 1:1 ratio outward and downward beyond proposed footings; 2)
inorganic and uniformly compacted to at least 95% of maximum standard
Proctor density. Refer to the attached sheets (Excavate/Refill and
Earthwork Testing) for additional information.
GEOTECHNICAL ENGINEERING CORPORATION
GEC #4786 - Page 5
After removing surficial soils and replacing them with compacted fill (as
needed) and installation of drain tile (see below), the floor slab can be
poured using normal procedures.
The groundwater table is high, and this presents two problems - one during
construction and one after construction.
- At present (i.e. at the time of our field work) the water table was -
in places - above bottom footing elevation (approximately 855). The
water tabl a can fl ucuate, and the el evat i on of the surficial
soils/basal soils contact can - and probably will - vary between
borings. Depending on the elevation of the water table and surficial
soils/basal soils contact during construction, dewatering may be
necessary. Present information suggest that dewatering could be done
with temporary, construction sumps.
- To minimize the possibility of infiltration of groundwater into the
basement, a drain tile system should be installed at footing level
around the perimeter of, and underneath, the basement floor.
Pavement
Based on the results of boring #8 (and assuming that the other borings are
representative of soil conditions below proposed pavements), and on the
design information, it is our opinion that subsurface conditions are not
suitable for normal pavement construction. This is because of the presence
of surficial soils below proposed pavements. The surficial soils are sub-
ject to decomposition, consolidation, and settlement. The settlement could
lead to detrimental movement in the pavement.
By employing special design and construction procedures, the pavement can
be constructed satisfactorily. Though the attached list of special design
and construction procedures applies most specifically to buildings, it is
generally applicable to pavements. Referring to that list, we suggest that
the more feasible options are:
GEOTECHNICAL ENGINEERING CORPORATION
GEC #4786 - Page 6
A) Excavate/Refill (#2 on the attached list). As for the
building, remove surficial soils and replace them with
compacted fill.
or B) Partial Excavate/Refill (#3 on the list). Remove 2' of sur-
ficial soils, place controlled fill; and construct the pave-
ment on the controlled fill.
and - Accept the possibility of movement (#20 on the attached
list).
and - Maintain and resurface the pavement after settlement occurs
(#27 on the list).
Consideration should be given to drilling more borings in paved areas to
gain more information regarding the soil conditions.
CLOSURE
To protect the addressee, the public, and ourselves, this report (and all
supporting information) is provided for the addressee's own use. No repre-
sentations are made to parties other than the addressee.
Report Prepared By:
4
ob rt E. ZPernder*Z��st �
MN Reg. No. 8450
GEOTECHNICAL ENGINEERING CORPORATION
GEOTECHNICAL ENGINEERING CORPORATION ---
GEC JOB NO: 4786 LOG OF BORING NO..
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
DEPTH, 863.6 FIELD & LABORATORY TESTS
IN SURFACE ELEVATION: N AMPLE
FEET IDENTIFICATION GEOLOGY BPF WB TYPE I REC. MC I DEN L.L.
P.L.
_ UNCON- 1 N ISS
TROLLED
rganic soil with sand, black, FILL I"'I
2_(OL/OH)
3
4-Silty sand, fine grained,
gray & grayish black, (SM)
5-
6-Lean clay, gray & black,
slightly organic, some grass, (CL) TOPSOIL
7-
8-
9-
Poorly graded sand, medium
10-grained, brown, (SP)
11 -
12 - COARSE
ALLUVIUM
13-
14 -
oorly graded sand with silt,
15- ine grained, gray, (SP-SM)
16- END OF BORING
17-
18-
19-
20 -
21 -
7 1? I SS 11.8
6 JY I SS 117
9 IY I SS Ill
DEPTH DRILLING METHOD WATER LEVEL MEASUREME T
r�
N S
NOTE: REFER TO
0- 141 : 21 " HSA
DATE
TIME
SAMPLED
DEPTH
CASING
DEPTH
CAVE-IN
DEPTH
FLUDRILLING
LE EL
LEVEL
THE ATTACHED
6/4 1
1:13
16
14-1 2
14.0
8.8
SHEETS FOR AN
6 4
1.2
16
8.8
8.4
EXPLANATION OF
BORING
COMPLETED:
8.6
wet
TERMINOLOGY
CC: MH CA: RA Rig: ?5
6/ 12
8.8
8.4
ON THIS LOG
1/85
GEOTECHNICAL ENGINEERING CORPORATION
GEC JOB NO: 4786 LOG OF BORING NO. 2
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION• BROOKLYN CENTER M
DEPTH. 863.3 i FIELD & LABORATORY TESTS
IN SURFACE ELEVATION:
FEET IDENTIFICATION GEOLOGY BPF WB ISTYPE i REC. MC I DEN L.L.
P.L. qC
1- UNCON- g N SS 16
Silty sand with gravel, dark TROLLED
2- grayish brown, (SM) FILL I I I
3-
Silty sand & elastic silt with sand,
a-
light brown &
gray, some grass,
(MH & SM)
5-
6-
Poorly graded
sand with silt,
7-
fine to medium
grained, light
grayish brown,
(SP-SM)
8-
9-
lo-
Poorly graded sand, medium grained,
grayish brown,
(SP)
11 -
12 -
COARSE
t3- ALLUVIUM
14-
15-
16- Poorly graded sand,
medium grained, gray, (SP)
17-
18 -
19-
20 -
21 - END OF BORING
DEPT
7 1 N A SS 114
2 1 Y I SS 118
mm w
29 1 Y I SS 1 4
9
15
H DRILLING METHOD
WATER LEVEL MEASUREMENTS
NOTE: REFER TO
0- 91 , 21 �iHSA
DATE
TIME
SAMPLED
DEPTH
CASING
CAVE-IN
DRILLING
WATER
DEPTH
DEPTH
FLUID LEVEL
LEVEL
THE ATTACHED
6 4
•O
SHEETS FOR AN
EXPLANATION OF
'BORING
COMPLETED:
dry
TERMINOLOGY
ON THIS LOG
CC: MHCA: RA Rig: 25
6/12
5.4
FA
GEOTECHNICAL ENGINEERING CORPORATION
GEC JOB N04786
2A (P 1 Of 9 )
LOG OF BORING NO. •
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
DEPTH.
IN
863.3
SURFACE ELEVATION:
N
WB
SAMPLE
FIELD 8 LABORATORY TESTS
MC DEN
L.L.
P.L.
q C
FEET
IDENTIFICATION
GEOLOGY
BPF
TYPE I REC.
Silty sand with gravel, fine to
FILL
11
N
SS
14
medium grained, dark brown, (SM)
2 -
i 4'
of
3-
Peat, fine fibrous, black, (PT)
SWAMP
4
N
SS
13
bor
ng #
DEPOSITS
q_
i
5-
Silty sand, fine grained,
WEATHERED
gray, (SM)
SOIL
9
N
SS
15
6-
7-
Poorly graded sand,
8_
fine grained, light grayish
6
Y
SS
16
brown, (SP)
9-
10 -
COARSE
ALLUVIUM
3
Y
SS
18
11-
Poorly graded sand, medium
grained, grayish brown, (SP)
12 -
13-
6
Y
SS
14
Poorly graded sand,
14-
medium grained, gray, (SP)
15-
5
Y
SS
7
16-
I
6
1 7 -
24
18 -
` 6
Y
SS
7
19-
36 I
Y
i
SS
10
21 -
DEPTH DRILLING METHOD
WATER LEVEL MEASUREMENTS
NOTE: REFER TO
THE ATTACHED .
D- 91/2: 21/4�� HSA
DATE
TIME
SAMPLED
DEANG TH
CAVE-IN
DRILLING
FLUID LEVEL
WATER
LEVEL
9-1/2 - 24-1/2: RD & DM
6/5 ill:16
21
9-1/2
24.4
1 8.7
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY
ON THIS LOG
6/5
1 :24
21
0
6.3
dry
OR
COMP ETED: 6 / 5 87
4.2
CC: MH CA: RA Rig:
6/ 12
Ei . 1
5 , D
1/85
GE. . ECHNICAL ENGINEERING COR--oAATION
GEC JOB NO:4786 VERTICAL SCALE: 1"-3- LOG OF BORING NO: 2A (P • 2 of 2 )
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
oevTM,
In
SAMPLE FIELD& LABORATORY TESTS
FEET DESCRIPTION AND CLASSIFICATION GEOLOGY N WB TYPE RED' MC DEN
22 —
23— Poorly graded sand, COARSE
medium grained, gray, (SP) ALLUVIUM
24 —
WE
26-1 END OF BORING
27 —
28 —
29 —
30 —
31-
32 —
33 —
34 —
35-
36 —
37 —
38 —
39 —
40-
41-
42 —
43 —
44 —
45 —
46 —
47 —
r
GEOTECHNICAL ENGINEERING CORPORATION
GEC JOB NO: 4786
LOG OF BORING NO. 3
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION• BROOKLYN CENTER
DEPTH,
IN
862. 3
SURFACE ELEVATION:FEET
WB
ISAMPLE
FIELD & LABORATORY TESTS
MC I DEN
L.L.
P.L.
G
IDENTIFICATION
GEOLOGY
BPF
TPE REC.
y sancT, tine grained, ar
TOPSOIL
4
N
SS
i10
�
'
Poorly graded sand with silt,
WEATHERED
I�
*greyish
brow,
2_
ine to medium grained, dark brown,
SOIL
so
(S
a gr
ss,
(SP-SM)
I)
3-
4-
5 _
oorly graded sand with silt,
fine to medium grained, light
COARSE
4
N
SS
1.5
s_
rown, (SP-SM)
ALLUVIUM
23
30
8
9-
10 -
3
Y
SS
L8
11 —
oorly graded sand,
12_
edium grained, gray, (SP)
13-
14-
15 -
7
SS
8
's
END OF BORING
17-
18 —
r
19 —
20 —
21 —
DEPTH DRILLING METHOD
WATER LEVEL MEASUREMENTS
0- 141/2: 21/ �� HSA
DATE
TIME
SAMPLED
DEPTH
CASING
DEPTH
CAVE-IN
DEPTH
DRILLING
FLUID LEVEL
WATER
LEVEL
6/4
6/4
3:18
3:26
16
16
14-1 2
13.4
7.7
BORING
COMP ETEM 6 4 87
d
CC: MH CA: RA Rig: 25
6/12
6.1
dry
F.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY
ON THIS LOG
GEOTECHNICAL ENGINEERING CORPORATION
GEC JOB NO: 4786
LOG
OF BORING NO. 3A_(I 1 of 2 )
PROJECT:
MARANATHA CONSERVATIVE BAPTIST
HOUSE ADDITION;
BROOKLYN CENTER MN
DEPTH,
IN
FEET
SURFACE ELEVATION: 862. 3
STYIPE
I
FIELD 8 LABORATORY TESTS
IDENTIFICATION
GEOLOGY
BPF
WB
i REC.
MC DEN
L.L.
P.L.
qC
Silty sand, fine to medium grained
1—
dark brown, some roots, (SM)
I&ONTROLLED
7
N
SS
12
4' outh
of #
FILL
2-
Clayey sand, grayish black,
a
slightly organic, (SC)
TOPSOIL
i
3
WEAT
7
N
SS
14
Sandy silt, brown, (ML)
4-
ERED
s-
6-
7—
Poorly graded sand, medium grained
light brown, (SP)
7
N
SS
16
i
8-
Poorly graded sand, fine grained,
3
Y
SS
16
light grayish brown, (SP)
s-
11
COARSE
19
10 -
ALLUVIUM
5
Y
SS
18
11 —
12-
i
19
23
13 -
5
Y
SS
11
14—
Poorly graded sand,
medium grained, gray, (SP)
15-
6
Y
SS
8
1s-
17—
18
rl1
Y
SS
10
ls-
20 —
21 —
DEPT
8
Y
SS
12
H
METHOD
WATER LEVEL MEASUREMENTS
0- 9
" HSA
924-1/2:
DATE
TIME
SAMPLED
DEPTH
CASING
DEPTH
CAVE-IN
DEPTH
DRILLING
FLUID LEVEL
WATER
LEVEL
9-1/2
RD &
M 6/5
2:14
26
9-1/2
22J
7.5
BORING
COMPLETED:
6
6 5
r
2.32
LL53f_2.6___
26
0
5.
1 �L-f-
dr
d r
CC: MH.A:
RARg: 25
6/12
�
, 1) 1
5.4
dry
We
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY
ON THIS LOG
UCLr . CUMMIUAL CNLa11MLLHINU GORPuRATION
GEC JOB NO:4786 VERTICAL SCALE: 1"-3' LOG OF BORING NO: 3A (p. 2 of 2)
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
DEPTH.
In
SAMPLE
FIELD LABORATORY TESTS
FEET
DESCRIPTION AND CLASSIFICATION
GEOLOGY
N
WB
TYPE
REC.
MC
DEN
-------------- SAME AS ABOVE -----
----------
22 —
23 —
24—
Lean clay with sand, dark gray, (
L) TILL
25
22
SS
16
Poorly graded sand with silt, fin
COARSE
grained, brown, (SP-SM)
ALLUVIUM
2s —
END OF BORING
27 —
28 -
29 —
30 —
31-
32 —
33 —
34 —
35 —
36 —
37 —
38 —
39 —
40-
41-
42 —
43 —
44 —
45 —
46 —
47 —
LfCV 1 r—wonNIVAL rruAlmrcnInu t.VKr-UnAI IVIV
GEC JOB NO: 4786 LOG OF BORING NO. 4 1 of 9)
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER MN
DEPTH,
IN
FEET
862.9
SURFACE ELEVATION:
IDENTIFICATION
GEOLOGY
N
BPF
WB
SAMPLE REC.
TYPE I
FIELD & LABORATORY TESTS
MC DEN
L.L.
P.L.
Q C
Poorly graded sand with clay,
UNCON-
-fine
grained, dark grayish brown,
some roots, wood, & concrete, (SP-SC)
TROLLED
FILL
6
N
SS
8
2-
3-
UNCON-
8
N
SS
8
Poorly graded gravel with clay &
TROLLED
a -sand,
brown & black, (GP -GC)
FILL or
TOPSOIL
i
5-
9
N
SS
12
Poorly graded sand, fine grained,
6-light
brown, (SP)
7-
e-
4
Y
SS
13
Poorly graded sand,
19
9-medium
grained, brown, (SP)
23
10
COARSE
2
Y
SS
9
11 -
ALLUVIUM
12-
13 -
2
Y
SS
9
14 -
Poorly graded sand,
19
medium grained, gray, (SP)
23
15 -
5
Y
SS
7
16-
19
"-
23
18-
P6
Y
SS
10
28
19-
91
Lean clay with gravel, gray,
2o-
lense of coarse sand, (CL)
TILL
(poor recovery)
7
?
SS
3
21 -
DEPTH DRILLING METHOD
WATER LEVEL MEASUREMENTS
NOTE: REFER TO
0- 91/ : 21 " HSA
DATE
TIME
SAMPLED
DEPTH
CASING
DEPTH
CAVE-IN
DEPTH
F UID LEVEL
WATER
EVE
THE ATTACHED
SHEETS FOR AN
9-1/2 - 24-1/2: RD
6/8
1:43
26
9-1/2
22.8
8.1
6 8
1.56
26
9-1
22.8
8.1
EXPLANATION OF
TERMINOLOGY
ON THIS LOG
BORING
COMPLETED: 6
6/ 12
7.8
wet
CC: RA CA: VD Rig: 25
1/85
UCu m CUMNIUAL LIMU11MLLRING CORPORATION
GEC JOB NO: 4786 VERTICAL SCALE: 1"=3' LOG OF BORING NO: 4 (p. 2 Of 2)
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
DEPTH,
In
SAMPLE
FIELD& LABORATORY TESTS
FEET
DESCRIPTION 4""1 CLASSIFICATION
GEOLOGY
N
WB
TYPE
REC.
MC
DEN
L'�'
qc
22—
Lean clay with gravel, gray, Tense
of coarse sand, (CL) (poor recovery)
TILL
23
9
Y
SS
18
24 -
25—
Poorly graded sand, fine grained,
COARSE
grayish brown, (SP)
ALLUVIUM
19
Y
SS
9
�'
END OF BORING
27 -
28 -
29 -
30 -
31-
32 -
a
33 -
34 -
35 -
36 -
37 -
38 -
39 -
40-
41-
42 -
43 -
44 -
45 -
46 -
47 -
U=V I r_UnnIVAL. cnalnGcnlnaa a.vnrvnw I IVn
GEC JOB NO: 4786 LOG OF BORING NO. ( p Af 2)---
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION• BROOKLYN CENTER M
DEPTH,
IN
SURFACE ELEVATION: 861 •8
N
SAMPLE
FIELD & LABORATORY TESTS
� DEN
P.L.
q C
FEET
IDENTIFICATION
GEOLOGY
BPF
WB
REC.L.L.
TYPE IMC
'-
Organic soil with sand, dark
UNCON-
1
N
SS
3TROLLED
2-
grayish brown & black, some
straw, (OL/OH)
FILL
3-
3
N
SS
4
a-
Peat, black, amorphous
SWAMP
granular, (PT)
DEPOSITS
5-
I
6
?
SS
14
s-
Clayey sand, brown, (SC)
ALLUVIUM
7-
8-
Poorly graded sand with silt,
5
Y
SS
16
fine grained, gray, (SP-SM)
9-
10-
Poorly graded sand, fine grained,
gray, (SP)
5
Y
SS
18
11 -
COARSE
ALLUVIUM
12 -
13 -
6
Y
SS
8
1a -
Poorly graded sand, medium grained,
15-
gray, (SP)
9
Y
SS
10
16-
17 -
19-
Poorly graded sand, medium to
20-
coarse grained, light grayish
brown, (SP)
13
Y
SS
18
21 -
DEPTH DRILLING METHOD
WATER LEVEL MEASUREMENTS
NOTE: REFER TO
0- 91/2: 21/4" HSA
DATE
TIME
SAMPLEDDEPTHCASDEPTH
TH
CAVE-INNG DEPTH
DRILLING
FLUID LEVEL
WATER
LEVEL
THE ATTACHED
9-1/2 - 23-1/2: RD & D4
6/5
4:22
25
9-1/1
3.6
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY
ON THIS LOG
6/5
4 : 30
25
0
17.3
6.8
BORING 6/5/87 2:50
COMPLETED:
6/8
1
1:55
25
0
6.8
6.2
CC: MH CA: RA Rig: 25
6/ 12
1 6.6
6.4
1/85
GEO. cCHNICAL ENGINEERING CORPORATION
GEC JOB NO:
4786 (p. 2 of 2)
VERTICAL SCALE: 1"=3' LOG OF BORING NO: 5
PROJECMARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
T:
DEPTH.nSAMPLE
IFIELD& LABORATORY TESTS
FEET DESCRIPTION AND CLASSIFICATION GEOLOGY N WB TYPE REC. MC DEN L L C
�L.
22 —
23— Sandy lean clay with gravel, TILL
dark gray, (CL)
24 11 ? SS 18
25— END OF BORING
26 —
27 —
2a —
29 —
30 —
31—
32 —
33 —
34 —
35 —
36 —
..I I III I III
39 —
40-
41-
42 —
43 —
44 —
45 —
46 —
47 —
VICV 1 G{r171U1VAL CI\�7111\GGRIAY \+V�fPV�7A I IVr/ �'�
GEC JOB NO: 4786 LOG OF BORING NO. 8
PROJECT: MARANATHA CONSERVATIVE BAPTIST HOUSE ADDITION; BROOKLYN CENTER, MN
DEPTH,
861.0
FIELD & LABORATORY TESTS
FEET
SURFACE ELEVATION:
IDENTIFICATION
GEOLOGY
N
BPF
WB
SAMPLE
TYPE I REC.
MC ' DEN
F.L.
qc
1-
Organic soil, black, some grass,
TOPSOIL
N
FA
(OL/OH)
2 -
3-
4-
Poorly graded sand,
fine grained, brown, (SP)
N
FA
5-
6-
COARSE
ALLUVIUM
7-
Poorly graded sand,
8-
fine to medium grained, grayish
N
FA
brown, (SP)
9-
END OF BORING
10 -
11 -
12-
13-
14-
15 -
16-
17-
18-
r
19-
20 -
21 -
DEPTH DRILLING METHOD
WATER LEVEL MEASUREMENTS
NOTE: REFER TO
0- 91/2: FAS
DATE
TIME
SAMPLED
DEPTH
CASING
DEPTH
CAVE-IN
DEPTH
DRILLING
jFLUID LEVEL
WATER
LEVEL
THE ATTACHED
6/4
4:00
9-1/2
5.5
dr
SHEETS FOR AN
6/8
1:48
9-1/2
5.0
dry
EXPLANATION OF
TERMINOLOGY
BORING
COMPLETED: 6/4/87 3:59
6/12
4.9
dry
CC: MH CA: RA Rig: 25
ON THIS LOG
1/85
Page 1 of 2
TEST BORING AND LOGGING M,iHODS
STANDARD PENETRATION - SPLIT SPOON TEST
A 1-3/8" ID, 2" OD steel sampling tube is driven into the soil with a 140-pound
hammer falling 30". The number of hammer blows required to drive the sampler
1', after an initial set of 1/2', is the standard penetration resistance ("N"
value).
The bore hole is advanced between sampling intervals with flight auger, hollow
stem auger, casing, or by rotary drilling with drilling fluid.
AUGER BORINGS
Auger borings are drilled by hand or with a power -driven auger.
The hand auger method consists of drilling the auger into the soil in increments
of approximately 4", then retracting the auger and observing the material re-
covered. This allows almost continuous observation of the soil profile.
Two procedures are available in drilling power auger borings: "spinning" and
"pulling."
- In the spinning procedure, the auger is drilled into the ground in incre-
ments of 5', or less. The auger is then spun rapidly. Soil "rides up" the
flights of the auger to the ground surface, where samples are taken. In
general, this method results in reasonably accurate identification of the
soil profile above the groundwater table, but it can be very misleading -
particularly in sandy and gravelly soils - below the water table.
- In the pulling procedure, the auger is drilled into the ground and then
withdrawn to above the ground surface. The general soil profile can be
observed, and samples of materials adhering to the auger are taken. In
general, this method is considered to be a little more accurate than the
spinning method in soil above the groundwater table, and considerably more
accurate than the spinning method in soil below the groundwater table.
THIN -WALLED TUBE SAMPLES
Relatively undisturbed samples are taken with thin -walled tubes. The tube is
pushed into the soil and retracted with the soil sample inside the tube.
STATIC CONE TESTS
The static cone test consists of measuring the force required to push a steel
cone penetrometer into soil. The cone is pushed at a rate of approximately 1/2"'
per second. The static cone bearing pressure, qc, is the total load divided by.
the projected end area of the cone. Cone diameters available are 1-3/4",
2-1/4", and 3". The apex angle is 60 % A hand cone penetrometer is often used
in conjunction with hand auger borings. It has a 30' apex angle and a projected
end area of 0.5 square inches.
8-85 ` GEOTECHNICAL ENGINEERING CORPORATION
Paqe 2
CORING
Coring is done with a diamond or carbide bit on a double -tubed barrel.
LOGGING
Both factual data and interpretive information is included on boring logs.
In general, the information on the righthand side and the bottom of a log is
considered to be essentially factual data.
In the "Identification" and "Geology" columns, the intent is to portray the soil
profile, or stratigraphy, based on interpretation of available data. Since the
information shown is interpretive, it is subject to error. The accuracy of the
information shown is controlled by the type and amount of data available. In
general, there are three basic categories of information shown: 1) the soil
identification, or "classification" of materials; 2) geologic identification of
the soils; and 3) the depths of the contacts between soil layers.
Determination of the depth to contacts between soil layers is arrived at by
taking into consideration the action of the drill tools and the appearance of
materials recovered. On a given boring log, contacts shown with solid and
dashed lines are used to indicate higher and lower accuracy, respectively. In
general, the entire soil profile is not observed or sampled. Consequently,
indicated depths of contacts may be incorrect, and some materials or layers may
be undetected in a boring and may not be indicated on a boring log.
Boulders and other large objects generally are not recovered. from test borings.
This is due to limitations on the size of particles that can be recovered.
Though there may be no specific reference to such materials on boring logs or in
a report, they may be present in the ground. This is particularly applicable to
deposits such as coarse alluvium, uncontrdlled fill, glacial till, outwash,
tumblerock, and weathered bedrock.
Typewritten logs are prepared based on field logs. A field log may contain in-
terpretive information - such as notes regarding unusual drilling conditions -
which is not indicated on the typewritten log.
8/85
GEOTECHNICAL ENGINEERING CORPORATION
TERMINOLOGY ON BORING LOGS:
DRILLING, SAMPLING, AND TESTING NOTATION
(Refer to attached sheets for additional information.)
A,B,N,H: Size casing or core.
AC: At completion of boring.
CA: Crew Assistant.
CAS: Casing.
CC: Crew Chief.
CONS: One dimensional consolidation test.
COT: Clean -out tube.
DEN: Dry density, pounds/cubic foot.
DM: Drilling mud fluid.
FA: Flight auger, power driven. P-pull; S-spin.
HA: Hand auger.
HSA: Hollow stem auger.
HYD: Hydrometer analysis.
LL: Liquid limit.
MC: Moisture Content, percent of dry weight.
N: Standard penetration test, penetration resistance, or N value, in blows/foot
(unless otherwise noted).
PAP: Paper plug.
PL: Plastic limit.
qp: Pocket penetrometer strength, tons/square foot.
qc: Static cone bearing pressure, tons/square foot.
qu : Unconfined compressive strength, tons /square foot.
RD: Rotary drilling, using drilling fluid and a cone -type roller bit.
REC: In split spoon and thin wall tube sampling, the length of sample recovered,
in inches. In rock coring, the length of core recovered as a percentage of
the total core run.
REV: Revert drilling fluid.
SA: Sieve analysis.
SS: Standard split spoon sampler. Steel. 1-3/8" inside diam., 2" outside diam.
TW: Thin -walled tube sampler.
VANE: Vane shear strength, tons/square foot: L - Laboratory; F - Field.
WASH: Sample of coarser -grained material from rotary drilling fluid. Obtained
by screening the returning fluid or with a split spoon sampler at the -
bottom of the bore hole.
WAT: Water.
WB: Describes whether the sample appears to be waterbearing.
WH: Sampler advanced by static weight of drill rod and 140 lb. hammer.
WR: Sampler advanced by static weight of AW size drill rod.
-200: Amount of material finer than #200 sieve, per cent.
V: Water level symbol.
Note: The size of equipment is indicated by a number preceding the descriptive term.
For example, 2-1/2 CAS represents 2-1/2" diameter casing.
7-85 GEOTECHNICAL ENGINEERING CORPORATION
IDENTIFICATION OF SOILS
(VISUAL -MANUAL PROCEDURE)
%5511inesWellgrsded -- --
1 Poorly graded
',w Wellgraded �-►fines•'-ML or MH -
GRAVEL
% gravel > 10%lines< ��finn=CLorCH-
% send \\
y Poorly graded �-►fines- ML or MH-
lines=CL or CH -
lines-ML or MH-
>15% fine; — -
---' "'----► vines=CL or CH-
_� Wellgraded ---
<5%lines
Poorly graded— —
fines-ML or MH -
Well-waded1--
SAND --+fines=CL or CH -
% sand > 10%fines
% gravel \ lines=ML or MH -
yPoorly graded
tinesvCL or CH-
_ _ �fines•MLorMH-
_15%lines C-
----'�•► lines=CL or CH -
-- GW —►<15% sad—s Wellyradsd gravel
>15% sand — Well graded gravel with sarsd
P-�---►<15% sand ------ 0- Poorly graded gravel
_��►?15% sand —a. Poorly graded gravel with sand
� G W-G M _z:z—► <15% sand —► Well -graded gravel with silt
>15%sand ------- Well -graded gravel with silt and sand
-� G W G C <15% sand — Wellgraded gravel with clay
-.15% sand --► Well -graded gravel with clay and sand
- GP -GM --► <15% sand --s Poorly graded gravel with silt
>75% sand —► Poorly graded gravel with silt and sand
G P"GC <15% sand —► Poorly graded gravel with clay
>75% sand --► Poorly graded gravel with clay and sand
—y
Gm <15% sand —i Silry gravel
Z75%sand —� Silty gravel with sand
--► G C �__ --r <; 15% sand ---► Clayey gravel
-�`+• +15% sand - - Clayey grarel with sand
-►S W -y •:15% gravel Welt -graded sand
gravel Well -graded Well -graded sand with gravel
►SP —►i15%gravel Poorly graded sand
r-��►� 15% gravel —► Poorly graded sand with gravel
__ - S W'S M _1 <15% gravel --► Well -graded sand with silt
>15%gravel —► Well -graded sand with silt and gravel
--,SW-SC - --� <15% gravel ---► W01-graded send with clay
,.y >15% gravel --► Well -graded sand with clay and gravel
-SP-SM_---- <15% gravel Poorly graded sand with silt
1_y �>15% gravet —s Poorly graded sand with silt and gravel
--- Sp -SC <15% gravel Poorly graded sand with clay
215%grarel--*- Poorly graded sand with clay and gravel
--+SM—i<:15%gravel—► Silty sand
__►SC . a15% gravel --► Silty sand with gravel
�i 15% gravel —+ Clayey sand
>15%gravel —r Clayey sand with gravel
<30% plus No. 200 <15% plus No. 200 01 Lean clay
15.25% plus No. 200 % sand _>% gravel —0 Lean clay with sand
C L b. % sand <% gravel — Lean clay with gravel
% sand >% of gravel <15% gravel Sandy lean clay
>30% plus No. 200� 111 Z15% gravel -► Sandy lean clay with gravel
% sand <% gravel <15% sand i Gravelly lean clay
215% sand 9 Gravelly lean clay with sand
<30% plus No. 200 r�-t• <15% plus No. 200 M. Silt
15.25% plus No. 200 % sand >% gravel ► Silt with sand
M L % sand <% gravel -------► Silt with gravel
'a. % sand >% of gravel <15% gravel i Sandy silt
>30% plus No. 200 ` >15% gravel -► Sandy silt with gravel
% sand <% gravel <15% sand Gravelly silt
>15% sand -1 Gravelly silt with sand
<30% plus No. 200 <15% plus No. 200 Fat clay
15.25% plus No. 200� % sand >% gravel —10 Fat clay with sand
CH % sand <% gravel Fat clay with gravel
% sand >% of gravels <15% gravel ► Sandy fat clay
>30% plus No. 200 ' �- i >15% gravel s Sandy fat clay with gravel
% sand <% gravel <15% sand i Gravelly fat clay
��_>15% sand —Gravelly fat clay with sand
<30%plus No. 200 <15% plus No. 200 to Elastic silt
75.25% plus No. 200 % sand Z% gravel ---------- a-- Elastic silt with sand
M H % sand <% gravel Elastic silt with gravel
% sand >% of gravel <15% gravel Sandy elastic silt
>30% plus No. 200 Z15% gravel ► Sandy elastic silt with gravel
% sand <% gravel zzzz::Z-: <15% sand --► Gravelly elastic silt
>15% sand - to Gravelly elastic silt with sand
<30% plus No. 200 -i <15% plus No. 200 _10- Organic soil � 15.25% plus No. 200 -�---� % sand >% grave; ► Organic soil with sand
OL /OH �� % sand <% gravel Organic soil with gravel
y % sand >% gravel <15% gravel ---► Sandy organic soil
>30% plus No. 200 Z15% gravel Sandy organic soil with gravel
% sand <% gravel <15% sand ------------ a-- Gravelly organic soil
2!15% sand —r Gravelly organic soil with sand
No'IE-Percentages are based on estimating amounts of fines, sand, and gravel to the nearest 5 0.
9/85 GEOTECHNICAL ENGINEERING CORPORATION
GEOLOGIC TERMINOLOGY
The geologic description indicates the apparent depositional origin or
stratigraphic name. Geologic identification is interpretive and subject
to error.
General categories of geologic deposits, and descriptive information is
as follows:
ALLUVIUM COARSE ALLUVIUM: Sandy (and gravelly). Stratified.
Deposited from fast moving waters
in streams and rivers. (Includes
glacial outwash.)
FINE ALLUVIUM: Clayey and/or silty. Stratified.
Deposited from slow moving waters
in streams, rivers, lakes, and ponds.
BEDROCK Wide range of characteristics: from hard, dense,
consolidated rock; to soft, compressible, and uncon-
solidated soil -like material.
FILL CONTROLLED: Compact, uniform material; inorganic;
no debris.
UNCONTROLLED: Loose or variable density. Mixture
of soil t,ypes. Often contains debris
and organic material.
TILL Normally contains a wide range of grain sizes, from
boulders through clay. Usually non -stratified.
Deposited directly from glaciers.
LOESS Silty. Non -stratified. Upper layer. Deposited from
wind.
SLOPE WASH Organic and/or inorganic material washed from slopes
and redeposited.
SWAMP DEPOSITS Peat, muck, and marl, and organic soil. Formed through
accumulation of organic material under water.
TOPSOIL Contains both inorganic and organic material. Upper,
black layer of soil. Formed by weathering of inorganic
soil and accumulation of organic material.
TUMBLEROCK Dominantly gravel, boulders and rock slabs. Deposited
from gravity flow down hills or cliffs.
WEATHERED BEDROCK Bedrock which has been substantially weathered through
disintegration or decomposition. Texture and composi-
tion grades into bedrock.
WEATHERED SOIL Texture, composition, and position is intermediate
between topsoil and non -weathered soil.
2-87 ' GEOTECHNICAL ENGINEERING CORPORATION
TERMINOLOGY ON BORING LOGS
r.Poi1NnIdATPD
3/86 1
Groundwater information is shown on boring logs: 1) under "Water Level
Measurements" and 2) in the "WB" column.
Information under Water Level Measurements includes:
- The depth to the water level (or drilling fluid, if used) and the depth to
the bottom of the hole (cave-in). Water level and cave-in measurements are
taken with a weighted measuring tape. If free-standing water is not
encountered in the hole, the term wet, or dry, is indicated under "Water
Level.." This means that the soil adhering to the end of the measuring tape
did, or did not, respectively, appear to be saturated.
- The depth sampled and the depth of casing (or hollow -stem auger) for
measurements made during the progress of the boring.
- Date and time of measurements.
Notation in the WB (waterbearing) column describes whether soil samples appear
to be waterbearing or saturated. "Y" means yes, "N" means no, and "?" means
questionable or indefinite.
Frozen soil which has thawed appears saturated. This may account for an iso-
lated "Y" symbol near the top of the WB column on a boring log.
Determination of the depth to the groundwater table is an interpretive process.
The determination is based on various factors, including: water level measure-
ments, the presence and type of drilling fluid, the appearance of samples, sub-
surface conditions, site conditions, and weather conditions.
The water level symbol, _y, in the WB column Indicates the apparent depth to the
groundwater table at the bore hole. The accuracy of the indicated depth to the
groundwater table can be quite variable. The water level symbol with an arrow
pointed downward (or upward) indicates that the water level is at or below (or
above) the level indicated. Absence of the water level symbol does not
necessarily mean groundwater was not encountered, or that the water table or
piezometric surface was not penetrated.
The presence of groundwater in the soil and the level of the groundwater table
can change with time. The information in the WB column is based on observations
and measurements made at the time the boring was drilled and the water level
measurements were taken.
GEOTECHNICAL ENGINEERING CORPORATION
CONSTRUCTION ON SITES WITH
UNFAVORABLE SOIL CONDITIONS
The soil below a proposed structure (such as a building, utility line, or
Pavement) should be strong and stable enough to provide adequate support
for the structure.
All materials - including soil - deform when subjected to pressure. The
weight of a structure (live load and dead load) and the weight of fill
placed around and below the structure creates pressure on the underlying
soil. This pressure causes the soil to compress, resulting in settlement.
If the settlement is excessive, cracking and other forms of distress will
occur. If the pressure on the soil exceeds the strength of the soil, an
actual failure occurs, with severe settlement and possible collapse
resulting.
The suitability of soil to support a structure is defined by the amount of
settlement that will occur (or is expected to occur) using normal design
and construction procedures relative to criteria for allowable settlement.
Soil conditions are considered suitable (or favorable) if: 1) the settle-
ment is such that cracking or other unacceptable distress does not occur,
and 2) if there is an adequate safety factor against failure. Soil con-
ditions are considered to be unfavorable (or unsuitable or marginal), if:
1) the settlement is expected to be detrimental, or 2) if there is inade-
quate safety factor against failure.
Structures can be constructed successfully at sites which have unfavorable
soil conditions by using special desig6 and construction procedures.
Depending on the circumstances, some procedures are more appropriate than
others. All special procedures have advantages and disadvantages..
Selection of the most feasible method depends not only on the subsurface
conditions, but also on economic factors and other factors (with which we
are not involved). The advantages, disadvantages, and costs of the proce-
dures should be reviewed and compared.
L2-86 GEOTECHNICAL ENGINEERING CORPORATION
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OD
EXCAVATE/REFILL
The excavate/refill procedure involves removing unsuitable materials, placing
compacted fill, and then building a structure on the compacted fill.
The excavation and the fill should extend out beyond the limits of the pro-
posed structure, into an "oversize" zone. This zone accommodates lateral
stress distribution. The oversize zone is defined by planes extending down
from the structure to the bearing stratum or basal soil. As a general guide-
line, the planes should extend down at a 45 degree angle (i.e. a one-to-one
oversize ratio) from the base of the structure.
For footings, the fill should not start immediately next to the footing. As a
general guideline, the separation distance should be at least 1/2 the width of
the footing.
Generally, earthwork excavation and filling should be tested by a geotechnical
engineer. Refer to the sheet "Earthwork Testing" for further information.
Fill material should be inorganic and unfrozen.
The excavate/refill procedure is less expensive than a deep foundation system
when the thickness of unsuitable soil is comparatively shallow.
Disadvantages of the excavate/refill method include:
1) The cost (including testing) increases if the excavation extends below the
groundwater table, due to flow of water into the excavation and into the
fill. The actual cost depends on the depth of excavation and the type of
material present below the water table elevation. Two examples are: a
- If the depth of excavation below the water table is shallow (less
than about 5'), and if the surrounding material has low permeability
(clayey soil, for example), and the rate of water inflow is low, then
the water can be controlled by sump pumping or without any special
procedures.
- If the depth of excavation below the water table is deep (more than
about 10') and if the surrounding soil is sandy or contains many sand
layers, and the rate of water inflow is high, special procedures may
be required for dewatering, excavating, filling, and testing.
2) The oversize may not be attainable due to proximity of property lines or
other structures. For footings, this disadvantage can be countered by
lowering footing elevations. This reduces the horizontal distance
required in oversizing.
-87 GEOTECHNICAL ENGINEERING CORPORATION
EARTHWORK TESTING
Generally, earthwork excavation and filling done for proposed buildings
and other structures (such as pavements and utility lines) should be
tested by a geotechnical engineer. This includes observing excavations
and conducting density tests in compacted fill.
Excavation observations involve examining the bottom and sides of exca-
vations to ascertain whether unsuitable material has been removed prior
to backfilling or construction -of footings. Oftentimes excavation ob-
servations are correlated with information from soil test borings.
Density testing involves obtaining the field density and the maximum
laboratory (Proctor) density of fill and then computing percent com-
paction to determine whether the degree of compaction is suitable or
meets specifications.
As a general guideline for percent compaction, we suggest a minimum of
95% of standard Proctor density. This applies to one to three story
buildings with light to moderate structural loads (i.e. design bearing
pressures of up to 3000 psf for footings), pavements, and utility
lines. The upper 3' of fill for roadways should be compacted to at
least 100% of standard Proctor density. These guidelines could be
superseded by specific requirements in this report or in project speci-
fications.
Percent compaction is sometimes specified in relation to modified
Proctor density. In computing percent compaction, the results based on
standard Proctor density are normally 3-5% greater than results based
on modified Proctor density, with the actual difference depending on
soil type.
3/86 GEOTECHNICAL ENGINEERING CORPORATION
ALLOWABLE SETTLEMENT OF BUILDINGS AND OTHER STRUCTURES
General
Some comments regarding the allowable settlement of buildings and other struc-
tures are presented on this sheet. The comments are general, and they may not
apply to all projects.
Buildings
In general, allowable settlement in a building is not controlled by total
settlement or by uniform tilting. Instead, it is controlled by differential
settlement, which is the movement of structural elements relative to each other.
The physical effects of differential movement are cracking and other forms of
distress. These effects become more pronounced as the amount of differential
settlement increases.
Limits on allowable differential settlement have been established to prevent
cracking. In the progression of cracking severity: a) initial cracking is
called architectural damage, and b) more severe distress is called structural
damage. In normal situations, the intent is to limit differential settlement to
prevent architectural damage.
Differential movement is measured by, and expressed as, angular distortion.
Angular distortion is the ratio of vertical movement to horizontal distance.
The amount of angular distortion that is allowable in buildings varies, depend-
ing on the type of construction and the height of the building relative to its
width. Values of tolerable (allowable) angular distortion are given on the next
page.
In normal geotechnical engineering practice, building design is based on
restricting settlement to within allowable limits, and a safety factor is not
applied. However, a safety factor actually is "built -into" settlement analysis
for the following reason. In analysis, it is assumed that walls and columns of
a superstructure are free to move, independent of the structure. In reality,
there is a considerable amount of rigidity in a superstructure. As a result of
this rigidity, stresses transmitted to the soil are redistributed, and this.
reduces the amount of differential movement that actually occurs.
Other Structures
Factors affecting allowable settlement of other structures (such as roadways,
bridges, utility lines, tanks, towers, and machines) include: aesthetics and
comfort; liquid flow gradients, infiltration, and leakage; stability; mechanical
function and operating tolerances.
1-87 GEOTECHNICAL ENGINEERING CORPORATION
VALUES OF ANGULAR DISTORTION (8/Q) WHICH CAN BE TOLERATED
WITHOUT CRACKING. (After Skempton and MacDonald, 1956,
Polshin and Tokar, 1957, and NAVDOCKS, 1971)
Irregular Settlement
H
L
Regular Settlement
Allowable
Type of Building
L/H
8/Q
Steel frame with flexible siding
--
0.008
Steel or reinforced concrete frame
0.002 to
with insensitive finish such as dry
--
0.003
wall, glass, or moveable panels
Steel or reinforced concrete frame
�5
0.002
with brick, block, plaster, or
stucco finish
3
0.001
�5
0.0008
Load -bearing brick, tile, or
�3
0.0004
concrete block walls
Circular steel tanks on flexible
0.008
base, with fixed top
Circular steel tanks on flexible
0.002 to
base, with floating top
0.003
Tall slender structures such as
stacks, silos, and water tanks,
--
0.002
with rigid mat foundations
x
RECEIVED JUN 3 0 1987
Engineering Company
Douglas W. Barr
John D. Dickson
L. R Molsot.tier
Allan Gebhard
Leonard J. Kremer
Dennis E. Palmer
June 30, 1987
Mr. Robert Williams
Sanders and Associates
365 East Kellogg Boulevard
St. Paul, Minnesota 55101
Dear Mr. Williams: a
The purpose of this correspondence is to address the questions the
City of Brooklyn Center has regarding the Maranatha Alternatives Housing
Project. The drainageway along the western boundary of the site is the
stormwater runoff conveyance system for an area upstream. The improved
drainageway has a 100 cfs capacity with a head loss of 0.15 feet through
the site. This 100 cfs discharge is approximately the capacity of the
existing culvert crossing of 69th Avenue when the headwater elevation is at
the crown of the road, approximately Elevation 863. This assumes that
areas inundated outside of the drainageway are considered non -effective in
conveying flow.
The swale on the south side of the site is being replaced with a more
defined drainageway. The capacity of this improved drainageway when the
water surface at the eastern end of the drainageway is at Elevation 862 is
about 15 cfs. If the water surface reaches Elevation 863, the capacity
increases to approximately 45 cfs. Both discharges assume a slope of the
energy grade line of 0.1 percent. These calculated discharges do not
include available flow capacity on adjacent property.
The storm which produces the critical discharge from the site is the
100-year 1/2 hour storm. The peak discharge from the site conditions is 20
cfs. The calculated peak discharge with the proposed improvements is 19
cfs. Approximately 1.8 acres of the site is directed toward the ponding
basin to the constructed on the site. The discharge from the area not
directed through site storage is 18 cfs with a peak outflow discharge from
the basin of 1 cfs. The pond will receive the runoff from the roof, the
parking area and most of the roadway which is the majority of the new
impervious areas. The pond will store this runoff and serve as a
sedimentation basin. The hydrographs developed for the site are attached.
The total storage volume on the side below the 100-year flood level of
859.2 established by National Flood Insurance Program is 0.10 acre-feet.
The increase in runoff because of the development is 0.21 acre-feet. The
7803 Glenroy Road
Minneapolis, MN 55435
6121830-0555
Mr. Robert Williams June 30, 1987 Page 2
proposed development plan increased the available on -site storage volume to
0.36 acre-feet. This increased storage is greater than the combined total
(0.31 acre-feet) of existing site storage and the increased volume of
runoff as a result of the proposed project.
The revised drainage patterns have made a reduction possible in the
size of the culvert under the entrance road. The pipe, sized as a 24-inch
RCP previously, can be reduced to a 12-inch RCP.
Sincerely,
Dean V. Skallman
DVS/tmk
c: David Wolterstorff
RW/330,0