BROADWAY E 5220 FASTNERS INC STORAGE REPACKAGING NUTS & BOLTS
~
. ' BROADWAY E 5220
:
.
DATE FINALED ENGINEER' S REVIEW SHEET
CHECK WHEN LOGGED IN FINAL
BLDG. PERMIT # -or -FILE# B95018-9-1;
Related File # ( SP-745-B)
Date to Review • 2-1-95 Time 11:00 # PRE-APPLICATION
Date to AA & DR Time
Date Received 1-18-95
Project Name FASTENERS INC STORAGE REPACKAGING NUTS & BOLTS N0. LOtS NO.Acres
: Section - Township - Range
.
SITE; ADDRESS BROADWAY E 5220/E CARNAHAN PARCEL # 14534-9029'"
Applicant's Name DAVIS KLEIWER/JUB Phone # 458-3727
Address 422 W RIVESIDE STE 722-SPOKANE WA 99201 Work #
• Date Conditions mailed
,
;
Contact person Phone #
FLOOD ZONE - V NO W S SCHOOL
Engineer / Surveyor's / Architect's Name
Planning Contact Person Phone # 456-2205
Date Submitted . Description Initials
~ - ----T .
i
i ZD AGREEMENT TO PAY FEES OR PRIORITY FEE COMPLETED c~COPY TO ACCOUNT,iN
FINAL PLAT FEES COMPLETED & COPY TO ACCOUNTING
NOTICE TO PUBLIC # 1 3 4 6 COMPLETED - OR NEEDS TO BE SIGNED
DESIGN DEVIATION SUBMITTED
ALTERATION TO PLAT - BLOCKS & LOTS
BOND RELEASED -ROAD & DRAINAGE IMPROVEMENTS
1-iEARING EXAM APPROVED DENTED- APPEALED BBC / PROJECT APPROVED DENIED
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PERMIT DOCUMENT TRANSMITTAL
Spokane County Division of Buiidings -
1026 W Broadway Ave.
Spokane, WA. 99260
Project Address: Project
Business Name:
CONTACT: Phone:
Mailing Address: 4.) 4121 99~0>
~
COORDINATOR: - Phone:
op-/9-
DOCUMENTS CIRCULATED
Fire
Description . BulIx' Qlny Zo In Enq~ Hcaltfi Oistll1 UUTs SC/lPCA
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Received 6y
Date of Transmittal: Circulated by:
E D
AUG z 0 1996
• ~`VEvti:~~. ~.~~ir~~i f ENGINEER '
~
08i19/86 MON 08:32 FAX 509 747 0570 ZECR BUTLER ARCHITECTS FASTENERS 0002 ~
1 . ~
, S P O 1t A N r j. C O U N "1' Y
Ot71CH AF TIIfi CQUNTY CNGINEER • A DIVISIOr1 OFTIIC r1101.IC WONKS DEI'AA11ylENT
' Ronalc) C. ! lunnonn, 1'.C., Cuuuly Eitglneer Uennls M. Scoll, I'.C., Dlreclor
. AcncrMENT To rAy rcrs
ENCtNECR'S ACRCCMCNT NUMDCR o 00001)
This agreement betwecn Srnkane Co+uity asticl FASTENERS INC . ~
k..amC VI pCff011) ,
wliose intcrest in the rrnject is (haner •
li.c. Wwu~r,•a$am,
is eiiierecl inlo tliis 19th day of AuQust , 19 96 . 1'his agreement is applieahle to tlie Prciject
. ~
known as:
ERS INC OFFICE/WAREHOUSE
f 1 iy na111C aR
Tlint lhe inJividuols anJ raslics nnmcJ Iicrein as having an interest in the aUove dcscrivccl property or
projcct agrcc to the following:
1. Reirnbuise Sroknne Cnuniy for rmjcct review ancl insreclion fees ns speci(iecl in
Chipler 9.14 of lhe SPokane Counly CoJe. The fecs will bc lmsecJ on acltia) salary
cosls incurrccl by Spokane County for Projcct rcviews nnJ / or inslicctions rlus a lcn
nercenl aeliiiinislrolive eharge, ancl will Iie htllecl innntli(y as necruccl, /1ily final
billing amaunls, Ici inclucle any Iale fees or aity other exlienses incurrecl in ihe
collcction of an ovcrJue account must be paiJ rrior Io (lie Cuuniy's acccptancc oF
clic rrojecl far filiiig.
2, ?he unclersigneJ ngrees that lhese Fees nre clue anJ payable t,pon receipt of iIie
billing as srecifiecl abovc. '
3. Aiiy invoices not raiJ wilhin 30 days of tlie fnvoiee Jite will be subjectecJ to a lale
Fcc cliarge ot' 1 % pcr ironth (12% jler year) on (lie iniraicl hallnce of (lie accoliiil
ancl any accniccl iale fce cltarges. In acldition, if any oulstnnding bulance on tlie
account for Ihis projeet is nol Paicl wi(hin 30 Jays of the invoice dale, no fi1rther
reviews of the Pmject doewiteiits will be eoncluclecJ unttil (lie eiilire acrount balance
is riiJ. Any balAnee on tlie aceotmt for this rroject not raid wilhin 65 clays of (lie
invoice Jile may result in legal action or ehe initation of olhcr collcclion rroccJtires,
inclucling reFerral lo a colleelion agency. 11ie Sponsor will be liable for any anJ all
exrenses incurrecl by Ihe Couiily for (lie collcclion of overclue accounts.
4. ?lie montlily billing sliatilJ bc sent to lhe atteiilion of:
Fasteners Inc.
NAMC. .
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P.O. BOX 3004 Q~
ADDRCSS: ~~V/S+i G I
v~ ~~°F 9 ~99
C11'Y,._S'i'nTE:. . Spokane a WA n~ v140 M/ 6`•... _
~r
G
ZtP CODE: 99220 p
rj IoNE (509) 535-9022
I unclerstand thit fai(ure te) ray lIiese fees may result in clel,y in conirletion or arpraval of 11►e rrojcct or
otltcr rossible sanccions.
❑ )f lhis fce ngrecmeiii is ecinirlelecl by someone other tlian (lie Spo«sor (i.e., lhe
Projccl owncr nr a princ;pa) iu the firm sponsoriiig tlie projecl), sucli as tlic rngineer
elesigiiing ilic rrojeci, iIien, wri«en Aulhori2alion frorn lhe Spansor speci(ieally
nulf►oriziiig (lie Agciit lo exccule llils fee A6re inenl i 1ll1CItCC) (o iis Fee
Agrceinent.
sI cNA-l•vR r_ ay:
Scott C. Petterson) president
(PR1NT NAMC) ,
RrTURN YELI.OW CnpY TO Sl''OKANC CUUNnr ENCrNCrns ,
kypweo«n,en.r« e12oA3
AUG-19-1996 08:51 , 509 747 0570 75i P.02
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CONTACT: ~~f ~ A f''°'~~ tot E PHONE: 458.,374ewl
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LEGAL DESCRIPTION: n~' 17-5 - cl 2,
PARCEL NUMBER:
DETAILED PROJECT DESCRIPTION:
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PROJECT NIIMBER= 96006695. APPLICATION DATE= C/19/96 PAGE= 01
THIS IS NOT A PERMIT
PENALTIES WILL BE ASSESSED FOR COMMENCING WORK WITHOUT A PERMZT
SITE STREET= 5220 E BROADWAY AVE PARCELI= 35144.9087 .
ADDRESS= SPOKANE WA 99212
PERMIT USE= WAREHOUSE WITH OFFICE FOR FASTNERS INC. PLAT#= 999999 PLAT NAME= RANGE •
BLOCK= LOT= ZONE= I-3 DIST#= S AREA= 00000000 F/A= F WIDTFi= -353 DEPTH= 339 R/W= 60 '
~ OF BLDGS= 1 if DWELLINGS= -WATER DIST.= SPOKANE, CITY OF .
OWNER= FASTNERS INC PHONE= - .
STREET= 5220 E BROADWAY AVE
ADDRESS= SPOKANE WA 99212 ' ,
CONTACT NAME= ROBERT WOODS 'PHONE NUMBER= 509 456 8236'
BUILDING SETBACKS: FRONT= 35 LEFT= 5 RIGHT= 5 REAR= 15 .
******************************'REVIEW INFORMATION *********~r******************* •
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DEPARTMENT REVIEW REQUIREMENT .
BUILDING " REVIEW COORDINATOR - J LARSON
. . . ~
COMMENTS: . - '
BUILDZNG PLAN REVIEW REQUIRED"
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' COMMENTS : ' , ' • ` • , •
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BUILDING ENERGY PLAN REVIEW REQUIRED 9/~~/9'~O ' .
COMMENTS: - - BUILDING SPRINKLERED BLDG - PLAN REQ'D'-.-
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COMMENTS : /~~v~,,~~1 : ; ' ~i ` • • • .
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BUILDING ZONING/SITE REVIEW
COMMENTS : . . , ' ' • . ' . , a.~~EPA REVIE BUILDING +12, 000 SQ FT
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COMMENTS : • - . . . ; , . , ~
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' CMA REVIEW CRITICAL MATERIALS (ALL'-COMM). AJ~A
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Page 1
OFFICE OF THE COUNTY ENGINEER
SPOKANE COUNTY, WASHINGTON
Project: Fasteners Inc. Storage Facility Date: Aug. 21, 1996
Address: E. 5220 Broadway Ref No. B95018
Parcel No:35144.9087 Review 1
The County Engineering Department has completed a review of
the above referenced project. The following items must be
addressed prior to permit release.
1. Does the roof drain to the bottom of the swale or directly to
the drywells? If it is draining to the swale, it does not appear
that there is enough bottom area provided for treatment. If the
roof drainage can be disposed of directly into a drywell, I
recommend that you consider doing this. The volume of water from
the roof intindating the 302 square foot area would likely cause
. problems.
2. Provide Bowstring calcs showing the combined runoff of Basin 2
and the roof area. Also, two Type A drywells were used in the
calr.s, but two Type B drywells appear on the plans. Please .
clarify.
3. Provide splash pads at the outfalls of the pipes.
4. Provide a copy of the recorded property deed for the
preparation of the R.I.D. waiver for Broadway.
Your contact person at the County Engineering Department is
Doug Busko, 456-3600.
Page 1
OFFICE OF THE COUNTY ENGINEER
SPOKANE COUNTY, WASHINGTON
Project: Fasteners Inc. Storage Facility Date: 1 Feb 1995
Address: E. 5220 Broadway Ref No. B95018
Parcel No:35144.9087 Review Pre App
The County Engineering Department has completed a review of
the above referenced project. The following information must be
provided in order for us to proceed with our review.
A) For any new hard surface area, for an asphaltic roof, or
a roof containing HVAC machinery, a drainage plan
for the site shall be prepared in compliance with
Spokane County "Guidelines for Stormwater Management". At
a minimum the plan must contain:
l. Drainage calculations for stormwater volumes
generated on site.
2. Calculations for total impervious surfaces
contained within the site.
3. Finished grade elevations for structures to be
constructed on site.
4. Finished grade elevations at the top and bottom of
the 208 swale.
5. A typical cross section of the 208 swale.
6. Calculations to justify the number and type of
drywells proposed.
7. Elevation of drywell inlets where applicable.
8. Copy of the proposed landscape plan.
B) The subject property is affected by the "Findings and
Order" and the "Conditions of Approval" for the following
land use action:
Spokane County Zone Change No.
Short Plat SP-745-92
C) The following improvements within adjacent Right of Way
are required prior to the release of a building permit:
l. You must submit road and drainage plans for street
improvements. These must be prepared by an
engineer. Plans must be prepared for the following
streets:
a. Broadway Avenue, Typical Roadway Section #1
NOTE: Remove any abandoned curb cuts and replace
with curb and sidewalk to match existing
curb and sidewalk.
All required construction (sidewalk/curbing/pavement) within
the Public Road Right of Way is to be completed prior to the
. release of a building permit or a financial guaranty in an amount
estimated by the County Engineer to cover the cost of
construction or improvements shall be filed with the County
Engineer. Required plans are to be submitted prior to estimating
,
. . Page 2
the amount of the financial guaranty or permit release.
2. As an alternative to the required road improvements
the County will accept an RID/CRP agreement
"Notice to Public No. 6" on the property.
3. Please submit a copy of a recorded property deed
from the Auditors office for the subject property.
Upon receipt of the deed our staff will prepare the
right of way deed and/or the RID/CRP agreement.
4. Approach permits must be obtained, after a site
plan has been approved, and before the issuance of
a building permit, from the County Engineering
Department for any new or improved driveway
approaches to the following streets:
a. Broadway Avenue
NOTE: Approach must be aligned with Yardley
Street.
D) Insufficient information was submitted with the proposal.
We are unable to proceed with our review. We will need
the following before we can proceed:
l. Site Plan.
2. Drainage plan as specified.
3. Other information:
a. A parking and traffic circulation plan shall
be submitted and approved by the Spokane County Engineer. The
design, location and arrangement of parking stalls shall be in
accordance with standard traffic engineering practices. Paving as
required by the County Planning Ordinance, will be required for
any portion of the project which is to be occupied or traveled by
vehicles. It is illegal to back out onto the Right of Way.
b. The County Arterial Road Plan identifies
Broadway Avenue as a Principal arterial. The existing right-of-
way width of 60 feet is not consistent with that specified in the
Plan. In order to implement the Arterial Road Plan, in addition
to the required right-of-way dedication, a strip of property 20
feet in width along the Broadway Avenue frontage shall be set
aside in reserve. This property may be acquired by Spokane County
at the time arterial improvements are made to Broadway Avenue.
E) Utility Condition: Permittee is responsible for arranging
for all necessary utility adjustments or relocation as
required for completion of the improvement.
F) The owner of the property or the authorized
representative must complete and sign Spokane County
Engineers "Agreement to Pay Fees". This document must be
returned to the County Engineers Office. Plan review will
not be completed until this document is executed. This
document is attached to these comments. Please return
the completed Agreement to your contact person at the
Engineers Department.
The applicant or their representative is responsible for
. ~
. , w Page 3
including each item that is marked "Required By This Project" in
their submittal in accordance with the checklist descriptions.
Each item submitted that is to meet the checklist shall be
checked off by the applicant or their representative. Submittals
which do not conform to the above requirements will be returned
for further items with no review being accomplished. This will
prolong the review process. If changes occur in the requirements
for the project because of further conversations with Spokane
County representatives, please attach a note explaining the
agreed upon change in requirements. When the applicants'
submittal is finally approved, the Engineers department will
release their portion of the Building Permit.
. Your contact person at the County Engineering Department is
Katherine Miller, 456-3600.
~9 ~3 ~ (?\_~T 3SIL-~L'\_' ~ 308 -1 ~
p
~C'K
NO. 6
NOTICE TO THE PUBLIC
RID WAIVER, AGREEMENT AND COVENANT: KNOW ALL MEN BY THESE PRESENTS, That
FAS'I'ENERS INC.q A WASHTNGTON CORPORATION
being the owners of the following described lands in consideration of Mutual Benefits now or to be hereafter
derived, do for themselves, their heirs, grantees, assigns and successors in interest hereby request and authorize
Spokane County to include the below described property in a Road Improvement District (RID) and to support
the formation of a Road Improvement District for improvement of the road(s) described below by requesting
and authorizing Spokane County to place their name on a petition for formation of a Road Improvement District
pursuant to RCW 36.88.050, or by requesting and authorizing Spokane County to cast their ballot in favor of a
RID being fo:med under the resolution method pursuant to RCW 36.88.030, andlor by not filing a protest
against the formation of a R.:ID being formed under the alternative resolution method provided for in RCW
36.88.065 and Chapter 35.43 RCW.
If a RID is proposed for improvement of the road(s) described below, said owners and successors further agree:
(1) that the improvements or construction contemplated within the proposed RID are feasible, and (2) that the
benefits to be derived from the formation of the RID by the property included therein, together with the amount
of any County participation, exceed the cost and expense of formation of the RID, and (3) that the property
within the proposed RID is sufficiently developed; provided, themselves, their heirs, grantees, assigns and
successors shall retain the right, as authorized under RCW 36.88.090, to object to any assessment(s) on the
property as a result of the improvements called for in conjunction with the formation of a RID by either the
petition or resolution method under Chapter 36.88 RCW and to appeal to the superior court the decision of the
Board of County Commissioners confinning the final assessment roll; provided further, it is recognized that
actual assessments may vary from assessment estimate so long as they do not exceed a figure equal to the
increased true and fair value the improvement(s) add(s) to the property.
It is further acknowledged and agreed that at such time as a RID is created or any county road improvement
project is authorized by Spokane County, the improvements required shall be at the sole expense of the owners
of property within the RID or served by t11e improvements withoufi any monetary participation by Spokane
County.
The RID waiver contained in this agreement shall expire after ten (10) years from the date of execution below.
The above conditions and covenant apply to the following described property:
ASSESSORS PARCEL NO(5).: 35144.9087
Tract "B" of SHORT PLAT No. 745-92, as per plat thereof recorded in Volume "8" of Short
Plats, Page 79, Spokane County, Washington.
Located in the Southeast Quarter (SE 1/4) of Section 14, Township 25 North, Range 43 East,
W.M., Spokane County, Washington.
This Agreement applies to the improvement of Broadwav Avenue RF No. 1712 by grading, draining, surfacing,
curbing, paving, sidewallc construction including traffic control facilities and related work.
These requirements are and shall run with the land and shall be binding upon the owners, their heirs, successors
or assigns.
-over-
IN WITNESS WHEREOF, the undersigned has caused this instrument to be executed on this day
of oe-•i'o~3 fcFZ. , 199 <i .
FASTENERS INC., A WASHINGTON CORPORATION
BY.~~i.~~ ~ BY.
STATE OF WASHINGTON )
COUNTY OF SPOKANE ) ss
I certify that I know or have satisfactory evidence that D
~
(is/are) the individual(s) who appeared before me, and said individual(s) acknowledged that (he/she/they)
signed this instrument, on oath stated that (he/she/they) (was/were) authorized to execute the instrument and
acknowledged it as the C)4~70 of
Fasteners Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and
purposes mentioned in the instrument.
~ D
Dated this ~ day of , 199 iS.
k-1 ,
r
i
-
Notar Public
In and for e State of Washington,
residing at Spokane.
' My appointment expires Ige .
kyle\b95018\km
p F, 9 E
Zec-~ Buter -
Architectsf)S. Is~~ 2 4' "1 9v, v600 : SPOKAIdE CO'dk1`~ ENC4PiEER ;
~ . . - . .
'I'he Paulscn Ccnter ~ . ~
Suite 860 _ ~'~S]~ tt(,L. -JV tteir
To: fl~5 c-,,c k o Date: I2- 4-
' y ~~ecf Architect,s Project Number 13 4-1
Project: F4 , Ar- -7 e- s
We tronsmit: 0 Herewitfi ❑ Under Separate Cover ❑ Other:
West 421 Ihe following:
Rivc;rside p Design Drawings 0 Specifications ❑ Shop Drawings
Spohane
wA 99201 0 Construction Drawings ❑ Product literature 0 letter
X Otfier: IQI D w4%v c.-
This material is transmitted:
❑ For Approva) ❑ For Your Use Qff As Requested
❑ For Review and Comment 0 For Information and File 0 Other:
Description/Comment:
509 456 8236
Fax Signed: Bo b Wd d s
509 747 0570 CC:
°
VARIA1vCE ~ APPLICA'v'I'S NAIW
sr..DG #
O'IHER MAII.ING A.DDRESS
S T R . - ~ r C= . `~[r~~? GcJ 42 / ~►✓c~ -
,
PARCEL #~e-S~/~ .~?09 7 PHONE - HOMF
~
a
ROA.D ~1ANiE PHONE - W O RK _,o ~
'The foilowing documents are needed before the Sookane County Engineer's Department can begin processing vour
variance or building application as approved. (509) 456-3600
~ AGREEl1MN'T TO PAY FEES have been coliected.
V RECORDED COPY OF DEED, DEED OF TRUST, conrract or conveying insuument. These mav be •
obtaiaed fronz the County Auditor, :nd t1oor uf che Courthouse.
LEGAL DESCRIP'ITON of vour access easemenL
~ A LISTIlYG OF vAMES of individuals who will be sign.ing the documents. These individuai names
should appear as the person(s) legally sign their aame.
~
~ A CURRE,~~1'T ASSESSOR'S _l~1AP tNhich depicts the location oE vour propercv.
- OWNERSffiP IUCRO-R'[JIN. These mav be obtained 1'rom the Counrv Assessors, lst tloor, of Ehe
Courthouse, Jefferson entrance, ?nd door on the left.
The necessary documen[s wiil be prepared by the Engiaeer's Department, Right-of-Way Secrion, upon provision of
che intormacion noted above. You will be notified when the documents are readv for signature. The documents mav
be sent ro vou, however, IT SHOLTLD BE NOTED 1HAT Ai.L SIGNATURES y1TJST BE vOTaRI=. The
Engineer's Department does have nocaries available if you choose to sign che documents at our office.
~ Please call when readv Please mail when readv
votice to Public Right-ok-Way
COMMEN1TS ,
Right-of-Way Agent Forward co vou from
k1pTnocica.192
1
^
I ~ ov ~
~ l.og In Date: /g(0 Parcel # .
Fioad NamelNo: • ~ ~ ~ - ~ Purpose:
~ Prepared By: -Jas~ Qay;t'D
Req By: (Land Dev) . ~ ~ - - .
4041270
~Page; 1 of 2
. 1010111998 03.36P
: Return to Coun En ineer ~ EhG N $0.00 Spokane Co, I4A
County 9
~Right of Way Department
NO. 6
. N4TICE TO THE PUBLIC
. RID WANER, AGREEMENT AND COVENANT: KNOW ALL MEN BY THESE PRESENTS, That
' FASTENERS INC., A WASHINGTON CORPURATION
. being the owners of the following describedLlands; ix1. consideration of Mutual Benefits now or to be hereafter
,
derived, do for themselves, their heirs, grarilea ';rastigranYc~;~s~iccessors in interest hereby request and authorize
~ Spokane County to include the below desc~be tKop&ty ih Road Improvement District (RID) and to suPPort
'ra: ;
the formation of a Road Improvement -District fm4ncla roy~emer~t of the road(s) described below by requesting
~ and authorizin S okane Coun to lace the nk~e``'. `'etition for formation of a R a
, g p County p , ~ o d Improvement Distnct
.
: pursuant to RCW 36.88.050, or by requesting'aMd;authori'zing Spokane County to cast their ballot in favor of a
~ RID being formed under the resolution method 'pursua.nt to RCW 36.88.030, and/or by not filing a protest
; against the formation of a RID being formed under the alternative resolution method provided for in RCW
36.88.065 and Chapter 35.43 RCW.
~
; If a RID is proposed for improvement of the road(s) described below, said owners and successors further agree:
(1) that the improvements or construction contemplated within the proposed R1D are feasible, and (2) that the
benefits to be derived from the formation of the RID by the property included therein, together with the amount
, of any County participation, exceed the cost and expense of formation of the RID, and (3) that the property
within the proposed RID is sufficiently developed; provided, themselves, their heirs, grantees, assigns and
' successors shall retain the right, as authorized under RCW 36.88.090, to object to any assessment(s) on the
; property as a result of fihe improvements called for in conjunction with the formation of a RID by either the
petition or resolution method under Chapter 36.88 RCW and to appeal to the superior court the decision of the
Board of County Commissioners confirming the final assessment roll; provided further, it is recognized that
actual assessments may vary from assessment estimate so long as they do not exceed a figure equal to the
increased true and fair value the improvement(s) add(s) to the property.
.
It is further acknowledged and agreed that at such time as a RID is created or any county road improvement
project is authorized by Spokane County, the improvements required shall be at the sole expense of the owners
of property within the RID or served by the improvements without any monetary participation by Spokane
County. The RID waiver contained in this agreement shall expire after ten (10) years from the date of execution below.
The above conditions and covenant apply to the following described property:
ASSESSORS PARCEL NO(S).: 35144.9087
Tract "B" of SHORT PLAT No. 745-92, as per plat thereof recorded in Volume "8" of Short
Plats, Page 79, Spokane County, Washington.
, Located in the Southeast Quarter (SE '/4) of Section 14, Township 25 North, Range 43 East,
W.M., Spokane County, Washington.
This Agreement applies to the improvement of Broadwav Avenue RF No. 1712 by grading, draining, surfacing,
curbing, paving, sidewalk construction including traffic control facilities and related work.
These reyuirements are and shall run with the land and shall be binding upon the owners, their heirs, successors
or assigns.
-over-
4041270
Page; 2 of 2
1010111996 43;36P
GG EhG N $),UO Spokane Co, wA
IN WITNESS WHEREOF, the undersigned has caused this instrument to be executed on this _?~1,74 day
of . r , 1994 .
FASTENERS INC., A WASHINGTON CORPORATION
BY: By:
STATE OF WASHINGTON )
COUNTY OF SPOKANE ) ss
, .
/
I certify that I know or have satisfactory evidence that Y'~~t+ C C>n
v
(is/are) the individual(s) who appeared before me, and said individual(s) acknowledged that (he/she/they)
signed this instrument, on oath stated that (he/she/tiley) (was/were) auLhorized to execute the instrument and
acknowledged it as the ka ~%;~k of
Fasteners Inc., a Washington Corporati6n to be the free and voluntary act of such party for the uses and
- purposes mentioned in the instrument.
bated this ~Lf day of C ~ _-Ari, 1199 (0.
v v e
Y. 81q0-•
~jE • 1
x ~I, ) ~
V•`55~ON ~ ` Ar~^~LY, ~ /I ~~:~1~1nf
~ N Notar~y Publi~)
~TAFIY In and for the State of Washington,
~
~ ~ PUBLC residing at Spokane.
07
,A:,~, : My appointment expires ~ O'c ~ ( ~ .
. % ~ •••~F 4Z~.•• ~Q
wA SO~6'`,.
; i s~';
, i. 3{~11'y
.ky1e\b95018\1an
STORMWATER DRAINAGE PLAN
FOR
FASTENERS, INC.
SPOKANE, WASHINGTON
PREPARED FOR:
SPOKANE COUNTY
ENGINEERING AND PUBLIC WORKS DEPARTMENT
s • Ab
OFfIClAL PUBLIC DOCUMENT
SPpKAP1E COUNTY ENGINEEA'S OFFIGE
_
0 wN
Pf~OJECT #
S"TTAI # I SppKp►NE
FfMRN To cavfflr'E G~r~N 96
PREPARED BY: AU~ ~ 6 19
IL~ING' P~~ P~N~NG
pIV1S10N oF Bu
J-U-B ENGINEERS, INC. e"
422 W. RIVERSIDE AVE., SUITE 722
SPOKANE, WA 99201
(509) 458-3727
August, 1996
STORMWATER DRAINAGE PLAN
FOR
- FASTENERS, INC.
SPOKANE, WASHINGTON
PREPARED FOR:
' SPOKANE COUNTY
ENGINEERING AND PUBLIC WORKS DEPARTMENT
PREPARED BY:
J-U-B ENGINEERS, INC.
422 W. RIVERSIDE AVE., SUITE 722
SPO KAN E, WA 99201
(509) 458-3727
August, 1996
,
; ~ .
~ TABLE OF CONTENTS
-
1.0 SUMMARY 3
2.0 GEOTECHNICAL INVESTIGATIONS ......................................................................4
3.0 STORMWATER 6ASIN CALCULATIONS ............................................................35
2
1.0 SUMMARY
This report outlines the calculations required in order to design the various ponds for
treatment and retainage of stormwater per current Spokane County Stormwater
Guidelines. The soils evaluation done on the property clearly shows the site to be one
exceptable for normal 208 and drywell stormwater disposal methods.
The ponds that have varying 2 foot high vertical retaining wall areas are created in order to
treat the roof runoff and loading dock runoff without the use of lift stations at the request
of the Owner. All systems for all drainage basins are gravity systems. In no part of the site
was a retaining wall height in excess of 2'-6" utilized so there will be no fencing required
for the ponds. The pond areas have all been generously supplied with excess 208 square
footage to allow for removal of the area of retainage wall block and subtract that from
the square foot surface area available for treatment by vertical percolation through the
grass.
- The issue of how to trim the grass in those ponds which are recessed by the short
landscape block vertical walls has been discussed and currently the program will be that
Owner maintenance individuals will carry weed whackers down into those areas in order to
keep the grass trimmed properly. As discussed above, the surface areas of the ponds are
slightly enlarged so if in the future the Owner chooses to construct a 2' wide lawn mower
path down to the bottom level of those recessed ponds, he could do so without going
below the required treatment areas per Spokane County Guidelines for Asphalt Surfaces.
The only important issue at that time for the Owner would be to grade the ramp down so
that the 6" berms still exist in order that each level can function as a 6" deep retaining
pond before the water overflows to the pond below in ~grms of the surface water
treatment for those asP = halt areas that 9ravitY flow in. t~
JJ
The roof runoff was treated by coming off therj~ eas uilding corner into pond 2 and
' two type two county drywells will 6e installed the . he calculations reflect two Type A
drywells for both the asphalt area treatment of the pond and as well as the roof overflow.
It is conservative to assume that two type 6 drywells could handle four type A drywell
; equivalent flows and that is the way the calculations are presented.
3
-
2,0 GEOTECHNICAL INVESTIGATIONS,
5 ~
4
REPORT
Geotechnical Engineering Evaluation
Fastener's, Inc. Site .
_ East Broadway Avenue
Spokane, Washington
PREPARED FOR:
Mr. Rod Butler
Zeck-Butler Architects 422 W. Riverside, Suite 860 ~
Paulsen Building
Spokane, Washington 99201 _
PREPARED BY:
Strata, Inc.
. N. 2128 Pines Road, Suite SN
Spokane, Washington 99206
July 11, 1996
looil-11
s T a .
' GEOTECNNICAL ENOiNEEpINO • YAtEpIAlS iE$TtNO
~ TABLE OF CONTENTS
~ Page
INTRODUCTION 1
PROPOSED CONSTRUC'TION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
EVALUATION PROCEDURES 2
SURFACE CONDI'I'IONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
~ SOIL AND GEOLOGIC CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
SUBSURFACE CONDI'I'IONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
LABORATORY TFSTING 6
CONCLUSIONS/RECOMMENDA'TIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Excavation Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Stiuctural Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ 8
Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Concrete Slabs-On-Grade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Lateral Earth Pressures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Seismicity . . . . . . . . . . . . . . . . . . . . . . . % . . . . . . . . . . . . . . . . 11
Pavement Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Storm Water Drainage and Ground Water . . . . 't . . . . . . . . . . . . . . . . . 12
Construction Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
. EVALUATION LIMITATIONS . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
_ X
r
~
s T R a T a .
' OEOTECNMICAL ENOINEEAINO • 41ATEqIAIS TESTINO
REPORT
Geotechnical Engineering Evaluation .
Fastener's Inc. Site
East Broadway Avenue
Spokane, Washington
INTRODUCTION Strata, Inc. has completed the authorized geotechnical engineering evaluation for the
proposed office/warehouse building to be constructed on East Broadway Avenue in Spokane,
~ Washington. The purpose of the evaluation was to assess the soil and geologic conditions wi[hin
the proposed development area and to provide geotechnical engineering recommendations with
respect to development. To complete the evaluation of the site we performed the following
scope of work:
1. Performed a literature search of the geologic and soil engineering information for
. the site and surrounding properties.
2. Performed a field reconn.aissance of the geologic and soil conditions for the site
and surrognding area.
3. Performed a field evaluation by excavating two test pits i.n the proposed
. development area to augment four other test pits excavated by Strata for previous
studies on the site. The soils encountered were visually classified at the time of
excavation and the subsurface profiles were logged. Selected soil samples were
obtained for laboratory testing.
4. Performed laboratory tests to assess some of the soil engineering properties of
selected soil samples.
S. Performed engineering analyses and prepared recommendations to assist project
planning and design.
6. Prepared this summary report of our findi.ngs.
. ~
s T R
' OEOTEGNNICAL ENOINEERINO • MATEp-AlS TESTINO
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
Page 2
PROP4SED CONSTRUCTION
It is our understanding based on conversations with you that the proposed
office/warehouse building will consist of an approximate 46,000 square foot, one-story, concrete
[ilt-up or masonry structure. The structure will be supported by continuous wall footings and
spread columa footings. The structure will have concrete slab-on-grade floors. 1'he structural
loads are anticipated to be on the order of 4000 pounds per square foot. We understand that the
warehouse will have many storage racks which will have up to 80{}0 pounds per support leg.
Some racks may be situated end to end, effectively creating 16,000 pound point loads. Asphalt
driveway and parking areas will be constructed to access the building. We understand that semi-
tractor trailer traffic is expected to be 2 to 3 trucks per week.
We understand that the owner does not wish to remove an existing thin veneer of fill
and the underlying topsoil which covers most of the site if the added risk of letting it remain is
_ acceptable to him.
EVALUATION PROCEDURES
Two test pits were excavated in the proposed development area to augment four other
test pits excavated for previous work by Strata. The approxim.ate locations of the test pits are
shown on Plate 1, Site Schematic. The locations of the test pits were established in the feld by
taping and pacing from existing site features. The field work was performed by a geotechnical
engineer from our office on December 22, 1994, and January 6, 1995.
The test pits were excavated by a Case 580E extendable backhoe equipped with
standard soil excavating teeth. The backhoe bucket was equipped with a standard 24-inch wide
~
s T R a ~ a .
' OEOTECNNiGAL ENdINEEAINO • MATEAIAI$ TESTING
FASTENER'S lNC. OFF[CEIWAREHOUSE - Spokaae
Projoct No. 50379-0120
Pagc 3
blade. The soils encountered were visually classified and the subsurface profiles were logged.
In-situ density and moisture content determinations were made via nuclear densometer. Selected
- soil samples were obtained for laboratory testing.
~
The test pits were backfilled and compacted with limited compactive effort by the
backhoe at the conclusion of the field evaluation. The backfill may consolidate and settle with
time. The test pits should be re-located at the time of construction to assess their potential
impact on the foundations and pavements and remediated prior to construction.
SURFACE CONDTTIONS
The proposed structure is to be located on the south side of the East 5300 block of
Broadway Avenue in Spokane, Washi.ngton. Neighboring parcels to the south and west were
generally undeveloped or used to store equipment. The site was bordered on the north by
Broadway Avenue, and Fruehauf Trailers Company was located on the east neighboring parcel.
Specifically, the site is located in the northwest 1/ of the southeast 'a of Section 15, Township
25 North, Range 43 East, Willamette Meridian. _
Maximum relief across I the development area was approxunated at 2 to 4 feet.
However, the site slopes moderately down to the southwest at the southwest corner. Vegetation
on the site consisted of sparse grasses and weeds. Piles of soil and construction debris were
observed in the southwest quarter of the site. At the time of our site visit there was a large 10-
foot deep excavation observed in the east central portion of the site, and a small 7-foot deep
, excavation in the southeastern portion of the site. Much of the site was covered with a veneer
: of sand fill.
10^_
s
' OEOTECMNiCAI ENOiNEEpINO IL NATEiiIAL3 TESTINO
FASTENER'S INC. OFFICE/WARfiHOUSE - Spokane
Projoct No. 50379-0120
- Page 4
SOIL AND GEOLOGIC CONDTTIONS
The U.S.D.A. Soil Conservation Service (SCS) in the "Soil Survey of Spokane" has
mapped the soil on the site as the Gacrison gravelly loam. The Garrison typically consists of
silty gravel overlying sandy gravel and is indicated to be very deep. The Garrison soils were
formed in glacial outwash with tnantles of loess and volcanic ash. The soil is reportedly
characterized as having moderate to high permeability (2.0 to greater than 20.0 inches per hour),
. being well drained, and having slow runoff. The soil has a low shrink/swell potential. The pH
of the soil reportedly ranges from 5.6 to 7.8. The corrosive potential of the soil is considered
moderate to uncoated steel and low to concrete.
The geologic conditions in the proposed development area were mapped by the
Washington State Division of Geology and Earth Resources in "Geologic Map of the Spokane
1:100,000 Quadrangle, Washington and Idaho" by Nancy Joseph, November 1990. The
~ geologic mapping indicates that the site is underlain by Pleistocene flood deposits consisting
primarily of boulders, cobbles, gravel and sand with varyi.ng amounts of silt. Our site
exploration generally confirms this mapping.
SUBSURFACE CONDTTIONS
, Fill was encountered at the ground surface in TP-1, TP-2, TP-3, TP-5, and TP-6.
The fill was a grey fine to medium grained sand in a medium dense to dense and moist to frozen
condition in TP-1 and TP-5. The fill in TP-2 and TP-3 was a grey gravelly sand with silt in a
medium dense to dense and moist to frozen condition. The fill in TP-6 consisted of chunks of
concrete, asphalt, boulders, fine white sand, and brown sand, silt, and gravel.
~
, s
' OEOTEGMNICAL ENOINEERiNd • MATEpIAL$ TESiiNO
FASTENER'S INC. OFFICEJWAREHOUSE - Spokane
Project No. 50379-0120
- Page S
Topsoil was encountered at the ground surface in TP-4, and below the fill in TP-1,
TP-2, TP-3 and TP-5. The topsoil was dark brown to black silty gravel with sand to silty sand
with gravel, with some roots and organics. The topsoil was medium dense and moist, and was
1.0 to 1.3 feet thick.
Below the topsoil, silty gravel alluvium was encountered. This material was generally
brown to grey-brown, medium dense to dense, and moist to damp. The silty gravel extended
from 4.5 to 5.5 feet below the ground surface.
1
The silty gravel soils were underlain by brown-grey sandy gravel in a medium dense
to dense and dry to damp condition. All the test pits terminated in the brown-grey sandy gravel
at a maximum depth of 10.0 feet below the existing ground surface.
Ground water was not encountered at the time of the field evaluation. It should be
noted that the elevation of the water table will vary with seasonal changes in precipitation,
. infiltration, irrrgation and other factors.
Detailed descriptions of the subsurface conditions encountered in the test pits are
presented in Apgendix A. Plate 2, Unified Soil Classificatioa System can be used to interpret
the terms used on our exploration logs and throughout this report. Subsurface conditions may
vary between test pit locations. These changes in conditions would not be apparent until
construction. If the subsurface conditions change from those observed in the test pit locations,
the construction ti.ming, plans and costs may change. Also, we should be notified promptly so
we may assess the effects, if any, to our original recommendations.
1140-1111
s T R a T a
' GEOTECMNICAI ENGINEEAINO 4 A1ATEpIALS TESTINO
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Projoct No. 50379-0120
Page 6
LA.BORATORY TESTING
Selected soil samples were tested to assess the gradation, maximum dry density,
optimum moisture content, minimum density, and California Bearing Ratio (CBR). The
- gradations of the topsoil and native brown silry gravel are presented on Plates 3 and 4, Sieve
Analysis Results. The maximum dry density and optimum moisture contents were assessed in
general accordance with ASTM D-1557 (Modified Proctor) for samples of the topsoil and native
brown silty gravel. The results are presented on Plates 5 and 6, Proctor Test Results. A CBR
analysis was performed on a sample of [he black silty gravel with sand topsoil, which was
assessed to be 57.5 percent. The CBR Plot is presented on Plate 7. 1'he information gained
from the laboratory testing was utilized in our calculatioas to support our geotechnical
engineering recommendations.
CONCLUSIONS /REC OM1IENDATIONS
It is our opinion that the site is suitable for the proposed office/warehouse building
development with respect to the explored soil and geologic conditions.
A thin veneer of fill, 0 to 1.5 feet thick covers most of the site, and is underlain by
.
- topsoil which is 1.0 to 1.3 feet thick across the site. Also, we encountered construction debris
fill in the southwest corner of the site. At the tune of this report its extent was not known. This
fiU will have to be removed and replaced with structural fill in building and pavement locations.
Also, we understand the owner does not wish to remove the topsoil or thin fill veneer
which covers most of the site. It should be understood that due to the eventual decay of
organics in the topsoil, a reduced effective design life of the pavements and concrete slab-on-
~
s ~ R a T a .
' OEOTECNNICAL ENOiNEEQ,NO • MATEAiALS tESTINO
FASTENER'S iNC. OFFICE/WAREHOUSE - Spokaae
Projcct No. 50379-0120
_ Page 7
grade floors may occur, inducing settlement. We assume that the organic content of the existing
topsoil is approximately 2 to 5 percent as reported in the USDA Soil Conservation Service soil
. survey for the Garrison type soils. We anticipate that over the design life of pavements,
typically 20 years, up to 25 percent of the organics may decay resulting in settlements on the
' order of 0.15 to 0.20 inches. We anticipate that over the design life of floor slabs, typically 50
years, up to 50 percen( of the organics may decay resulting in settlements on the order of 0.3
to 0.4 inches. In addition, the floor slabs may settle on the order of 0.1 to 0.2 additional inches
due to the effective 16,000 pound point loads resulting from end to end storage rack placement.
Total settlements for the floor slabs may be on the order of 0.5 inches if the topsoil is left in
place. We estimate that the differential settlement between the footings and the floor slabs will
be on the order of 0.15 to 0.30 inches.
The following recommendations are presented to assist the planning and design of the
proposed Fastener's office/warehouse project. Our site development recommendations are based
on our past experience with similar soil and geologic conditions in the vicuuty and our
understanding of the proposed construction. Site Preparation
- - . . .
We recommend that the existing vegetation, structures, and debris be excavated
and/or removed from the proposed building and pavement areas. Vegetation, the fill piles, the
construction debris fill located in the southwest corner, and any debris should be removed from
the site.
0006
s
OTECN04ICAL EMOINEERINO I 4ATERIALS TESTiNO
10-
6E
EASTENER'S INC. OFFICE/WAREHOUSE • Spokane
Project No. 50379-0120
_ Page 8
After the site has been cleared and graded to required subgrade level, the upper 12
inches of the exposed soil should be scarified, moisture conditioned and compacted to a
minimum of 95% of the maximum dry density as determined by ASTM D-1557 (Modified
- Proctor) prior to construction or the replacement of structural fill. This compaction should help
identify soft spots or fill areas which should be remediated.
Excavation Characteristics The on-site soils may be excavated with conventional soil excavation equipment. If
, excavations are greater than 4 feet deep, such as in the case of footing excavations or utility
trenches, we recommend that the temporary excavations be sloped at 1.5:1 (horizontal to
vertical) in conjunetion with OSHA regulations and local codes. The gravel soils tend to cave
easily when excavations exceed 4.0 feet in depth.
Structural F'ill
We separate fill into two categones; structural fill and non-structural fill.
Structural fill is defined as fill which underlies, or is situated within 5 feet of, building or
pavement areas. Non-struccural fill is fill which is at least 5 feet outside of building and
pavement areas. Structural fill should consist of GW, GP, GM, SW, SP, or SM soil as
designated by the Unified Soil Classification System, Plate 2.
Structural fill should be placed in eight-inch-thick, loose lifts at near-optimum
moisture content a.nd compacted to a minimum 95 % of the maximum dry density as determined
by ASTM D-1557 (Modified Proctor). Non-structural fill should be placed in twelve-inch-thick,
~
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' GEOTECKNICAL EMQINEEpiHO • MATERIAIS TESTIHG
FASTENER'S INC. OFFtCE/WAREHOUSE - Spokane
Project No. 50379-0120
- Page 9
loose lifts and compacted to at least 85 % of the maximum dry density as determined by ASTM
D-1557 (Modified Proctor). The on-site grey fine to medium grained sand and gravelly sand
with silt fill soils appear to be suitable for use as structural fill. Also, the native brown silry
gravel and grey sandy gravel soils are suitable for use as structural fill. It will be necessary to
moisture condition the soils to near optimum moisture content before placing and compacting
them as structural fill. We recommend a large smooth drum vibratory roller be used for
compaction.
Foundation Design
We recommend that the proposed structure be supported by conventional column and
continuous spread footings. After the foundation trenches are excavated in the native soils the
upper 6 inches of exposed native soil should be compacted prior to the forming of footings or
: placement of concrete. - All foundation bearing surfaces should be free of loose soil, fill, and debris. Exterior
footings should bear at least 36 inches below the exterior ground surface to protect against frost
action. The continuous strip foundations for the structure should be a mini,mum of 18 inches
wide. We recommend that strip and isolated interior footing foundations for the structure be
designed based on a maximum allowable bearing pressure of 4000 pounds per square foot (psfl.
The allowable bearing pressures may be increased by up to 30 % to account for transient Iive
loads such as wind or seismic. Based on these recommendations, we are of the opinion that total
and differential footing settlements will be oa the order of 1 inch and 'fz inch over a 50 foot
span, respectively.
~ -
s
' GEOTECMNICAI ENOINEEpINO • WAtEMAlS TESriNG
EASTENER'S [NC. OFFICE/WAREHOUSE • Spokane
Projxt No. 50379-0120
Page 10
Concrete Slabs-On-Grade
We recommend that the upper 12 inches of subgrade soil underlying conerete slab-on-
grade floors be compacted to at least 95 % of the maximum dry density as determined by ASTM
D-1557. The concrete slab-on-grade floors should be underlain by at least 4 inches of 5/8-inch-
minus, well-graded, crushed sand and gravel base course with less than 8% passing the #200
sieve. The base course will provide structural support, a leveling course and moisture protection
for the slab. The base course should be compacted to at least 95 % of the maximum dry density
as determined by ASTM D-1557 (Modified Proctor). The slabs should be designed and
reinforced for the anticipated use and loading.
Additional moisture protection may be provided beneath the concrete slab-on-grade
floors in critical areas of the building. This should consist of a 2-inch-thick layer of clean
coarse sand covered by thick polyethylene sheeting covered with an additional2-inch-thick layer
of clean coarse sand. This barrier should be placed between the base coarse and the concrete
slab-on-grade floors.
Lateral Earth Pressures
Below grade walls should be designed to resist lateral earth pressures. We
recommend the lateral earth pressures be calculated using an equivalent fluid pressure (efp) of
50 pounds per cubic foot for the at-rest case (no wall movement), 35 pounds per cubic foot for
the active case (wall movement away from soil mass) and 300 pounds per cubic foot for the -
passive case (wall movement towards soil mass). A coefficient of friction between the sand and
gravel soils and concrete of f, = 0.40 should be used for retaining wall design. The above
~
s T FR a T a .
' GEOfECNNiCAI ENOINEERIHO I MATEq1Al5 tESi1N0
' ,FAS'I`ENER`S [NC. OFFICFJWAREHOLJSE - Spokanc
Project NQ. S0379-0120
; Page 11
equivalent fluid pressures assume that the wall is drained and that there are no hydrostatic forces
acting an the wall. We recomme~d that the wa11s be drained sa that hydrvs#atic forces do not
, affect r,he walis and to rninirnize the potential for teakage ar seepage.
; Seismicity
7'he proposed develapment site is located within Zane 2B in the 1991 edition of the
Uniforrn Building Code. Zone 2B corresponds ta an earthquake of intensity VU on the Modified
Mercalli scale or apprvximately 5.5 on the Richter scale,
Pavement Desiga
_Subgrade sails for the pavement areas wil1 licely be native silty gravel soils or
stntctural import fd1 soiis. We recommend that the upper 12 inches of subgrade sail underlying .
the parrernent sectian be moisture coaditianed, proafrolled, and campacted ta art least 95 I 4f the
maximurn dry density as determined by ASTI1~'! D-1557. The proofrolling v~i11 help delineate any
; -
"soft" spots that may requiffe sub~xcavation and recampaction. T&e pavement section shvuld
be designed to resist frost action and facilitate drainage by. utilizing abase course material
- cvnsisti.ng of 5J8-inch-minus, vvelI-graded, cnished sa.nd and gravel, with na more than 8%
passing the #200 sieve, 'Fhe base course should be comgacted ta at Ieast 95% of the maximum
dty der,sity as determined by ASTM D-1557 (Modifed Proctor). Pavement section
recommendativns based on our 1aboratory testing anci limited traff'ic information sugplied to
Stxata, Inc. by Teck-Butler Architects, are prescnted belvw ia the fallvwing table:
- 10^_
5 a r 26
lee GEprEG„MiG+►l M31MEERiwa L ~ATEi1IAL3 fESiiHG
FASTENER'S INC. OFFICEIWAREHOUSE - Spokane
Projcrt No. 50379-0120
_ Page 12
Design Parameters '
• 20 Year Design • 5% Growth Per Year (assumed by Strata)
• 156 Semi Tractor Trailers per year
• 1095 Delivery Trucks (assumed by Strata)
• 10,950 Passenger Vehicles Per Year (assumed by Strata)
• CBR = 57.5 Black Silty Gravel with Sand (GM)
Asphaltic Concrete Base Coarse ,
Light Duty -(Car Parking) 2.0 4.0
Heavy Duty - (Driveways) 2.5 5.0
Storm Water Drainage and Ground Water
Development of this site will alter the run-off and infiltration characteristics of the
site. We recommend that run-off from the proposed structure be collected and directed away
from the foundations. Site grading should allow for positive drainage of surface water away
from the proposed structure. Irrigation should be minimized adjacent to the structure.
Garrison type soils ai-re mapped on the site and confumed by our subsurface
exploration. The Garrison soils are specifically mentioned in Spokane County's storm water
management "208" guidelines as soils acceptable by the County for grassed "208" swale-drywell
,
usage without percolation testing in the field. Drywells should be constructed no closer than 25
feet from the structure to reduce the potential for moisture transmission under the concrete slab-
on-grade floors.
Please note that Strata, Inc. can not be held responsible if any drywells become a
future environmental liability. Future changes in the Washington Department of Ecology's
;
position on transmitting stormwaLer into the subsurface via drywells may effect property owners
~
' OEOtECMNiCAL ENOINEEAINO 4 MATEpIALS TEStING
FASTENER'S [NC. OFFICE/WARFHOUSE • Spokane
Project No. 50379-0120
_ Page 13
whose sites utilize drywells.
Ground water was not encountered in the test pits at the time of the evaluation. We
do not anticipate that ground water will be encountered in the utility trenches and footing
- excavations at the tune of construction.
Construrtion Monitoring
We recommead that Strata, Inc. be retained to provide construction monitoring and
special inspection services to verify the report recommendations have been followed. The costs
for these services are not included in the scope of work for this evaluation. If we are not
retained [o provide the recommended construction monitoring services, we cannot be responsible
for soil engineering related construction errors or omissions.
At a minimum, we recommend that Strata, Inc. be retained to:
: 1. Review the soil engineering aspects of the final grading and foundation plans
- prior to construction;
,
: 2. Observe all earth work operations at the site;
3. Monitor compaction of all soil and aggregate fills; and
4. Observe the foundation excavations.
EVALUATION LIlViI'TATIONS
1'his report has been prepared to assist the planning and design of the Fastener's Inc.
office/warehouse building to be located on East Broadway Avenue in Spokane, Washington.
Our services consist of professional opinions and conclusions made in accordance with generally
accepted geotectuucal engineering principles and practices. This acknowledgement is in lieu of
~
. s 10 R a ~ a
' OEOtECMNICAt ENGiwEEAING • WTEqIALS TESTINO
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
Page 14 -
all warranties either expressed or implied.
The following plates accompany and complete this report:
Plate 1 - Site Plan
Plate 2- Unified Soil Classification System
Plate 3- Sieve Analysis Results (Black Silty Gravel with Sand) '
Plate 4- Sieve Analysis Results ( Brown Silty Gravel with Sand)
Plate 5- Proctor Test Results (Black Silty Gravel with Sand)
Plate 6- Proctor Test Results (Brown Silty Gravel with Sand)
Plate 7- CBR Test Results (Black Silty Gravel with Sand)
Appendix A- Test Pit Logs
0;- 0001
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OEOTECNNICAI ENOINEEpiNO A MATERIAL$ TESTINd
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PROJECT NAME: Fasteners, Inc.
~ PROJECT N0: S0379-0120
t DATE: JM71ON: 99 1TP995
SAMPLE -5 at 1.5 feet
SAMPLE DESCRIPTION: Black Silty GRAVEL with sand
} TEST PROCEDURE: ASMT D-1557. METHOD: C
m MOISTURE CONTENT: 8.8z
o DF7Y DENSIZY: 130.8 PCF
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, PROJECT NAME: Fasteners, Inc.
PROJECT N0: S0379-0120 .
DATE: January 9, 1995
SAMPLE LOCATION: TP-5 at 3.0 feet
SAMPLE DESCRIPTION: Brown Silty GRAVEL with sand
! TEST PROCEDURE: ASMT D-1557, METHOD:. C ~
m MOISTURE C0NTENT: 6.5%
DRY DENSITY: 136.5 PCF
' REFERENCE NO.:
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PROJECT NO.: S0379-0120
t QATE: Januayr 9, 1995
SAMPLE LOCATION: TP-5 at 1.5 feet
SAMPLE DESCRIPTION: Black Silty GRAVEL with sand
PERCENT PASSING 4: 52.2x
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PROJECT NAME: Fastener's Site
PROJECT NO.: S0379-0120
t QATE: JMMON.- 9o 1995
SAMPLE TP-5 at 3.0 feet
SAMPLE DESCRIPTION: Brown Silty GRAVEL with sand
PERCENT PASSING 4: 45.1ss
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~ EXPLORATORY TEST PIT #1
>
" m FAS , INC.
Broadway Avenue
Spokane, Washington
Project No. S0379-0110
DEP'TH SOIL SOIL
(Feet) CLASS DESCRIPT'ION 0.0 - 0.8 SP SAND (Fill) - grey, fine to medium grained, medium dense, moist.
0.8 - 1.3 GM Silty GRAVEL (Topsoil) - black, medium dense, moist, with some
roots and organics.
1.3 - 4.5 GM Silty _QRAVEL with sand (Alluvium) - brown, medium dense to '
dense, moist, cobbles and boulders up to 14 inches in size. -
-4.5 - 10.0 GP Sandy GRAVEL (Alluvium) - brown grey, dense, dry to damp,
cobbles and boulders up to 24 inches in size.
r
Excavated on December 22, 1994. ~
No ground water encountered.
Test pit terminated at 10.0 feet below natural ground level.
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PLATE
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EXPLOR.ATURY TEST PIT #2
m FAS , INC.
Broadway Avenue
Spokane, Washington
Project No. S0379-0110
DEPTH SOII. SOIL
(Feet) CLASS DESCRIPTION .
0.0 - 1.5 SP Gravelly SAND with some silt (Fill) - grey, medium dense, moist.
1.5 - 2.2 GM Silty GRAVEL (Topsoil) - black, medium dense, moist, with some
roots and organics.
2.2 - 5.6 GM Silty ORAVEI{ with sand (Ailuviunl) - brown, medium dense to
dense, moist, cobbles and boulders up to 14 inches in size.
W -
~ 5.6 - 10.0 GP Sandy _QRAVEL with minor =silt (Alluvium) - brown grey, dense, dry
to damp, cobbles and boulders up to 24 inches in size.
Ezcavated on December 22, 1994.
No ground water encountered.
Test pit terminated at 10.0 feet below natural ground level.
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HCI Howard Consultants, Inc.
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EXPIARATORY TEST PIT #3
FASTENERS, INC.
> Broadway Avenue
}
00 Spokane, Washington
Project No. S0379-0110
DEP'I'H SOII. SOIL
(Feet) CLASS DESCRIPTION
0.0 - 0.5 SP Silty SAND with gravel (Fill) - grey, medium dense, moist.
0.5 - 1.8 SM Silty GRAVEL (Topsoil) - black, medium dense, moist, with some
- roots and organics.
1.8 - 4.0 GM SIlty GVEL (Alluvium) - brown, medium dense to dense, moist,
= cobbles and boulders up to 14 inches in size.
4.0 - 7.5 Gg-GM GRA`rEL with some silt (Alluvium) - brown, dense, moist, mostly lfi
ui - to lli4 inch gravei.
7.5 - 9.7 GP Sandy GRAVEL with minor silt (Alluvium) - brown grey, dense, dry
,
to damp, cobbles and boulders up to 24 inches in size.
Excavated on December 22, 1994.
CC No ground water encountered.
Test pit terminated at 9.7 feet below natural ground level.
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EXPLORATORY TEST PI'T #4
>
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FAS , INC.
Broadway Avenue
Spokane, Washingtoa
Project No. S0379-0110
DF.P'I'H SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1.0 GM Silty GRAVEL (Topsoil) - black, medium dense, moist, with some
roots and organics.
1.0 - 5.5 GM Silty ORAVEL with sand (Alluvium) - brown, medium dense to
dense, moist, boulders up to 20 inches in size.
W 5.5 - 9.8 GP Sandy _QRAVEI, (Alluvium) - brown grey, dense, dry to damp,
cobbles and boulders up to 24 inches in size.
~
Excavated on Decetnber 22, 1994.
No ground water encountered.
Test pit terminated at 9.8 feet below natural ground level.
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HCI Howard Consultants, Inc.
PLATE
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EXPLORATORY TEST PIT #5
FAST'ENER'S INC. STTE
> East Broadway
°D Spokane, Washington
Project No. 50379-0120
DEPTH SOIL SOIL
(Feet) CLASS DESCRIP'TION .
0.0 - 1.2 SP SAND (Fill) - Grey, fine to medium grained, medium dense,
frozen.
1.2 - 2.0 SM Silty GRAVEL (Topsoil) - Black, medium dense, frozen to
moist with roots and organics. At 1.5 feet dry density =
121 pounds per cubic foot at 10.3 % moisture. _
2.0 - 5.0 SM Silty DR.AVEL with sand (Alluvium) - Brown,_ medium
dense, moist, cobbles to 8 inches in size. At 3~.5 feet dry
J . density = 119 pounds per cubic foot at 12.6%- moisture.
5.0 - 8.0 GP , Sandy ORAVEL (Alluvium) - Brown-grey, dense, damp to
- dry, cobbles and boulders to 24 inches in size.
Excavated on January 6, 1995.
= No ground water encountered.
Test pit tenninated at 8.0 feet below natural ground level.
r
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HCI Howard Consultants, Inc.
PLATE
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EXPLORATORY TEST PIT #6
FAS'I7jNER'S INC. SIfiE
> East Broadway
°D Spokane, Washington
Proj ect No. S0379-0120
DEP'I'H SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 8.0 GP Sandy ORAVEL with silt (Fill) - Grey-brown, medium
dense, moist, chunks of concrete to 24 inches in size, chunks
of asphalt up to 24 inches in size. Seam of inedium to fine
grained white sand, large N24" boulders.
. 8.0 - 9.5 GP GRAVEL (Alluvium?) - Grey-brown, Ioose to medium
dense, damg, 1/4" to 2" in size mostly, minor silty and fine
sand coating on gravel.
W -
J
11..
I
Excavated on January 6, 1995.
= No ground water encountered.
Test pit terminated at 8.0 feet below natural ground level. -
~
m
0
W
Y
I W .
U
t '
HCI Howard Consultants, Inc.
- ~ ~
PLATE
3.0 STORMWATER BASIN CALCULATIONS
35
9pVY5TRINC3 METMOO (TEN YEAR STORI.1 OE8FGN) PROJECT: fASTEHERS T1AIE OF CONCENTRATtON (nkvAss)
pETENT1pN BASIN OE$a(3N BASIN: 1
REVIEWER Tc (weMnd) Tc (puttM Mu 'C' A'C
NUAASER OF ORYWELLS PROPOSEO OATE- 01-Aup-96
I sftw 0 OouCN (fYW e) Ct • 0.15 L2 ~ 0 NAT 0.00 0.30 0
Total Ana (cak.) (uw H1) 0.21 21 ■ 0 IMP 0.21 0.90 0.184587
Tlmo of Conc. (tarc. we M 1) 5.00 L 1(A 97 22 ■ 0 0.00 0.90 0
Composka'C' (uk.) (tN N1) 0.90 N(A) • 0.016 B- 0 0.00 090 0
Tkne af Conc. (mEn) 5.00 S(A) ■ 0.01 n- 0.016 0.00 0.75 0
Me (Acns) 0.2050981 s. 0.016 0.00 0.00 0
C F~ctor 0.90 Tc (A) ■ 0 78 d• 0.1810 0.00 0.00 0
ImpervioLu /ue@ (sq. R) 9934 Totel A Camp 'C'
vaur+►. wwka.a zae: 375 storm: 375 Lice► - a rc cou► - 0.00 0.21 090
Outllow (ds) 03 N(8) ~ 0 TqA+B) ■ 0.78
Ana • C Factor 0.18 S(6) a 0 Q=C'I'A= 0.59
aa:umats:s aasaaa:=sa aaas~~:sa u:ssuss saa:aoiii tas:aaaaa :zausa Te(tot) ■ $.00 a(OfL) • 0.00
tl Ar! 61 04 MS M8 , 07 TC (8) = 0.0 Intwtsrty 9 1.18
Tfrtm T1rtw IniensRy Q dev. V in V out Store" A■ 0
Inc Inc. YVP • MOIVlO!
(n'rn•) (s+.rtv.) (ch) (a+- fL) (cu. h.) (w. (L) R ■ $OIV101
(01'60) (A'C'*3) (Outl.'N2) (NS+rB) V s NDIVl01
a~ss asasaszs:a -aaiaass sssssas.■ .aaa'a=a■ a.»aa.aa :eas:sszs jC (fOtal) s TC (OVfAAflC) + TC (gunM TC(QU) ~ 0oivro1
5.00 300.00 3.18 0.59 298 90.00 148 Tc (oveAand) = CC(Lt•WS"0.5)`0.8) a(est) s OO1Vl'01
Cl ■ 0.15
5 300 3.18 0 59 278 90 148 lt ~ LenqUh o! OveAand Flow Holdinp = 0.00
10 800 2.24 011 290 /80 110 N■ tncbon faetor ot oveAand flow (.11w aversqe qtass covsn
15 900 1.77 0 33 327 270 57 S= avereqe Mops of oveMrW !bw
20 1200 1.15 0.27 348 380 .12 Tc (putteh - Urqth (R.)/VebcJty (fVsecy60
25 1500 1.21 0.22 158 450 •92 8- Bottom vAGtn of putter a dACh
30 1800 1.04 0.19 385 540 -175 Z1 = wwens of cross slaps one af diari
35 2100 091 0.17 370 830 -280 Z2 = cmrerae of crois sbpe Mro d Crtu
40 2400 0.82 0 t5 379 720 •341 d= depth af 8ow n puttK (esomsft, crcl~ esortuft wnh Flow)
45 2700 0.74 0.10 383 910 -427 Aroa ■ d'8•d"2!2'(Zt•Z2)
, 50 3000 0.69 0.13 389 900 -511 V4etsod penrnater • 8'd•(11sin(t" 121))* l/sn(eEnl1lL21))
55 1300 0 84 0.12 402 990 •588 Mycfrau6c Ra4us ■ R• ArodVYeesed Pameter ,
80 3800 0.81 0.11 117 1080 4563 Velotcly = 1.48B1n•R".887's".5
85 3900 0.80 0.11 443 1170 •727 Flow ■ Velotrty'Aro•
70 +200 0 58 0 11 461 1280 •799 nv 0.019 for a:pfutt
75 1500 0 58 0.10 478 1150 -874 s- "rtudinal sbpe ot putW
90 4800 0.57 010 180 1440 -960
85 5100 0.52 0.10 499 1530 • 1001
90 5400 0.50 0.09 508 1820 -1112
95 5700 0.49 0 09 525 1710 •1185
100 6000 0.48 0 09 511 1800 -1259
■t.8 t1f.. Q.f.11.i .fii~~. . t1t....f. ■l.i.i
DRAINAGE PONO CALCULAnONS /
ReQuirod arassY r*-a1@ Pond staa9e vdums
• lmperv+ous Ana x 5 inl 12 m./R. • 372 cu. R 3-7 C/ Z
provdeC: 375 a R OKt 5 SC
ORYV4ELL REQUIREMENTS - 10 YEAR OEStGN STORM
Maxxrxin s0ors" roqured bY BowsW►0' 148 cv. ft
provded: 375 tu R OK!
NumDw arW fyps of OrywNs Reqwred ~ 1 SirqN ✓ 0 OouOb
. . ' ' '
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80NrSTRINO MET?I00 (TEN YEAR STORfiA DESIGM PROJECT: FASTENERS T1ME af CONCEMRATIQN (mYxRss)
OETENTION BA.SIN OESIGN 8/1SIN: ROOf
FtEV1EWEA _ Tc (ovMn+d) Tc (puaw) /►reas ^C- A'C
NUMBER OF DRYWEII$ PAOPOSED OATE: 01-Aup-90 -
2 Sknple (fyp* 0 OouC" (type B) Ct • 0.15 L2 ~ 0 NAT 0.00 0.30 0
Total Ma (cak.) (sN H1) 1.15 Z1 • 0 lMP 1.15 0.90 1.03305E
Tem ol Cdnc. (caIC.) (600 M1) 5.00 L1(A) ■ 128 ZZ ~ 0 0.00 0.80 0
Composite ^C' (ca1c.) (tw HI) 0.90 N(A) • 0.01E 8. 0 0 00 0.90 0
Tkrn of Conc. (rNn) 5.00 S(A) ■ 0.01 n■ 0.016 0.00 0.75 0
Ana (Atns) 1.1478421 8 . 0.018 0.00 0.00 0
C Facta 0.90 Tc (A) ~ 0.92 da 0.1616 0 00 0 00 0
lmpavlmu Area (sq. R) 50000 Total A Comp -C'
Vaknw Providod 208: 0 stortn. 1300 Ll(9)' 0 Tc (pu) ' 0.00 1.15 0 90
Outllow (dt) 0.6 N(8) ~ 0 Tc(A*8) ■ 0.92
Ans • C Facta 1.03 S(8) • 0 Q-C'i•M 3.28
•a~sr~asl~ asv-. iisaaaa asauaa. aaa... a:i ~aa:iv~a issaa~~ TG(tot.) - 5.00 Q(fiL) - 0.00
n 03 04 05 Re 07 Tc(e)• 0.0 incensity • 3.1e
tim rrne intenaap Q a•v. v+n v a,c sc«aq• ° n• o
IrK. Inc WP a W1V/01
(min•) (sec.) (in.Rv.) (dh) (w. R) (a. N.) (cu. R) R a aaivroi
(01-60) (r+'c-03) (owt'wt) (ss+re) v . Noivroi
a..,._ R~~ sswssssss . ss..s. sai sssssrass Saa:Ssaaa jC ((pW ■ Tc (ovwAtid) + Tc (9utLo Tc(W) s faV/01
5.00 300.00 3.18 3.29 1321 >so.oo 1141 Tc (ov.nana) - cr(Lrwsro.s)`o-el a(.st) ■ Kaivroi
cc-o.1s
S 300 3.18 3.29 1321 160 1141 Ll • LMqtn o4 OveAand Fbw Moldinq n 0.00
10 600 2.24 2 11 1824 380 1284 Na hiWOn feGOr of ovsAand flow (.4 for averfqe pras3 Covw)
15 900 1.77 1.89 1992 540 1292 Sa av'wspe slope o! OvMand Ibw
20 1200 1.45 1.50 1950 720 1230 Tc fputt" ' Lenpth (RyVeloaty (R/sec,y80
ZS 1500 1.21 1.25 2003 900 1103 8■ 8oltom wiCM of yuttw a Wtch
30 1800 1 04 1 07 2043 1080 983 Z1 a hvwu p( apu tlOpe OfN 01 Gr[C!1
35 2100 0.81 0 91 2070 1280 810 Z2 ■ inverse of crou Wbpe lwo of ditM
40 2400 0.62 0 BS 2119 1440 979 d s dsptn d fbw in quttsr (estirt+ats, cltedc esomats wiMfbw)
45 2700 0.74 0.76 2142 1620 522 Ma a d'8*d"2R'(Z1+Z2)
50 3000 0.68 0.70 2179 1800 379 Whtted perrrNtK- 8'd~(tlw~(av+~121)).t/sn(etn(tll2)))
55 3300 064 0.88 2249 7980 289 Mydraulic Radius - R- AreaNNetted Percneta
80 3600 081 0.43 2333 2160 173 VebCtty = 1.4881n•R".987's".5
65 3900 0 EO 0 92 2491 2340 141 Fbw = VNoatYMe
70 4200 0.58 0.80 2578 2520 58 n- 0.018 fa siphatt
75 4500 0.56 0.58 2662 2700 •38 s- brqctuainal tlope of Quttet
BO 4800 0.53 0 55 2884 2880 -188
85 5100 0.52 0.54 2794 3080 -296
90 5400 0.50 0.52 2842 1240 •398
95 5700 049 0.51 2937 3420 -483
100 8000 0.48 0.50 3026 3800 •571
~asss:fs aaas- .._..■ts1 ri.r.aoa fsssirais alassssas
ow►Iw►ce aoNo GLcuunoNs
R*qured prsasY iwsb oord slon9+ vok+rtw -
~ Impuvious Ma x.5 nJ 12 n./fL • 2083 a. R -
prvviaW: 0 cu. ft OOES NOT APPLY
`D rvv (~,C~j ~
DRYWELI REQUIREMENTS - 10 YEAR OESIGN STORM NON ASPf1AL11C ROOf TYPE
M.&..t,sWre.mquirW aBows"- 1292 cLL R 3oZ Z~ = ( o04 44 ~
provido0: 1300 Cu R OKI x
, Hur+wr ana or arwaft a.qL;r.a • z sft. ~ o oa,c+. + ~i~t (o K Z = 135 L4+ 3
,
6
43
~ .
~
~
BOVISTRINO AAETMOO (TEIJ YE/1R 3TOAN OESIGM PaaECT: FnsrENEas nME OF CONCENrRATlorr (mkxms)
DETENTION 8A31N DESION BASIN: 3
REYIEWER Tc (owAand) Tt (qLful Am" "C' A•C
NUMBER OF ORYWEll3 PROPOSED pATE: 01•Mq-96
2 Sinp1e (tYPe 0 DouDle("B~/ Ct • 0.15 l2 ~ 0 NAT 0.00 -0.30 0
Total Ana (uk.) (aN Ht) 0.91 21 ~ 0 IMP 0.31 ~ 0.90 0.278967
Tlmm af Conc. (Ca1c.) (aN M1) 5 00 L1(A) • 129 Z2 ~ 0 0.00 0.90 0
Composft 'C' (cak.) (aN H1) 0.90 N(A) ■ 0015 9= 0 0.00 0.90 0
- T4rw ef Conc. (min) 5.00 S(A) • 0.01 na 0.016 0.00 0.75 0
Ana (Acwa) 0.3099E33 aa 0.019 0.00 0.00 0
C F~CEOr 0.90 Tc (A) ~ 0.92 d- 01616 0.00 0.00 0
Imp«vioun Ana (aq. R) 1 J502 Toty ACOMP -C-
VWurtM ProvidW 208* 585 immr. 585 Lt(B) - 0 Tc (Qu) ■ 0.00 0.31 0 90
OuNOw (ds) 0.8 N(B) ■ 0 Tc(A•8) a 0.92
Ma • C Facta 0.28 S(8) - 0 p-C'1•A• 0 89
aaaa~i=.a oSosse=w susaa"a ssasssua ~samu uaasasas uaases TC(tOt,) s 5.00 Q(eft) ■ 0.00
rt n 03 04 ss ss 07 Tc (e) • 00 i.,e.r,.ay = 3.1e
- Tkne Timo- IntMSrty p dav. V in V out Scwap A. p
InG Inc. VYP ~ t01Vf01
(minJ (sec.) (inJh►•) (cfs) (cu. R) (w. R) (w. R) R■ x01Vf01
(01'60) (A'C'93) (OuC.'02) (05ft) V s /O1V/01
. . . . . _ . . MUanrmaa msaaaas sssss»ss - - - - msss sssssssaa sssssss:a Tc (totel) ■ Tc (oveAand) + Tc (pirttsrl Tqpu) s 00IW01
5.00 300.00 3.18 089 357 180.00 177 Tc (oveAand) - CC(LI'N/S40.5)`0_6) O(ssn - ODIW01
Ct ~ 0.15
S 300 3.18 0.68 357 180 177 L1 = Lenplh of OveAand Flow Moldinp • 0.00
10 800 2.24 0.82 438 380 79 N~ frktion hda of ovMand M1ow (.1 br iverspe 9rsss covM
1 S 900 177 0.49 195 540 -45 S- rvwaqe s1ope ol oveAand 8vw
20 1200 1.15 O.M 527 720 -193 Tc (9uttM' Length IRWMwcrtY (tisw-Y80
ZS 1500 1.11 0.34 $11 900 •3$9 e a 60ltOffl WICfl1 Ot Q" Of di0Cf1
70 7600 1.04 0.29 552 1080 -529 Z1 - 'wworso of cmu t1ope one oi blcn
]S 2100 0.91 0.25 559 1280 •701 22 - nverso of aou slope two af dAZ
40 2400 0.82 0.73 572 1440 -m8 da deplt+ o( Ibw rn putter (estirt►ete, c!►eck estrnate with F1ow)
as 2700 0.74 0.21 57e 1e20 •1042 nre,•a-B4a^zrr-(ZI•u)
so 3000 0.68 o.,s sea ,eoo .1212 vVeteea psn,wts. = B'a•(,~s:,(.o,(,2,1r~~~+c•~c~~)11
55 3300 064 0.18 807 1980 -1373 Hydraulic Rsdius a R- AnalV1MleC Pwirt►sta
60 7600 0.81 0.17 6.10 2190 -1530 VNoaty ■ t_18fVn'R4.887'a".5
OS 3900 0.80 0.17 870 2340 -1870 fbw - Voloaty'Area
70 4200 0.58 0.18 89E 2520 •1824 n a 0.018 ta asphatt
75 4500 0.58 0 18 719 2700 -1881 s- 6onpctixbna! sbps ot pvttr
80 4800 0.53 0.15 725 2880 •2155
85 5100 0.52 0.15 755 3080 •2305
so saoo 0.50 0.14 7e7 3240 •2473
85 5700 0.48 0.14 793 3420 -2927
100 8000 0.48 0 13 817 3800 -2783
. . . . . . . . usmusasa aaNa=m ~a=i~~sa . . „ . sass ssssssssa ssssasssa
' owuw►ce PoHO cnLcuunoKs
RpurW prassy twaN porW smmQs vokarr
• ITpwvioua Ms x.5 in./ 12 n./tt ■ 593 cu. R pvvxm: %5 a. fL oKI ~ I~ b -~j ~ Y~~-~1✓~
, ,
ORYVMELL REQUIREMENTS - 10 VEAR OE51GN STORAA
Max3num storspo tiqtr~d by Bowatmy ' 177 cu. R
" provdsd: 585 w R OKI ~r • Z
NttntK ind type of OrywMs RequuW ■ 2 Sinpb 0 OatOk P I O`/
- Lev e l 2, 57v ~f
- ~ 3~
~ ✓
. ~
BOW3TRIHCi METMOO (TEN YEAR STORM pE$IGM PROJECT: FASTENER3 TIME OF CONCENTRATION (mhutss)
OETENTiOH BASIN OESIGN BASIN: 1
- REVIEWER Tc (owAanO) Tc (putts) Am" 'C A•C
NUAABER OF W2YWELLS PROPOSEO OATE. 01-AuQ-96
1 Slrqb (typ0 0 Oa+bN (type B) Ct ■ 0.15 L2 ■ 0 NAT 0.00.,00' 0.30 0
Total Am (tak.) (aN M1) 0.22 Zt . 0 IMP 0.22 0.90 0.199917
Tlm of Conc. (cdc.) (aN H1) 5.00 lt(A) • 128 Z2 ■ 0 0.00 0.90 0
Cort+poa+ts "C' (calc) (sM M1) 0.90 N(A) ■ 0.016 138 0 000 0.90 0
Tkrw of Conc. (min) 5.00 S(A) , 0.01 n=
0.018 0.00 0.75 0
Arsa (Avys) 0.2221304 s. 0.01E 0.00 0.00 0
C fector 0.90 Tc (A) ■ 0.92 d■ 0.1618 0.00 0.00 0
_ tmpKVfow Ama (W. R.) 967E Toui A Comp'C'
Vokrrtw Prwidod 208: 485 storm: 405 U(B) - 0 Tc (pu) ~ 0.00 0.22 0.90
OutAow (cts) 0.3 N(B) ■ 0 Tc(A+B) • 0.82
Ma' C Fada 0_20 S(B) - 0 p-Cl•Aa 0.84
:..»a.:. ..u~::xm a.""..■ ..m::...: Tt(Wl) a 5.00 Q(est) a 0.00
M1 02 63 st 05 MO 07 Tc (8) • 0.0 Irttenstty ■ 9.18
TirtM Twne Intonsity Q dw. V in V out Stasqe A- 0
InC. Inc, WP ■ MDIVI~I
(min,) (NC.) (in.M.) (c!s) (tu. R) (w. R) (w. R) . R ■ 1t01VA1
(01-60) (A'C-03) (Outl.'02) (05-M8) V • r0iV101
ssa:stass cras=saast szaa~~za assa --aamsss aaaasa=aa aaa:zaZw Tc (Wtal) a Tc (OVOABlId) + TC (g1ltSo Tc(Qu) ~ 50IV101
5.00 30000 3.1e 064 zse 90.00 ,ee n(orenanw) • cr(LI'WS"0.5)"0.8) a(ew• Noivroi
Ct = 0.15
5 300 3.18 0.84 258 90 188 l1 ~ lenqth of OveAand Flow Fboldinq ~ 0.00
10 600 2.24 0.45 314 180 134 N~ fnctwn taciw of overt" fbw (.a for eversqe prasa cave)
15 900 1.T7 0.35 355 270 85 S~avenqs mope of ovMand ttoiw
ZO 1200 1.45 0.29 377 380 17 Tc (qutter) a lerqM (RyVelouty (RJsec.y'BO
25 1500 1.21 0.24 388 150 -82 8• 8ottom +width o! Quttsr adftch
JO 1600 1.04 0.21 395 540 •145 Z1 ■invens of tross sbpe one a} ditCh
35 2100 0.91 0.18 401 630 •229 Z2 - mem of crosi slops two of drtdh
40 2400 0.82 0.16 410 720 -310 d■ depth of Flow in puCer (estimats, dtectc estimaU wcth Flow)
45 2700 0.74 0.15 415 810 -185 Aroa a d'8W12l2'(Z1+22)
50 1000 088 0.14 422 800 -478 WettW perimeter■ 8'd+(1/sin(etn(121)rllain(atn(1/Z2)II
55 3300 064 0.13 435 990 •555 kydtaWbc Rsdiw ■ R■ AreslWbtted Perimater
80 3800 0.81 0.12 451 1080 -829 Vebary = 1.48bM'R" 867's" 5
65 3800 0.80 0.12 480 1170 -890 Flow ■ Vebatyarea
70 1200 0 58 0.12 499 1260 •781 na 0.018 fa eaphalt
75 4500 0 56 0.11 515 1350 -835 s= lanprbuodinal Sbpe at qutter
8U 4800 0.53 011 519 1440 -921
85 5100 0.52 0.10 541 1530 •989
90 5400 0.50 0.10 550 1620 •1070
95 5700 0.49 0_10 568 1710 -1142
100 6000 0.48 0.10 586 1800 • 1214
f=1sitlii~ tils.i.it. . tisf/al1 '..Sf -t.lin i.ifitil. +..ti...■
ORIUruGE PONO G►LCUUnONS
Rpuusd qrassr twaN porW storsqe, v0-014
~ Impervaus Area x.5 inl 12 in /R . 403 cu. R It
providrd' 405 cu. rt. aK! L(O5 ~C Q ~7'C ~ (~i rQC,Q l
ORYWELL REdUIREMEMS • 10 YFJ1R OESiGN STORM ~ C D
~ O
~
btanrtiurn staps roqtired DY 8ows~n9 ' 198 a. R /QKI
provideC• 4OS a R
NumbK uW type of pryvrMts RpurtO ■ t S7nple 0 OouE4e,
~
I
,
STORMWATER DRAINAGE PLAN
' FOR
FASTENERS, INC.
---SPOKANE, WASHINGTON
i; .
PREPARED FOR:
- SPOKANE COUNTY
, ENGINEERING AND PUBLlC WORKS DEPARTMENT
OFFIC9AL PUBLIC DOCUMENT
. PaKANE GOUNTY ENGiNEER'S OFFIGE
PREPARED BY: FIROJECT #
5UBMYTTRl ~
y~~~~RN TO COuNTY ENGiNUR
J-U-B ENGINEERS, INC.
422 W. RiVERSIDE AVE., SUITE 722
; - SPOKANE, VUA 99201
(509) 458-3727
September, 1996
n
. ~
.
~
- STORMWATER DRAINAGE PLAN
:
. FOR
FASTENERS, INC.
~ SPOKANE, WASHINGTON
PREPARED FOR:
SPOKANE COUNTY
ENGINEERING AND PUBLIC WORKS DEPARTMENT
3~ jq4 (
J t
wA
Sy~ti~
~
~ .
l
22860
Q/STEP~
NAI. EN
EXPIRES gi IGICl7 ~
Y PREPARED BY:
J-U-B ENGINEERS, INC.
422 W. RIVERSIDE AVE., SUITE 722
SPOKANE, WA 99201
(509) 458-3727
September, 1996
2
TABLE OF CONTENTS
1.0 SUMMARY ...............................................................................................................4
2.0 GEOTECHNICAL INVESTIGATIONS ......................................................................5
3.0 STORMWATER BASIN CALCULATIONS ............................................................36
3
1.0 SUMMARY
This report outlines the calculations required in order to design the various ponds for
treatment and retainage of stormwater per current Spokane County Stormwater
Guidelines. The soils evaluation done on the property clearly shows the site to be one
exceptable for normal 208 and drywell stormwater disposal methods.
The ponds that have varying 2 foot high vertical retaining wall areas are created in order to
treat the roof runoff and loading dock runoff without the use of lift stations at the request
of the Owner. All systems for all drainage basins are gravity systems. In no part of the site
was a retaining wall height in excess of 2'-6" utilized so there will be no fencing required
for the ponds. The pond areas have all been generously supplied with excess 208 square
footage to allow for removal of the area of retainage wall block and subtract that from
the square foot surface area available for treatment by vertical percolation through the
grass.
The issue of how to trim the grass in those ponds which are recessed by the short
landscape block vertical walls has been discussed and currently the program will be that
Owner maintenance individuals will carry weed whackers down into those areas in order to
keep the grass trimmed properly. As discussed above, the surface areas of the ponds are
slightly enlarged so if in the future the Owner chooses to construct a 2' wide lawn mower
path down to the bottom level of those recessed ponds, he could do so without going
below the required treatment areas per Spokane County Guidelines for Asphalt Surfaces.
The only important issue at that time for the Owner would be to grade the ramp down so
that the 6" berms still exist in order that each level can function as a 6" deep retaining
pond before the water overflows to the pond below in terms of the surface water
treatment for those asphalt areas that gravity flow in.
The roof runoff was treated by coming off the northeast building corner into pond 2 and
two type two county drywells will be installed there. The calculations reflect two Type A
drywells for both the asphalt area treatment of the pond and as well as the roof overflow.
It is conservative to assume that two type B drywells could handle four type A drywell
equivalent flows and that is the way the calculations are presented.
4
2.0 GEOTECHNICAL INVESTIGATIONS
5
REPORT
_ Geotechnical Engineering Evaluation
Fastener's, Inc. Site
East Broadway Avenue
Spokane, Washington
~
i PREPARED FOR:
- -Mr. Rod Butler
Zeck-Butler Architects 422 W. Riverside, Suite 860
- Paulsen Building
Spokane, Washi.ngton 99201
PREPARED BY:
, Strata, Inc.
~ N. 2128 Pi.nes Road, Suite SN
Spokane, Washington 99206
i
~
July 11, 1996
~
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' GEOiECHNIGAL ENGiNEERiNG 6 41ATERIALS TESTING
1
- TABLE OF CONTENTS
- - Page
INTRODUCTION 1
PROPOSED CONSTRUCTION 2
EVALUATION PROCEDURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
SURFACE CONDITIONS 3
SOIL AND GEOLOGIC CONDII'IONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
_ SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
~ LABOR.ATORY TESTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . b
CONCLUSIONS/RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
~ Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
- ~ Excavation Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Structural Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Concrete Slabs-On-Grade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Lateral Earth Pressures . . . . . . . . . . . . . . . . . . . . . . . . . • . • . . . . . 10
, Seismicity . . . . . . . . 11
Pavement Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Storm Water Drainage and Ground Water . . . . . . . . . . . . . . . . . . . . . . 12
Construction Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
EVALUATION LIMITATI4NS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
.
~
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' GEOTECHNiCAL ENGiNEERiNG 8 MATEpIAIS TES7ING
I
REPORT
. Geotechnical Engineering Evaluation ,
Fastener's Inc. Site
East Broadway Avenue
Spokane, Washington
:
~ INTRODUCTION Strata, Inc. has completed the authorized geotechnical engineering evaluation for the
proposed office/warehouse building to be constructed on East Broadway Avenue in Spokane,
Washington. The purpose of the evaluation was to assess the soil and geologic conditions within
the proposed development area and to provide geotechnical engineering recommendations with
respect to development. To complete the evaluation of the site we performed the following
scope of work:
1. Performed a literature search of the geologic and soil engineering information for
the site and surrounding properties.
2. Performed a field reconnaissance of the geologic and soil conditions for the site
and surrounding area.
3. Performed a field evaluation by excavating two test pits in the proposed
development area to augment four other test pits excavated by Strata for previous
studies on the site. The soils encountered were visually classified at the time of
excavation and the subsurface profiles were logged. Selected soil samples were
obtained for laboratory testing.
4. Perfornaed laboratory tests to assess some of the soil engineering properties of
selected soil samples.
5. Performed engineering analyses and prepared recommendations to assist project
planning and design.
6. Prepared this summary report of our findings.
~
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' GEOTECMNICAL ENGINEEatNG 6 MATEQIAL$ iESTING
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. S0379-0120
' Page 2
PROPOSED CONSTRUCTION
It is our understanding based on conversations with you that the proposed
office/warehouse building will consist of an approximate 46,000 square foot, one-story, concrete
- tilt-up or masonry structure. The structure will be supported by continuous wall footings and
;
spread column footings. The structure will have concrete slab-on-grade floors. The structural
;
loads are anticipated to be on the order of 4000 pounds per square foot. We understand that the
; warehouse will have many storage racks which will have up to 8000 pounds per support leg.
Some racks may be situated end to end, effectively creating 16,000 pound point loads. Asphalt
~
driveway and parking areas will be constructed to access the building. We understand that semi-
; tractor trailer traffic is expected to be 2 to 3 trucks per week.
We understand that the owner does not wish to remove an existing thin veneer of fill
and the underlying topsoil which covers most of the site if the added risk of letting it remain is
acceptable to him.
- EVALUATION PROCEDI:fR.ES
Two test pits were excavated in the proposed development area to augment four other
test pits excavated for previous work by Strata. The approxi.mate locarions of the test pits are
shown on Plate 1, Site Schematic. The locations of the test pits were established in the field by
taping and pacing from existing site features. The field work was performed by a geotechnical
engineer from our office on December 22, 1994, and January 6, 1995.
The test pits were excavated by a Case 580E extendable backhoe equipped with
standard soil excavating teeth. The backhoe bucket was equipped with a standard 24-inch wide
~
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' GcOTECMNICAL ENGiNEERiNG A MATEAIALS TESTING
i
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. S0379-0120
; Page 3 , blade. The soils encountered were visually classified and the subsurface profiles were logged.
- In-situ density and moisture content determinations were made via nuclear densometer. Selected
; soil samples were obtained for laboratory testing.
, The test pits were backfilled and compacted with limited compactive effort by the
backhoe at the conclusion of the field evaluation. The backfill may consolidate and settle with
time. The test pits should be re-located at the time of construction to assess their potential
impact on the foundations and pavements and remediated prior to construction.
SURFACE CONDITIONS
, The proposed structure is to be located on the south side of the East 5300 block of
Broadway Avenue in Spokane, Washington. Neighboring parcels to the south and west were
~ generally undeveloped or used to store equipment. The site was bordered on the north by
. Broadway Avenue, and Fruehauf Trailers Company was located on the east neighboring parcel. .
_ Specifically, the site is located in the northwest 1/4 of the southeast 1/4 of Section 15, Township
25 North, Range 43 East, Willamette Meridian.
Maximum relief across the development area was approximated at 2 to 4 feet.
- However, the site slopes moderately down to the southwest at the southwest comer. Vegetation
,
on the site consisted of sparse grasses and weeds. Piles of soil and construction debris were
observed in the southwest quarter of the site. At the time of our site visit there was a large 10-
- ~ foot deep excavation observed in the east central portion of the site, and a small 7-foot deep
excavation in the southeastern portion of the site. Much of the site was covered with a veneer
,
. of sand ill.
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' GEO7ECHNiCAL ENGiNEERiNG d MATEfiIALS TESTING
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
Page 4
SOIL AND GEOLOGIC CONDITIONS
The U. S. D. A. Soil Conservation Service (SCS) in the "Soil Survey of Spokane" has
' mapped the soil on the site as the Garrison gravelly loam. The Garrison typically consists of
silty gravel overlying sandy gravel and is indicated to be very deep. The Garrison soils were
~ formed in glacial outwash with mantles of loess and volcanic ash. The soil is reportedly
characterized as having moderate to high permeability (2.0 to greater than 20.0 inches per hour),
, being well drained, and having slow runoff. The soil has a low shrinklswell potential. The pH
of the soil reportedly ranges from 5.6 to 7.8. The corrosive potential of the soil is con,sidered
~moderate to uncoated steel and low to concrete.
. The geologic conditions in the proposed development area were mapped by the
Washington State Division of Geology and Earth Resources in "Geologic Map of the Spokane
1:100,000 Quadrangle, Washington and Idaho" by Nancy Joseph, November 1990. The
geologic mapping indicates that the site is underlain by Pleistocene flood deposits consisting
primarily of boulders, cobbles, gravel and sand with varying amounts of silt. Our site
exploration generally conf'ums this mapping.
SUBSURFACE CONDITIONS
Fill was encountered at the ground surface in TP-1, TP-2, TP-3, TP-5, and TP-6.
; The fill was a grey fine to medium grained sand in a medium dense to dense and moist to frozen
condition in TP-1 and TP-5. The fill in TP-2 and TP-3 was a grey gravelly sand with silt in a
medium dense to dense and moist to frozen condition. The fill in TP-6 consisted of chunks of
concrete, asphalt, boulders, fine white sand, and brown sand, silt, and gravel.
~
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' GEOTECr+►+iCAt ENGiNEERiNG S 1AATERIALS TESTING
I
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
~ Page 5
;
Topsoil was encountered at the ground surface in TP-4, and below the fill in TP-1,
TP-2, TP-3 and TP-5. The topsoil was dark brown to black silty gravel with sand to silty sand
:with gravel, with some roots and organics. The topsoil was medium dense and moist, and was
i
, 1.0 to 1.3 feet thick.
Below the topsoil, silty gravel alluvium was encountered. This material was generally
brown to grey-brown, medium dense to dense, and moist to damp. The silty gravel extended
from 4.5 to 5.5 feet below the ground surface.
The silty gravel soils were underlain by brown-grey sandy gravel in a medium dense
~
~ to dense and dry to damp condition. All the test pits terminated in the brown-grey sandy gravel
at a maximum depth of 10.0 feet below the existing ground surface.
Ground water was not encountered at the time of the field evaluation. It should be
noted that the elevation of the water table will vary with seasonal changes in precipitation,
infiltration, irrigation and other factors.
Detailed descriptions of the subsurface conditions encountered in the test pits are
presented in Appendix A. Plate 2, Unif'ied Soil Classification System can be used to interpret
the terms used on our exploration logs and throughout this report. Subsurface conditions may
vary between test pit locations. These changes in conditions would not be apparent until
construction. If the subsurface conditions change from those observed in the test pit locations,
the construction timing, plans and costs may change. Also, we should be notified promptly so
we may assess the effects, if any, to our original recommendations.
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' GEOTEChNiCAI ENGINEESiirvG S MAiEAIALS i'cSjING
i.
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. S0379-0120
~ Page 6
_ LABORATORY TESTING
Selected soil samples were tested to assess the gradation, maximum dry density,
o timum moisture content, minimum densi
p ty, and California Bearing Ratio (CBR). The
,
gradations of the topsoil and native brown silty gravel are presented on Plates 3 and 4, Sieve
- Analysis Results. The maximum dry density and optimum moisture contents were assessed in
r•- `
' general accordance with ASTM D-1557 (Modified Proctor) for samples of the topsoil and native
brown silty gravel. The results are presented on Plates 5 and 6, Proctor Test Results. A CBR
;
analysis was performed on a sample of the black silty gravel with sand topsoil, which was
assessed to be 57.5 percent. The CBR Plot is presented on Plate 7. The information gained
- from the laboratory testing was utilized in our calculations to support our geotechnical
engineering recommendations.
~
' CONCLUSIONS/RECOMIVIEENDATIONS
_It is our opinion that the site is suitable for the proposed office/warehouse building
development with respect to the explored soil and geologic conditions.
A thin veneer of fill, 0 to 1.5 feet thick covers most of the site, and is underlain by
topsoil which is 1.0 to 1.3 feet thick across the site. Also, we encountered construction debris
fill in the southwest corner of the site. At the time of this report its extent was not known. This
; fill will have to be removed and replaced with structural fill in building and pavement locations.
i Also, we understand the owner does not wish to remove the topsoil or thin fill veneer
- which covers most of the site. It should be understood that due to the eventual decay of
organ.ics in the topsoil, a reduced effective design life of the pavements and concrete slab-on-
~
,
• ' GEOTEGMNiCAL ENGiNEEQING 8 MATEQIALS iESi1NG
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. S0379-0120
~ Page 7
- grade floors may occur, inducing settlement. We assume that the organic content of the existing
- topsoil is approximately 2 to 5 percent as reported in the USDA Soil Conservation Service soil
, survey for the Garrison rype soils. We anticipate that over the design life of pavements,
- typically 20 years, up to 25 percent of the organics may decay resulting in settlements on the
~
order of 0.15 to 0.20 inches. We anticipate that over the design life of floor slabs, typically 50
~years, up to 50 percent of the organics may decay resulting in settlements on the order of 0.3
, to 0.4 inches. In addition, the floor slabs may settle on the order of 0.1 to 0.2 additional inches
due to the effective 16,000 pound point loads resulting from end to end storage rack placement.
Total settlements for the floor slabs may be on the order of 0.5 inches if the topsoil is left in
place. We estimate that the differential settlement between the footings and the floor slabs will
be on the order of 0.15 to 0.30 inches.
- The following recommendations are presented to assist the planning and design of the
' proposed Fastener's office/warehouse project. Our site development recommendations are based
on our past experience with similar soil and geologic conditions in the vicinity and our
understanding of the proposed construction.
Site Preparation
We recommend that the existing vegetation, structures, and debris be excavated
; and/or removed from the proposed building and pavement areas. Vegetation, the fill piles, the
f- construction debris fill located in the southwest corner, and any debris should be removed from
~
the site.
. ~
' GEOtECHNiCnI ENGiNEEAING b MATEq1AL$ tESiING
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
, - Project No. S0379-0120
Page 8 After the site has been cleared and graded to required subgrade level, the upper 12
, -
j inches of the exposed soil should be scarified, moisture conditioned and compacted to a
i minimum of 95% of the maximum dry density as determined by ASTM D-1557 (Modified
,
, Proctor) prior to construction or the replacement of structural fill. This compaction should help
~
- identify soft spots or fill areas which should be remediated.
Excavation Characteristics
The on-site soils may be excavated with conventional soil excavation equipment. If
; excavations are greater than 4 feet deep, such as in the case of footing excavations or utility
' trenches, we recommend that the temporary excavations be sloped at 1.5:1 (horizontal to
vertical) in conjunction with OSHA regulations and local codes. The gravel soils tend to cave
easily when excavations exceed 4.0 feet in depth.
Structural F'ill
We separate fill into two categories; structural fill and non-structural fill.
Structural fill is defined as fill which underlies, or is situated within 5 feet of, building or
, pavement areas. Non-structural fill is fill which is at least 5 feet outside of building and
pavement areas. Structural fill should consist of GW, GP, GM, SW, SP, or SM soil as
designated by the Unified Soil Classification System, Plate 2.
Structural fill should be placed in eight-inch-thick, loose lifts at near-optimum
moisture content and compacted to a minimum 95 % of the maximum dry density as determined
by ASTM D-1557 (Modified Proctor). Non-structural fill should be placed in twelve-inch-thick,
0' GEOrECHNICAL ENGivEEAIkG S MnTERiAIS TESTiNG
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. S0379-0120
, Page 9
loose lifts and compacted to at least 85 % of the maximum dry density as determined by ASTM
-
D-1557 (Modified Proctor). The on-site grey fine to medium grained sand and gravelly sand
, with silt fill soils appear to be suitable for use as structural fill. Also, the native brown silty
, gravel and grey sandy gravel soils are suitable for use as structural fill. It will be necessary to
moisture condition the soils to near optimum moisture content before placing and compacting
them as structural fill. We recommend a large smooth drum vibratory roller be used for
compaction.
Foundation Design
;We recommend that the proposed structure be supported by conventional column and
continuous spread footings. After the foundation trenches are excavated in the native soils the
,
upper 6 inches of exposed native soil should be compacted prior to the forming of footings or
placement of concrete.
All foundation bearing surfaces should be free of loose soil, fill, and debris. Exterior
footings should bear at least 36 inches below the exterior ground surface to protect against frost
action. The continuous strip foundations for the structure should be a minimum of 18 inches
wide. We recommend that strip and isolated interior footing foundations for the structure be
designed based on a maximum allowable bearing pressure of 4000 pounds per square foot (psf) .
The allowable bearing pressures may be increased by up to 30 % to account for transient live
~ loads such as wind or seismic. Based on these recommendations, we are of the opuuon that total
and differential footing settlements will be on the order of 1 inch and 'h inch over a 50 foot
span, respectively.
~
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' GEOTECrtNiCAI ENGiNEERiNG b MATEqIALS TESTiNG
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. S0379-0120
' Page 10 Concrete Slabs-On-Grade
-
We recommend that the upper 12 inches of subgrade soil underlying concrete slab-on-
grade floors be compacted to at least 95 % of the maximum dry density as determined by ASTM
, D-1557. The concrete slab-on-grade floors should be underlain by at least 4 inches of 5/8-inch-
,
minus, well-graded, crushed sand and gravel base course with less than S% passing the #200
sieve. The base course will provide structural support, a leveling course and moisture protection
; for the slab. The base course should be compacted to at least 95 % of the maximum dry density
as determined by ASTM D-1557 (Modified Proctor). The slabs should be designed and
reinforced for the anticipated use and loading.
Additional moisture protection may be provided beneath the concrete slab-on-grade
floors in critical areas of the building. This should consist of a 2-inch-thick layer of clean
coarse sand covered by thick polyethylene sheeting covered with an additional2-inch-thick layer
, of clean coarse sand. This barrier should be placed between the base coarse and the concrete
slab-on-grade floors.
Lateral Earth Pressures
Below grade walls should be designed to resist lateral earth pressures. We
recommend the lateral earth pressures be calculated using an equivalent fluid pressure (efp) of
~
, 50 pounds per cubic foot for the at-rest case (no wall movement), 35 pounds per cubic foot for
the active case (wall movement away from soil mass) and 300 pounds per cubic foot for the
passive case (wall movement towards soil mass). A coefficient of friction between the sand and
gravel soils and concrete of f, = 0.40 should be used for retain.ing wall design. The above
~
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' GEOTECHNiCAI ENGINEERING b MATERIALS TESTING
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
~ Page 11
_ equivalent fluid pressures assume that the wall is drained and that there are no hydrostatic forces
acting on the wall. We recommend that the walls be drained so that hydrostatic forces do not
affect the walls and to minimize the potential for leakage or seepage.
;Seismicity
The proposed development site is located within Zone 2B in the 1991 edition of the
~Uniform Building Code. Zone 2B corresponds to an earthquake of intensity VII on the Modified
Mercalli scale or approximately 5.5 on the Richter scale.
- Pavement Design
Subgrade soils for the pavement areas will likely be native silty gravel soils or
- structural import fill soils. We recommend that the upper 12 inches of subgrade soil underlying
the pavement section be moisture conditioned, proofrolled, and compacted to at least 95 % of the
maximum dry density as determined by ASTM D-1557. The proofrolling will help deiineate any
"soft" spots that may require sub-excavation and recompaction. The pavement section should
be designed to resist frost action a.nd facilitate drainage by utilizing a base course material
consisting of 5/8-inch-minus, well-graded, crushed sand and gravel, with no more than 8%
passing the #200 sieve. 1'he base course should be compacted to at least 95 % of the maximum
, dry density as determined by ASTM D-1557 (Modified Proctor). Pavement section
recommendations based on our laboratory testing and Iimited traffic information supplied to
Strata, Inc. by Zeck-Butler Architects, are presented below in the following table:
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' GEOtECr+ntiCAl ENGINEERING 6 MATEAIALS TESTING
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
Page 12
- Design Parameters
. ~ • 20 Year Design • 5% Growth Per Year (assumed by Strata)
• 156 Semi Tractor Trailers per year
• 1095 Delivery Trucks (assumed by Strata)
• 10,950 Passenger Vehicles Per Year (assumed by Strata)
• CBR = 57.5 Black Silty Gravel with Sand (GM)
Asphaltic Concrete Base Coarse
Light Duty -(Car Parking) 2.0 4.0
Heavy Duty - (Driveways) 2.5 5.0
Storm Water Drainage and Ground Water
- Development of this site will alter the run-off and infiltration characteristics of the
site. We recommend that run-off from the proposed structure be collected and directed away
, from the foundations. Site grading should allow for positive drainage of surface water away
from the proposed structure. Irrigation should be minimized adjacent to the structure.
Garrison type soils are mapped on the site and confumed by our subsurface
exploration. The Garrison soils are specifically mentioned in Spokane County's storm water
management "208" guidelines as soils acceptable by the Counry for grassed "208" swale-drywell
usage without percolation testing in the field. Drywells should be constructed no closer than 25
feet from the structure to reduce the potential for moisture transmission under the concrete slab-
on-grade floors.
' Please note that Strata, Inc. can not be held responsible if any drywells become a
' future environmental liability. Future changes in the Washington Department of Ecology's
position on transmitting stormwater into the subsurface via drywells may effect properry owners
~
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' GEOtEC►+NiCAI c"NGiNEEAING 8 MATEQIALS TESTING
i .
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
Page 13
whose sites utilize drywells.
Ground water was not encountered in the test pits at che time of the evaluation. We
do not anticipate that ground water will be encountered in the utility trenches and footing
excavations at the time of construction.
Construction Monitoring
We recommend that Strata, Inc. be retained to provide construction monitoring and
special inspection services to verify the report recommendations have been followed. The costs
for these services are not included in the scope of work for this evaluation. If we are not
retained to provide the recommended construction monitoring services, we cannot be responsible
for soil engineering related construction errors or omissions.
'-At a minimum, we recommend that Strata, Inc. be retained to:
, l. Review the soil engineering aspects of the final grading and foundation plans
- - prior to construction;
2. Observe all earth work operations at the site;
3. Monitor compaction of all soil and aggregate fills; and
4. Observe the foundation excavations.
EVALUATION LIMI'TATIONS
This report has been prepared to assist the planning and design of the Fastener's Inc.
off'ice/warehouse building to be located on East Broadway Avenue in Spokane, Washington.
Our services consist of professional opinions and conclusions made in accordance with generally
' accepted geotechnical engineering principles and practices. This acknowledgement is in lieu of
~ s T R a T a .
, ' GEOTECMNICAL ENGINEEawG S ruATEauLS TESiING
i
FASTENER'S INC. OFFICE/WAREHOUSE - Spokane
Project No. 50379-0120
- Page 14
all warranties either expressed or implied.
- The following plates accompany and complete this report:
Plate 1 - Site Plan
,
Plate 2- Unified Soil Classification System
Plate 3- Sieve Analysis Results (Black Silty Gravel with Sand)
,
' Plate 4- Sieve Analysis Results ( Brown Silty Gravel with Sand)
Plate 5- Proctor Test Results (Black Silty Gravel with Sand)
Plate 6- Proctor Test Results (Brown Silty Gravel with Sand)
Plate 7- CBR Test Results (Black Silry Gravel with Sand)
Appendix A- Test Pit Logs
~
s T R a T a .
' GEOTECNNICAL ENGiNEEQiNG 6 MATEAIALS TESTING
i
~ I
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FASTENERS ING.
~ - SPOKA:tE OPfIGE / Y'IAREHOUS
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SITE PLAN
HCI Howard Consultants, Inc.
PLATE
~ i T _ ■
140 135
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t1. . 80
0 5 10 15 20 25 30 35 40 45
WATER CONTENT (PERCENT) ,
PROJECT NAME: Fasteners, Inc.
W PROJECT N0: S0379-0120
DATE: Januay 9, 1995
SAMPLE LOCATION: TP-5 at 1.5 feet
SAMPLE DESCRIPTION: Black Silty GRAVEL with sand
TEST PROCEDURE: ASMT D-1557, METHOD: C
o}o MOISTURE CONTENT: 8.8S8
o DRY DENSITY: 130.8 PCF
Y REFERENCE NO.:
w REMARKS/DEV1AT10NS:
0 U
PROC-OR _ES_ RES,-.._-s
HCI Howard Consultants, Inc.
■ 1
PLATE
rMW
140 - - - ~ 135
o
0
130
_ o
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0 5 10 15 20 25 30 35 40 45
INATER CQNTENT (PERCENT)
PROJECT NAME: Fasteners, Inc.
W PROJECT N0: S0379-0120
~ DATE: January 9, 1995
' SAMPLE LOCATION: TP-5 at 3.0 feet
SAMPLE DESCRIPTION: Brown Sil_ty GRAVEL with sand
} TEST PROCEDURE: ASMT D-1557, METHOD: C
m MOISTURE CONTENT: 6.5%
o DRY DENSITY: 136.5 PCF
Y REFERENCE NO.:
w REMARKS/DEV1AT10NS:
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U.S. ST/WOVIRD SIEIIE SIZES
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PROJECT NAME: Fastener's Site
PROJECT NO.: S0379-0120
' DATE: January 99 1995
' SAMPLE LOCATION: TP-5 at 1.5 feet
SAMPLE DESCRIPTION: Black Silty GRAVEL with sand
~ PERCENT PASSING 4: 52.2ss
~ m PERCENT PASSING 200: 26.7%
w TEST METHOD: ASTM D-422, D-1140, D-421
Y REFERENCE NO.:
w REMARKS/DE/IATIONS:
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U.S. STM10V1RD SIEVE SIZES
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PROJECT NAME: Fastener's Site
- W PROJECT NO.: S0379-0120
~ DATE: JMPION: 9, 1995
SAMPLE TP-5 at 3.0 feet
SAMPLE DESCRIPTION: Brown Silty GRAVEL with sand ~
PERCENT PASSING 4: 45.1ss
m PERCENT PASSING 200: 22.0%
w TEST METNOD: AS D-422, D-1140, D-421
Y REFERENCE NO.;
w REMARKS/DEVIATIONS:
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PLATE
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- CAL(FORN[A BEAR(NG RATIO DATA SHEE'C
~ Project fim H shc. Sample No. SL0oo414S
Source Tr'-S 1ob No. Sol-2-9- oIzo ~
Depth S' Sampled by pe/°
; Location - Date Samp(ed - Jr
Identification Date Received 1- 7- 9 ~1- ~
- ~ Liquid Limit MO[STURE-DENSITY CURVE
- o Plastic Limit -
~ Plascicity Index - Niethod ~4 :5 T M- 0 -1,1-y ~
o Specifc Gravity Y 2• 6 o Ntax. D ry W t. / 3 0-2 #/Cu. Ft,
Texture Classification - Optimum Moisture . °
: W} Soil Classification (31 i~ s►'14~ C. re ref w/ s. d
~cc m Test Dry Density =1 Z3• I pc f( 94. 1 % ot i3o• p)
CBR = 7• 5' %
~ Test Specimen molded at 4- s % moisture (optimum)
~ Test Performed at 10.9 % moisture
Remarks
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m FASTENERS, INC.
Broadway Avenue
Spokane, Washington
,
Project No. S0379-0110
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 0.8 SP SAND (Fill) - grey, fine to medium grained, medium dense, moist.
. 0.8 - 1.3 GM Silty GRAVEL ('Topsoil) - black, medium dense, moist, with some
roots and organics.
1.3 - 4.5 GM Silty GRAVEL with sand (Alluvium) - brown, medium dense to
dense, moist, cobbles and boulders up to 14 inches in size.
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~ 4.5 - 10.0 GP Sandy GRAVEL (Alluvium) - brown grey, dense, dry to damp,
cobbles and boulders up to 24 inches in size.
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' Excavated on December 22, 1994.
No ground water encountered.
W Test pit terminated at 10.0 feet below natural ground level.
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o EXPLORATORY TFST PIT #2
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} FASTENERS, INC.
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Broadway Avenue
- Spokane, Washington
Project No. S0379-0110
~ DEPTH SOIL SOII.
(Feet) CLASS DESCRIPTION
0.0 - 1.5 SP Gravelly SAND with some silt (Fill) - grey, medium dense, moist.
1.5 - 2.2 GM Silty GRAVEL (Topsoil) - black, medium dense, moist, with some
roots and organics.
2.2 - 5.6 GM Silty GRAVEL with sand (Alluvium) - brown, medium dense to
dense, moist, cobbles and boulders up to 14 inches in size.
w
J 5.6 - 10.0 GP Sandy GRAVEL with minor silt (Alluvium) - brown grey, dense, dry
~
, to damp, cobbles and boulders up to 24 inches in size.
I Excavated on December 22, 1994.
No ground water encountered.
W Test pit terminated at 10.0 feet below natural ground level.
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EXPLARATORY TEST PIT #3
° FASTENERS, INC.
} Broadway Avenue
Spokane, Washington
~ Proj ect No. S0379-0110
!
. DEPTH SOIL SOIL
; (Feet) CLASS DESCRIPTION
; 0.0 - 0.5 SP Silty SAND with gravel (Fill) - grey, medium dense, moist.
0.5 - 1.8 SM Silty GRAVEL (Topsoil) - black, metiium dense, moist, with some
~ roots and organics.
1.8 - 4.0 GM SIlty GRAVEL (Alluvium) - brown, medium dense to dense, moist,
; cobbles and boulders up to 14 inches in size.
4.0 - 7.5 GP-GM GRAVEL with some silt (Alluvium) - brown, dense, moist, mostly lfi
w to 1V-2 inch gravel.
LL
7.5 - 9.7 GP Sandy GRAVEL with minor silt (Alluvium) - brown grey, dense, dry
to damp, cobbles and boulders up to 24 inches in size.
w Excavated on December 22, 1994.
~ No ground water encountered.
Test pit terminated at 9.7 feet below natural ground level.
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EXPLORATORY TFST PIT #4
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FAST'ENERS, INC.
Broadway Avenue
, Spokane, Washington
, . Proj ect No. S0379-0110
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTTON
0.0 - 1.0 GM Silty GRAVEL (Topsoil) - black, medium dense, moist, with some
roots and organics.
1.0 - 5.5 GM Silty GRAVEL with sand (Alluvium) - brown, medium dense to
dense, moist, boulders up to 20 inches in size.
W 5.5 - 9.8 GP Sandy GRAVEL (Alluvium) - brown grey, dense, dry to damp,
cobbles and boulders up to 24 inches in size.
~
Excavated on December 22, 1994.
No ground water encountered.
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Test pit terminated at 9.8 feet below natural ground level.
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ERPLORATORY TEST PIT #5
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FAS'I'ENER'S INC. SITE
East Broadway
Spokane, Washington
. Project No. 50379-0120
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION .
0.0 - 1.2 SP SAND (Fill) - Grey, fine to medium grained, medium dense,
frozen.
1.2 - 2.0 , SM Silty GRAVEL (Topsoil) - Black, medium dense, frozen to
moist with roots and organics. At 1.5 feet dry density =
121 pounds ger cubic foot at 10.3 % moisture.
2.0 - 5.0 SM Silty GR.AVEL with sand (Alluvium) - Brown, medium
dense, moist, cobbles to 8 inches in size. At 3.5 feet dry
~ density = 119 pounds per cubic foot at 12. 6% moisture.
LL
5.0 - 8.0 GP Sandy GRAVEL (Alluvium) - Brown-grey, dense, damp to
dry, cobbles and boulders to 24 inches in size.
W Excavated on January 6, 1995.
No ground water encountered.
Test pit terminated at 8.0 feet below natural ground level.
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EXPLORATORY TEST PIT #6
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w } East Broadway
°C °0 Spokane, Washington
' Project No. S0379-0120
DEPTH SOIL SOIL - (Feet) CLASS DESCRIP'TION
0.0 - 8.0 GP Sandy GRAVEL with silt (Fill) - Grey-brown, medium
dense, moist, chunks of concrete to 24 inches in size, chunks
of asphalt up to 24 inches i.n size. Seam of inedium to fine
grained white sand, large -~24" boulders.
8.0 - 9.5 GP GRAVEL (Alluvium?) - Grey-brown, loose to medium
dense, damp, 1/4" to 2" in size mostly, minor silty and fine
sand coating on gravel.
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WExcavated on January 6, 1995.
o . No ground water encountered.
Test pit terminated at 8.0 feet below natural ground level.
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3.0 STORMWATER BASIN CALCULATIONS
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36
BOWSTRING METHOO (TEN YEAR STORM DESIGN) PROJECT: FASTENERS TIME Of CONCENTRATION (rrEirtutes)
DETENTION BASIN DESIGN BASIN: 1
REVIEWER Tc (ovaAand) Tc (gutter) Areas "C' A'C
NUMBER OF ORYWELLS PROPOSED DATE: 01•Aug-98 ,
1 Singte (type 0 Doubla (type 8) Ct = 0.15 L2 = 0 NAT 0.00 0.30 0
Tolal Atea (calc )(see H1) 0.21 Z1 = 0 IMP 0.21 0.90 0.184587
Time of Canc (calc.) (see M1) 5.00 L1(A) = 97 ZZ = 0 0.00 0.90 0
Composite "C' (catC,) (see H1) 0.90 N(A) = 0.018 B= 0 0.00 0.90 0
Time o( Cenc. (min) 5,00 S(A) = 0.01 n= 0.018 0.00 0.75 0
Atea (Acres) 0.2050964 5= 0.016 0.00 0.00 0
C' Fador 0 90 Tc (A) = 0.76 d= 0.1818 0.00 0.00 0
Impervious Area (sq. ft.) 8934 Total A Comp 'C'
Volume Provided 208: 375 siorm: 375 lt(B) = 0 Tc (gu) = 0.00 0.21 0.90
Outltow (cts) 03 N(8) = 0 Tc(A+B) = 0.78
Area ' C" Factor 0.18 S(B) = 0 Q=C'I'A= 059
a~==~~~ r=====_ TC(toL) = 5 00 Q(est) = 0.00
pl 02 #3 #4 #5 #8 il7 TC (B) = 0.0 Utensiry = 3.18
Time Time Intensiry Q dev. V in V out Storage p~ p
I Inc, Inc. WP = #OIV/O!
I (min.) (sec ) (in_mr.) (ds) (cu. ft.) (cu ft) (cu. tt) R = aoivrol
(01•80) (A'C'tt3) (Outf.•il2) (tt5-#8) V = tFDIV/01
= Tc (total) = Tc (overtand) * Tc (gutter) Tc(flu) = #OIW01
5.00 300.00 3.18 0.59 236 90.00 146 Tc (overtand) = Ci'(L1•N/S^0.5)"0 8) Q(est) = #DIVlO!
Ct = 0.15
5 300 3.18 0.59 236 90 148 Lt = LengN ol OveAand Flow Holding = 0.00
10 600 2.24 0,41 290 180 110 N= fricton factor oi overland flow (,4 (w averaqe grass cover)
_ 15 900 1.77 0.33 327 270 57 S= average slope of overland flow
20 1200 1,45 0.27 348 360 -12 7c (gutteh = length (R )Nelocity (Rfsec.)!80
25 1500 1,21 0 22 358 450 -92 8= 8ottom vndth of gutter or ditch
i 30 1800 1 04 0.19 385 540 -175 21 = inverse of cross stope one of ditch
35 2100 091 0.17 370 630 -260 Z2 = inverse of uoss slope Mro of ddch
40 2400 082 0 15 379 720 -341 d= depth of ftow m gutter (estimate, check estimate vAth Flow)
45 2700 074 0 14 383 810 427 Area = d'B+d"2/2'(Z1+Z2)
50 3000 0 88 0.13 389 900 •511 Wetted penmeter = B'd*(1/sin(atn(121))+1lsin(atn(122)))
55 3300 064 0.12 402 990 -588 Hydraviic Radius = R= Area/Wetied Penmeter
60 3800 0.61 0.11 417 1080 -663 Velocity = 1.4861n'R4_667•s".5
85 3900 0 60 0 11 443 1170 -727 Row = Veloury•Area
70 4200 0.58 0.11 461 1260 -749 n = 0.016 for asphalt
- 75 4500 0.58 0.10 476 1350 -874 s= longdudinal slope of gutter
80 4800 0_53 0.10 480 14a0 -960
85 5100 0.52 0.10 499 1530 •1031
90 5400 0.50 0.69 508 1820 -1112
95 5700 0.49 0.09 525 1710 -1185
100 6000 0.48 0.09 541 1800 -1259
DRAINAGE PONO CALCUWTIONS
Required grassy swale pond storage volume
= Impervious Area x.5 inJ 12 inJft. = 372 w. R ~ r
provided• 375 w. R OK! 3-7 5• 5 ~ S'c -f 't Z
ORYWEIL REQUIREMENTS - 10 YEAR OESIGN STORM
Maximum storage required by 8owsving = 146 ai_ R
provided: 375 a,. R OK!
Number and rype of Orywe[IS Requfred = 1 Single 0 Dauble
BOWSTRING METIi00 (fEN YEAR STORM OESIGN) PROJECT: FASTENERS TIME OF CONCENTRATION (minutes)
OETENTION BASIN DESIGN BASIN. 2
REVIEWER Tc (oveAand) Tc (Qutter) Areai 'C' A•C
NUMBER OF ORYWELLS PROPOSED DATE: 01-Aug-98
2 Single (type 0 Oouble (type B) Ct a 0.15 L2 ~ 0 NAT 0.00 0.30 0
TotalArea (calc.) (see H1) 0.33 21 ~ 0 IMP 0.33 0.90 0.29874
Tirtre of Conc. (calt.) (see H1) 5 00 L1(A) = 128 22 = 0 0.00 0.90 0
Composite'C' (calc.) (see H1) 090 N(A) = 0.018 8= 0 0.00 0.90 0
Time of Conc. (min) 5.00 S(A) = 0.01 n = 0.018 0.00 0.75 0
Area (Ac'es) 0331933 s= 0.018 0.00 0.00 0
C' Factor 0.90 Tc (A) = 0.92 d= 0.1818 0.00 0.00 0
Impervious Area (sq tt) 14459 Total A Comp 'C'
Votume Provided 208: 605 stortn: 605 lt(B) = 0 Tc (gu) = 0.00 0.33 0.90
; ~Quttlcw (d5) 06 N(B) = 0 Tc(Af8) = 0.92
Area' C' faGOr 0.30 S(B) = 0 Q=C•I•A= 0.95
a__=_____ _n=_a=-- Tqtot.) = 5.00 Q(BSL) a 0.00
#1 02 #3 #4 p5 ti8 07 Tc (B) = 0.0 Intensity = 3.18
Time Time Intensity d dev. V in V out Storage q= p
Inc. Inc. WP = ttDIVldt
(min.) (sec.) (in mr.) (ds) (w. it) (cu. R.) (w. tt.) R = #DIVroI
(01'60) (A'C'#3) (Outl.'02) (0546) V ffi #DIVIO!
====a==33° Tc (total) = Tc (overland) + Tc (9utter) Tc(gu) _ #OIVlOI
5.00 30000 3.18 0.95 382 180.00 202 Tc (overtand) = CC(Lt'N/S40.5)^0.6) Q(est) = t1DIV10I
Ct = 0.15
' S 300 318 0.95 382 180 202 L1 = Length of Overtand Flow Holding = 0.00
10 600 2 24 0.87 e70 360 110 N= hiction faaor of oveAand Row (.4 for average gress cover)
15 900 1.77 0.53 530 540 -10 S= average slape of oveAanfl flow
20 1200 1 45 0.43 564 720 -156 Tc (gutter) = Lengrh (ft.)Neladty (R/sec.)J60
25 1500 1 21 0 36 579 800 -321 B= Bottom widih of gutter or ditch
- 30 1800 1.04 0.31 591 1080 -489 Z1 = inverse of c.ross slope one of ditch
; 35 2100 0.91 0.27 599 1260 -661 Z2 = inverse of cross stope Mro of ditch
40 2400 0.82 0.24 613 1440 -827 d= depth of flow in gutter (estimate, chedc estimate with Flow)
' 45 2700 0 74 0.22 619 1820 -1001 Area = d'8+d"2/2'(Z1+72)
50 3000 0 88 0.20 630 1800 -1170 Wetted penmeter = B'd+(1lsin(atn(121))+1lsin(ain(1lZ2)))
55 3300 0.64 0.19 650 1980 •1330 Hydraulit Radlus = R= ArealWetted Penmeter
60 3600 0.61 0.18 875 2180 -1485 Veloaty = 1 486/n'R" 687's^.5
65 3900 0.60 0.18 717 2340 -1623 Flow = Vetocity'Area
70 4200 0.58 0.17 745 2520 -1775 n= 0.018 for asphatt
75 4500 0.58 0.17 770 2700 -1830 s= longitudinal slcpe of gutter
80 4800 0.53 0.16 778 2880 -2104
85 5100 0.52 0.18 808 3060 -2252
90 5400 0.50 0.75 822 3240 -2418
95 5700 0.49 0.15 649 3420 •2571
100 6000 0.48 0.14 875 3600 -2725
~ - ~
DRAINAGE POND CALCUTATIONS J P'~ ~~Q ! T
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Required grassy swale pond storage volume •
= Impervious Area x 5 in./ 12 in.fft = 602 w R. ~ , 17
i/V~
provided: 605 w t QKI ~ ~ f
DRYWELL REQUIREMENTS - 10 YEAR DESIGN STaRM
Maximum storage requ9red by BowsUing = 202 cu R
provided: 605 cu. R. OK!
Number and type of Dryweils Required = 2 Single 0 Double
BOWSTRING METHOD (fEN YEAR STORM DESIGN) PRAIECT: FASTENERS TIME OF CaNCENTRATION (minutes)
DETENTION BASlN DESIGN BASIN: ROOF
. REVIEWER Tc (overtand) Tc (gutter) Areas A'C
NUMBER OF DRYWELLS PROPOSED DATE: 01-Aug-98
2 Single (type 0 Double (type B) Ct = 0.75 L2 = 0 NAT 0.00 0.30 0
Total Area (calc.) (see M1) 1.15 Z1 = 0 IMP 1.15 0.90 1.033058
Time of Conc. (calc.) (see H1) 5.00 L1(A) = 128 Z2 = 0 0.00 0.90 0
Camposite "C" (calc.) (see H1) 0.90 N(A) = 0.018 8= 0 0.00 0.90 0
Time o} Cont. (min) 5.00 S(A) = 001 n= 0.018 0.00 0.75 0
Area (Aues) 1 1478421 s= 0.016 0.00 0.00 0
C Factor 0.90 TC (A) = 0.92 d= 0.1616 0.00 0.00 0
Impervious Area (sq, k.) 50000 Total A Comp'C'
Vatume Provided 208: 0 storm: 1300 L1(8) = 0 Tc (gv) = 0.00 1.15 0.90
Outflow (cfs) 08 N(B) = 0 Tc(A+B) = 0.92
Area' C" Factor 1.03 S(B) = 0 Q=C•I•A= 3.29
ma__--_ Tc(toL) = 5.00 Q(esL) = 0.00
qt p2 p3 #4 #5 i17 Tc (8) = 0.0 Intensity = 3.18
Time Time Intensity Q dev. V in V out Storage A= 0
~nc- Inc• wa = aoiv101
(min.) (sec.) (in.mr ) (ds) (cu. R) (w. R.) (w. k.) R = ttDtv/01
{#1•60) (A'C'if3) (Outf.'i12) (#5-i18) V = #DIV/O!
aa~n~~aaa cco~~~c~_c cooacco- e==ac= _------a-- camaza~~a - TC (tO121) = TC (OVBf18nd) * Tc (gutter) TC(9u) ~ JtDIV101
5.00 300.00 3.18 3_29 1321 180.00 Y 1141 Tc (oveAand) = CY(Lt'N!S^0.5)40.8) Q(est) _ #DIVlaI
Ct = 0.15
5 300 3.18 3.29 1321 180 1141 L1 = length of Overland Flow Holding = 0.00
10 600 2.24 2.11 1824 380 1264 N= tnGion factor of oveAand flow (.4 for averege grass toveh
. 15 900 1.77 1.83 1932 540 7292 S= everege slope oi oveAand ttow
20 1200 1.45 1.50 1950 720 1230 Tc (gutter) = length (ft.)Netaciry (fVsec )!60
25 1500 1.21 1.25 2003 900 1103 8= Bottom width o( gutter w ditrh
. 30 1800 1.04 1.07 2043 1080 963 Z1 = inverse o( uoss slope one of ditch
' 35 2100 0.91 0.94 2070 1260 810 ZZ = inverse of aosa slope two of ditrh
40 2400 0.82 0.85 2119 1440 679 d= depth o} ftow in gutter (estimate, chetk estimate with Flov)
_ 45 2700 0.74 0.78 2142 1620 522 Area = d'B+d"2/2'(Z1+Z2)
50 3000 0.68 0.70 2179 1800 379 Wened perimeter = B'd*(1/sin(atn(121))+t/sin(atn(1/72)))
55 3300 0.64 0.68 2249 1960 289 Hyd2ullc Radius = R= ArealWetted Perimeler
60 3600 0.61 0.63 2333 2180 173 Velouty = 1.488/n'R" 667's".5
85 3900 0.60 0.62 2481 2340 141 Flow = Vefotity'Area
70 4200 0.58 0.60 2578 2520 58 n= 0,016 for asphalt
75 4500 0.50 0.58 2682 2700 -38 s= longitudinal slope of gutter
60 4800 0.53 0.55 2884 2880 •198
85 5700 0.52 0.54 2794 3060 -288
90 5400 0.50 0.52 2842 3240 -398
95 5700 0.49 0.51 2837 3420 -483
100 6000 0.48 0.50 3026 3600 •574
DRAINAGE PONO CALCULATIONS
Required greasy swale por►d storage volume
= Impervious Area x.5 inl 12 indit = 2083 cu. ft.
provided: 0 a. ft. DOES NOT APPLY
NON ASPHALTIC ROOF TYPE ~ r
ORYWELL REQUIREMENTS - 10 YFf1R DESIGN STORM 2 d (SC I-ILI--" /C-f e
Max[mum storage required by BowsUing = 1292 w. ft
provided: 1300 w. ft OKl
Numtrer and type ai Orywells Required = 2 Single 0 Double ,
j~~-n f ava~lc~~le sTo roce i~
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BOWSTRING METHOO (TEN YEAR STORM DESIGN) PROJECT: FASTENERS TIME OF CONCENTRATION (mfnutea)
DETENTION BASIN DESIGN BASIN: 3
REVIEWER Tc (ovedand) TC (gulier) Areas C. A•C
NUMBER OF ORYWELIS PROPOSED DATE• 01-Aug-98 2 Single (rype 0 OouDle (type B) Ct = 0.15 L2 = 0 NAT 0.00 0.30 0
Total Area (calc.) (sae M1) 0.31 Z1 = 0 IMP 0.31 0.90 0278987
Time of Conc. (calc.) (see H1) 5.00 L1(A) = 128 22 = 0 0.00 0 90 0
Camposite "C' (calc.) (see H1) 0_90 N(A) = 0 018 B= 0 0.00 0,90 0
Time of Conc. (min) 5 00 S(A) = 0.01 n= 0.018 0.00 0.75 0
Af98 (/1CfH7) 0.3099833 9 a 0.018 0.00 000 0
C' Factor 0 90 Tc (A) = 0 92 d= 0.1816 0.00 0.00 0
Impenrfous Area (sq. ft.) 13502 Total A Comp'C'
Volume Provided 208: SBS stortn: 585 L1(B) = 0 Tc (gu) = 0.00 0.31 0.90
OutflOw (Cf3) 0.8 N(B) = 0 Tt(Ar8) = 0.92
Area ' C Factor 0.26 S(B) = 0 Q=C'I'A= 0.69
s~~~~~--- Tc(tot) = 5.00 Q(esl) = 0.00
#1 #2 03 #d #5 Jt8 #7 Tc (B) = 0.0 Intansrty = 3.18
Tme rme Intensity Q dev. V in V out Storage A= 0
Irtc. Inc. WP = #DIV101
i (min) (sec ) (in Ihr ) (cfs) (w. ft) (cu. (t) (w. fL)
R = #DIWOI
(#1'60) (A'C'#3) (OuU.'#2) (#5-#8) V = pDIV10!
--=3===== Tc (totaq = Tc (aveAand) + Tc (gutter) Tc(9u) = JiDIVlO!
5.00 300.00 3.18 0 89 357 180.00 177 Tc (overtand) = Ct'(l1•wS"0.5)^0.8) p(esl) _ #DIVI01
Ct = 0.15
~ 5 300 3.18 0.89 357 180 177 L1 = Len
gth ot Overfand Flow Holding = 0.00
10 600 2 24 0.62 439 360 79 N= McBon factor of oveAand flow (.4 fw average grass coveh
15 900 1.77 0.49 495 540 -45 S= averege slope of overtand 11ow
20 1200 1.45 0.40 527 720 -193 Tc (gutter) = Length (R)/Veloaty (k/sec.)/60
25 1500 1.21 0.34 541 900 -359 B= Bottom width of gutter or ditdh
30 1800 104 0.29 552 1080 -528 21 = inverse oi uoss slope one of ditch
, 35 2100 0.91 0_25 559 1280 -701 Z2 = inverse of cross slope two of ditch
40 2400 0.82 0.23 572 1440 -888 d= depth of 8ow in guner (estimate, diedc estimate with Flow)
45 2700 0.74 0.21 578 1820 -1042 Area = d'B+d"2/2'(Z1+Z2)
so 3000 0.68 0.19 sae leoo -1212 Wected persmecer = B•d•(t/sin(atn(121))+ilsir„(atr,(l22)))
55 3300 0.64 0.18 807 1980 -1373 Hydraulic Rad+us = R= Aroa/Wetted Perimeter
80 3600 0.61 0.17 830 2160 -1530 Veloury = 1.486ln'R" 667•s".5
65 3900 0.60 0.17 870 2340 -1670 Flow = Veloary'Area
70 4200 0.58 0.18 898 2520 -1824 n= 0.016 tot asphalt
75 4500 0.58 0.18 719 2700 -1981 s= langitudinai slope ot gutter
80 4800 0.53 0.15 725 2860 -2155
85 5100 0.52 0.15 755 3060 -2305
90 5400 0.50 0.14 767 3240 -2473
95 5700 0.49 0.14 793 3420 -2627
100 6000 0.48 0.13 817 3600 -2783
ORAINAGE PONO CALCULATIONS
Required grassy swale pond storage volume
= Impervious Area x.5 Fn./ 12 in./ft. = 563 cu. R
provided: 565 cu. k. OK! yr
e' tfw ec
DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM
Maximum storage required by Bowstring n 177 w, ft.
provided: 565 w. ft. OK! • Z
~ rv-v z
Number and rype of Dryweps Required ~ 2 Single 0 Doublo ~
LeV~( 2 77(:_{
47
,
132~
, ~
BOWSTRING METHOO (TEN YEAR STORM OE51GN) PROJECT: FASTENERS TIME OF COIYCENTRATION (minutea)
OETENTION BASIN OESIGN BASIN: 4
REVIEWER . Tc (overtand) Tc (gutter) Areaa "C" A•C
NUMBER OF ORY'NELLS PROPOSED DATE: 01-Aut}98
1 5(ngle (rype 0 Oouble (type B) Ct = 0.15 L2 = 0 NAT 0.00 0.30 0
Total Aren (wlc.) (see Hi) 0.22 Z1 = 0 IMP 0.22 0.80 0.199917
Tima of Conc. (cafc.) (see H1) 5.00 L1(A) = 128 Z2 = 0 0.00 0.90 0
Composite'C" (calc.) (see H1) 0.90 N(A) = 0.018 B= 0 0.00 0.90 0
Time o! Conc. (min) 5.00 S(A) = 0.01 n= 0.018 0 00 0.75 0
Area (Acres) 0.2221304 5 0 0.018 0.00 0.00 0
C' Fador 0.80 Tc (A) = 0.92 d= 0.1818 0.00 0.00 0
Impervious Area (sq. ft ) 9878 Total A Comp "C'
Volume Provided 208: 405 stortn: 405 L1(8) = 0 Tc (gu) = 0.00 0.22 0.90
OuU{ow (ds) 0.3 N(B) = 0 Tc(A+B) = 0.92
Area ' C Factor 0.20 S(B) = 0 Q=C'1'As 0.84
Tc(toL) = 5.00 Q(est) ~ 0.00
01 02 #3 #4 #5 it8 #7 Tc (B) = 0.0 Intensiry = 3.18
Time Time Intensdy Q dev. V in V out Storage q= p
` Inc. Inc. WP = #OIVl01
(min.) (sec.) (in./hr.) (ds) (cu R) (cu. fL) (cu. R) R = o01W01
' (#1'60) (A'C'#3) (Outf.'i!2) (#5-i16) V = 401Vl01
Tc (total) = Tc (oveAand) + Tc (gutter) Te(gu) ~ fi01V101
5.00 300.00 3.18 0.84 258 90.00 168 Tc (oveAand) = Ct'(L1'WS"0.5)"0.6) Q(est) = stQIW01
Ci = 0.15
, 5 300 3.18 0.84 258 90 188 l1 = Length of Overtand Flow Holdtng = 0.00
, 10 600 2.24 0 45 314 1 HO 134 N= ficUOn faccor of oveAand Now (.4 for average grass oover)
15 900 1.77 0.35 355 270 85 S= averege slope of overtand eow
20 1200 1.45 0.29 377 360 17 Tc (guner) = Lenqth (ft.yVeloary (ftlsec.)180
25 1500 1.21 0.24 388 450 -82 B= 8ottom width of gutter or ditch
30 1800 1.04 0.21 395 540 -145 Zi = Enverse of uoss slope one of ditch
35 2100 0.91 0.18 401 630 -229 7-2 = inverse of cross slope two of ditch
40 2400 0.82 0.16 410 720 -310 d= depth of flow in gutier (es6mate, cheGc esGmate vmth Fbow)
45 2700 0.74 0.15 415 810 -395 Area = d'B*d^2R'(Z1+Z2)
SU 3000 0.68 0.14 422 900 -478 Wetted perimeter = B'd+(1/sin(atn(1/Z1))+1/sin(atn(1/72)))
55 3300 0.64 0.13 435 990 -555 Hydraufic Radius = R= Area/Wetted Penmeter
60 3800 0.61 0.12 451 1080 -629 Veloury = 1.486fn'R".687'S".5
65 3900 0.50 0.12 480 1170 -690 Flow = Velocity'Area
70 4200 0.58 0.12 489 1280 -761 n= 0.018 }or asphalt
- 75 4500 0.56 0.11 515 1350 -835 s=longrtudinal sbpe of putter
80 4800 0.53 0.11 519 1440 -921
85 5100 0.52 0.10 541 1530 •989
90 5400 0.50 0.10 550 1620 -1070
95 5700 0.49 0.10 568 1710 -1142
100 6000 0.48 0.10 586 1800 -1214
ORAINAGE POND CALCULA710NS
Required grassy swale pond storage volume
= Impenious Area x.5 fn.! 12 tnltt = 403 cu. ft
provnded: 405 w. R OKI gtQ
-7 ~ r~.L•, V f I~r'CC
ORYWELL REQUIREMENTS • 10 YEAR DESIGN STORM ! ~ ~ L/'a'
Mammum storage requtred by BowsUing = 188 cu. fl c0l-~l ~ D i/
provided: 405 w, fL OKI
~
NumDer and rype of Drywees Required = 1 Singte 0 Dauble
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WHEN RECORDED RETURN T0:
SEP ~J ~ 29 F`il 192
Drew M. Bodker '
S. 1401 Grand Blvd. $203 N
Spokane, Washington 99203 - ~ ~ t 5~ , . .
1 ~
----------------------------------------------------~r-----------
STATUTORY WARRANTY DEED
;
THE GRANTOR, Acme Materials & Construction Company, a Washington Corporation, formerly known as DHH Investments, Znc.,
for and in consideration of Ten ($10.00) Dollars and other good
and valuable consideration, in hand paid, conveys and warrants to
Fasteners, Inc., a Washington corporation, the following
described real estate, situated in the County of Spokane, State ~
of Washington: ~
V~
Tract "8" of SHORT PLAT #745-92, according to Plat ~
recorded in Volume 8 of Short Plats, Page 79, in ~
Spokane County, Washington. ~
SUBJECT T0:
1. Agreement with the City of Spokane, recorded April 17, 1990, under
Recording No. 9004170231.
2. Terms, covenants, conditions, restrictions and easements contained
in Short Plat No. 745-92. Dated this lst day of September, 1992.
9200014743 ,
. t ax r~na ut,
~ Acme Material
~~Ie A"'~. o Constructio ' Com a
o.E "sr.iPv' cNiLe9tG i
X , .
i~s~k M C,r.,lMv Triaf
By ~ ~
1 d8'teve--l . ob - President
~
STATE OF WASHINGTON )
) ss.
County of Spokane )
On this ~c~ day of September, 1992, before me, the undersigned, a
Notary Public in and for the State of Washington, duly commissioned and
sworn, personally appeared Steve M. Robinson, to me known to be the
President of Acme Materials & Construction Company, the corporation that
executed the foregoing instrument, and acknowledged the said instrument to
be the free and voluntary act and deed of said corporation, for the uses
and purposes therein mentioned, and on oath statecl that he is authorized to
execute the said instrument.
Witness my hand and official seal herffixed the day and year
first above written.
r
- --r
ORF ' Notary in anc] for the State
qfj STAT' Washington, residing at Spokane
M. BppKQM Appointment Expires: 5-17-96
'~~F WASHNG?ON
h~i~ .iRY pL"
~'crMnission Egft 51796
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O - - - - - - - - O
14 ~ M BROADWAY ~ EAST(assumed) 2635.76 i ~
qVENUE
0 . EAST (assumed) 770.00 ° L _
-416.46- - FUTURit- - - AC ~)UISITION - - AflEA-4- -c- ~
~ I 353.54=-
---"---F
25 BUILDINC SETBACK LINE L 30
,.t0 10' UTILITY EAScMENT I
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KNOW ALL MEN BY THESE PRESENTS, that DHH Investments, lnc. have caused to be platted into Trac
the land shown hereon as Short Plat #745-92 and described as follows:
The South 339..43 feet of the North 369.43 feat of the West 770 feet- of the following describE
PProperty:
8eginning, at the Northwest corner of the Southeast 1/4 of' Section 14, Towrlship 25 North, Range 4
okara Cauin
cv. Washington, running thence Sauth on the North and South center line .~32 . feec to a point, which is 50 feet North of the North line ofi tt
~ a ` ilway~-mP~~:~. thence. North 89 ° 35' Ees
•~onnpanY., e, dist8nce. $:o fe~
~ a dl8X11 Q ~di $6C[lOf1 140
~ ' ~ecrion: 1
.caHCp T t~te ' r `-pla~
_ Ou
BEFORE THE SPOKANE COUNTY PLANNING DFPARTMENT
IN THE MATTER OF ) FINDINGS OF FACT,
SHORT PLAT NO. SP-745-92 ) CONCLUSIONS AND DECISION
THIS MATTER, an application for subdivision of land, from Acme Concrete has been
re~cetfted and decided upon, pursuant to Spokane County Subdivision regulations, on the
day of March, 1992.
FINDINGS UF FACT AND CONCLUSIONS
1. The individual sigiling below has fiuther been properly delegated the responsibility for
rendering the decision by the Spokane County Director of Planning.
2. The proposal is to divide 6 acres into 31ots for the development of indystrial use lots.
3. The proposal is located in the Spoka-ne Valley, south of and adjacent to Broadway
Avenue, adjacent and east of the Spokane lnterstate Fairgrounds in Section 14, Township
25 North, Range 43 EWM, Spokane County, Washington.
4. The current zoning of the property is Heavy Industrial (I-3). The proposed lot sizes,
frontage and intended uses are allowed within this zone.
5. The Spokane County Comprehensive Plan designates this area as Industrial. The
development and uses proposed are gecierally in accord with this category.
6. The required public notice was provided for this proposal and agencies having a potential
interest in the project were notif'ied and recommendations solicited.
7. No one in the area commented on the proposal.
:
8. When the improvements were constructed on Broadway Avenue, the curbline was
established abutting the building on parcel A. Since these improvements have been
recently constructed on Broadway Avenue, no dedicltion is required at this time and only
the future set aside is required.
Carnahan Road is a dedicated 34 foot right of way, therefore the County Engineer's
~ Office has no additional dedication or improvements required for this right of way.
10. Recognizing tlle recommended conditions and Spokane County development standards,
the proposed subd.ivision makes appropriate provisions for the public health, safety and
general welfare and that the public use and interest will be served by p14~ting the
subdivision.
11. The project is exempt from environmental review under the State Environmental Policy
Act pursuant to WAC 197-11-800 (6) (a).
DECISION
Based upon the above noted rinciings of Fact and l:onciusions, Short Piat Applicarion
SP-745-92 is hereby APPRQVED until April l, 1995, subject to conditions noted
FINDINGS AND DECISION SP-745-92 Page 2
2. All conditions imposed by tie Planning Department shall be binding on the
"Applicant", which term shall include the owner or owners of the property, heirs,
assigns and successors.
3. The proposal shall comply with the Heavy Industrial (I-3) zone(s) as amended.
4. The final plat shall be designed substaneally in conformance with the prelirninary plat
of record. No increase of density or number of lots shall occur without a change of
cond.ition application submittal and approval.
5. The Plancling Director/ciesignee shali review any proposed final plat to ensure
compliance with these Findings and Conditions of Approval.
6. Appropriate road name(s) sha.ll be indicated.
7. A specific and detailed site improvement plan will be submitted for Planning
Deparnnent review approval as part of the fina.l plat review and prior to the issuance of
a building peml.it, change af use permit or certificate of occupancy. Appropriate bonds .
or proof of construction must be submitted at the time of final plat review to cover the
estimated cost of on-site improvements which were requixed as a part of the project
approval.
8. The preliminary plat is given conditional approval for three (3) years, specifically to
April 1, 1995. The applicant max request an extension of time by subm.itting a written
request approximately forty-five (45) days prior to the above expiration date.
9. Appropriate utility ea5ements shall be indicated on copies of the proposed final plat.
Written approval of utility easements by appropriate utiliry companies shall be received
with the submittal of the final plat.
10. The Spokane County Planning Department shall prepare and record with the County
Auditor a Title Notice specifying a future land acauisition area for road right-of-way
` and utilities. The reserved future acquisition area Title Notice shall be released, in full
or in part, by the Planning Department. The notice should be recorded within the same
rime frame as an appeal and shal.l provide the following:
a. At least [ ] feet of reserved future acquisition area for road right-
of-way and utilities, in addition to the existing and/or newly dedicated right-of-
way along [ NOTE: The County Engineer has required [
] feet of new dedication.
b. Future building anci other setbacks required by the Spokane County Zoning Code
shall be measured from the reserved future acquisition area.
- c. No required landscaping, parking, '208' areas, drainfield or allowed signs should
be located within the future acquisition a.zea for road right-of-way and utilities. If
any of the above improvements are made within this area, they shall be relocated
at the applicant's expense when roadway improvements are made.
d. The future acquisition area, until acquired, shall be private property and may be
used as allowed in the zone, except that any improvements (such as landscaping,
parking, surface drainage, d.rainfield, signs or others) shall be considered interim
uses. e. The property owner shall be responsible for relocating such "interim"
J .
FINDINGS AND DECISION SP-745-92 Page 3
13, A plan for water facilities adequate for domestic service and fire protection shall be
approved by the water purveyor, appropriate fire protection distnct, County Building &
Safety Department and Counry Health Dislrict. The agencies will certify on the Water
Plan, prior to the filing of a final plat, that the plan is in conformance with their
respective needs and regularions. The Water Plan and certification shall be drafce,d on a
transparency suitable for reproduction and be signed by the plat sponsor.
14. The water purveyor shall certify that appropriate contractual arrangements and schedule
of improvements have been made with the plat sponsor for construction of the water
system in accoi'dance with tlle approved Water rlan. 1-tie time schedule shall provide
for completion of the water system and inspection by the appropriate health authorities
prior to application for building permits within the final plat. The arrangements or
agreements shall include a provision holding Spokane County and the purveyor
harmless from clums by any lot purchaser refused a building permit due to the failure
of the subdivision sponsor to satisfactorily complete the approved water system.
15. The final plat dedicarion shall contain the following statement: !
"The public water system, pursuant to the Water Plan approved by county and state
health authorities, the local fire protection district, County Building & Safety
Depa.rtment and water purveyor, shall be installed within this subdivision, and the
applicant shall provide for individual domestic water service as well as fire protection to
each lot prior to sale of each lot and prior to issuance of a building permit for each lot."
,
16. No building permit will be issued for any lot within the final plat until certified by a
Washington state-licensed engineer that "the water system has been installed pursuant
to the approved Watei- Plan for the final plat" including a signed license stamp. The
certification may be in the form of a letter, but is preferred to be certified on a copy of
the Water Plan as a schematic map showing the "as-built" water system. 17. The Water Plan and the above four (4) conditions of approval regarding the Water Plan
~iiay be waived by ffiz i'lc^,.Il11IIlg Li:ec;toric;esig;;ce ~~yon receipt af letters ~oin the
appropriate water pLUVeyor and fre protection district stating that simple connections to
an existing, approved water system will provide adequate domestic and fire protection
water to ensure the public health, safety and general welfare.
18. A survey is required prior to the filing of a final plat.
COUNTY ENGINEER'S DFPARTMENT CONDITIONS
1. The conditional approval of the *plat is given by the County Engineex subject to
dedication of right-of-way and approval of the road system as indicated in the
preliminary plat of record.
2. Drainage plans and design calculations showing the alignment of drainage facilities
sliall be submitted to the County Engineer for approval prior to construction and/or the
filing of the final plat. Drainage plans to be prepared under the d'uection of a licensed
Professional Civil Engineer.
3. No construction work is to be performed within the existing or proposed public right-
of-way until a permit has been issued by the County Engineer. All work is subject to
inspection and approval by the Countv Engineer.
4. No direct access from lots to one-half (1/2) riphts-of-wav until cnrh rnaric arP
✓.FINDINGS AND DECISION SP-745-92 Page 4
8. To construct the road improvements stated herein, the applicant may, with the approval
of tlae County Engineer, join in aiid be a willing parricipant in any petition or resolution
which purpose is the forniation of a Road Improvement District (RID) for said
improvements, pursuant to RCW 36.88, as amended. At such time as an RID is
created or any Road Improvement Project is sanctioned by Spokane County, the
improvements required (curb, sidewalk, drainage control and paving to existing
pavement) will be at the sole expense of the undersigned owner(s), their heirs, grantees
and assigns. This provision is applicable to Broadway Avenue.
9. As an alternative ulethod of coristnicting the road improvemertts stated herein, the applicant rnay, with the approval of the County Engineer, accomplish the road
improvements stated herein by joining and participating in a County Road Project
(CRP) to the extent of the required road improvements. At such time as an RID is
created or any Road Improvement Project is sanctioned by Spokane County, the
improvements required (curb, sidewalk, drainage control and paving to existing
pavement) will be at the sole expense of the undersigned owner(s), their heirs, grantees
and assigns. This provision is applicable Co Broadway Avenue. I
10. The following statement shall be placed in the plat dedication:
"The owner(s) or successor(s) in interest agree to authorize the County to place
their name(s) on a perition for the formation of a Road Improvement District
(RID) by the petition method pursuant to Chapter 36.88 RCW, which petition
includes the owner(s)' property, and further not to object, by the signing of a
ballot, to the formation of an RID by the resolution method pursuant to Chapter
36.88 RCW, which resolution includes the owner(s)' property. If an RID is
formed by eithe'r the petition or resolution method as provided for in Chapter
36.88 RCW, the owner(s) or successor(s) further agree:
(a) that the improvement(s) or construction contemplated within the proposed
RID is feasible;
:
(b) that the benefits to be derived from the formation of the RID by the property
included therein, together with the amount of any County participation,
exceed the cost and expense of fornlation of the RID; and
(c) that the property within the proposed RID is sufficiently developed.
Provided further that the owner(s) or successor(s) shall retain the right, as
authorized under RCW 36.88.090, to object to any assessment(s) on the
property as a result of the improvements called for in conjunction with the
formatian of an RID by either petition or resolution method under Chapter
36.88 RCW, and to appeal to the Superior Caurt the decision of the Board
of County Commissioners a.ffi.rnung the final assessmentkoll.
It is further agreed that at such time as an RID is created or any Road
Improvement Project is sanctioned by Spokane County, the improvements
required (curb, sidewalk, drainage control and paving) will be at the sole
expense of the undersigned owner(s), their heirs, grantees and assigns
without participation by Spokane County.
The RzD waiver contained in this agreement shall expire after ten (10) years
from the date of execurion below. However, the owner(s) or successor(s)
agree that if said RLD waiver expires without construction of the required
imDrovements_ the owner(s) or c»rr.PCCnrfcl aarPe- tn rnncrn,rt thP rPrniirar1
'
FINDINGS AND DECISION SP-745-92 Page 5
11. The Counry Engineer has designated Typical Roadway Section Number One, Major
Arterial standaxd for the improvement of Broadway Avenue, which is adjacent to the
proposed development. The construction of sidewalk is also required.
12. The proposed subdivision shall be improved to the standards set forth in Spokane
County Board of Commissioners Resolution No. 80-1592, as amended, which
resolution establishes regulations for roads, approaches, d.rainage and fees in new
construction.
14. The County Engineer has examined this development proposal and has determinPd that
the impact of this proposal upon the existing county road system warrants the
dedication of additional right-of-way and the roadway improvements herein specified.
15. The County Arterial Road Plan identifies Broadway Avenue as a Principal arterial. The
existing right-of-way width of 60 feEt is not consistent with that specified in the Plan.
In order to implement the Arterial Road Plan, in addition to the requu-ed right-of-way
dedication, a strip of property 20 feet in width a.long the Broadway Avenue frontage
shall be set aside in reserve. This property may be acquired by Spokane County at the
time when a.rterial improvements are made to Broadway Avenue.
16. There may exist utilities, either underground or overhead, affecting the subject
property, including property to be dedicated or set aside for future acquisition.
Spokane County assumes no financial obligadon for adjustments or relocation
regarding these utilities. Applicant(s) should check wich the applicable utility purveyor
and the Spokane County Enginee'r to detennine whether applicant(s) or the utility is
responsible for adjustment or relocation costs and to make arrangements for any
necessary work.
COUNTY HEALTH DISTRICT CONDITIONS
1. The final plat sliall be designed as indicated on the preliminary plat of record andior any .
attached slleets as noted.
2. Appropriate utility easemeclts shall be indicated on copies of the preliminary plat of
record for distribution by the Planning Department to the utility companies, Spokane
County Engineer and the Spokane Caunty Health District. Written approval of the
easements by the utiliry companies must be received prior to the submittal of the final
plat.
3. A combined surface water and sewage disposal detailed plan shall be approved by the
City of Spokane and the Spokane County Health District prior to the issuance of any
on-site sewage disposal permit or building permit for this project.
4. Sewage disposal method shall be as authorized by City of Spokane Public Works.
P
5. Water service shall be coordinated through the City of Spokane Public Works.
6. Water service shall be by an existing public water supply when approved by the
Regional Enguieer (Spokane), State Department of Health.
7. Prior to filing the final plat, the sponsor shall present evidence that the plat lies within
the recorded service axea of the water system proposed to serve the plat.
8. Disposal of sewage effluent beneath paved surfaces is currentlv prohibited.
9. Prio1' to filinE the final nlat_ the cnnncnr chall riP.mnncrf-ari- rr-i +l,P caticfartinn rAlF+bP
/ .„e'XQINDINGS AND DECISION SP-745-92 Page 6
12. The dedicatory language of the plat will state: "Subject to specific application approval
and issuance of permits by the Health Officer, the use of (an) on-site sewage system(s)
may be authorized."
13. The dedicatozy language on the plat shall state: "Use of private wells and water
systems is prohibited."
14. The plat dedicaaon will contain a statement to the effect that: "The public water system,
as approved by county and state health authorities, the local fire district and purveyor,
will be installed within this plat, and the subdivider will providQ for individu:tl domeStic
water service as well as fire protection to each lot/tract prior to sale of each lat/tract."
COUNTY UTILITIES DEPARTMENT CONDITIONS 1. This project lies within the City of Spokane Sewer Service Area and the applicant is
required to contact this sewer utiliry and comply with the utility's specifications,
standards and practice.
1
BUILDING AND SAFETY DEPARTMENT CONDITIONS
1. Requirements of Fire District No.l need to be satisfied during the building permit
process.
Approved the 50'4 day of March, 1902. 11 OHN W. H RRINGT N, J.
Planner 11
;
Under State Law and County Ordinance, you have the right to appeal this decision to ttle
Spokane County Hearing Examiner Committee. Upon receipt of an appeal, a public hearing
will be scheduled. If you desire to file such an appeal, you must subtnit a letter along with a
$120 processing fee, payable to the Spokane County Treasurer, within ten (10) calendar days
from the date this decision is signed.
If you have any quesrions, please call the Planning Department at 456-2205.
pc: County Engineer
County Utilities
Counry Health District
County Building & Safety
Sponsor
S urveyor
Parties of Record
File
' .
RECEIVED
REE'ORT OF 2/1/95 PRE-APPLICAT[ON CONFERENCE FF9 0 8 1995
5220 East Broadway - Fasteners, Inc. spOKqN~ ~OMY ENGINEER
( NAME I ADDRFSS ~ CITY I STATF. I ZIP I PHONE I CONTACC
OWNER ~Fasterters,/Scoti Peuerson 1624 N Fancher Roed ~ Spokene ~ WA ~ 99212 ~ 535-9022 I
CONTRACTOR INB Fngineera, Inc. 1422 W Riveraidc N722 ~ Spokens ~ WA I 99201 ~ 458-3727 I
ARCHITCCT 17eck nudcr 1421 W RivcrBide ~ Spokene I WA ~ 99201 ~ 456-8236 I Rob Butkr
STATE ENVIRONMENTAL PQLICY ACT (SEPA)
In accordance with State Environmental Policy Act WAC 197-11-310, a threshold determination is required to be issued by the
Division of Buildings (DOB). An Environmental Checklist shall be prepared and submitted to assist DOB in making the threshold
determination for circulation to agencies of jurisdiction. Action upon the proposal will not commence until after the 15 day
public comment period. A$75.00 fee is required to initiate the environmental review.
PRO,TECT OVFRVIEW
Relocation of existing business. 35 employees. Storage/repackaging of bulk nuts and bolts (single story racks). Isolated system used
to clean/plate new bolts (closed, water-based plating system). This will be a distribution point for six other branches. There will be a two hour
separation wall between the warehouse and office area; building will bc sprinkled. Start date for project is unknown.
SUMMARY OF PROPOSED
occu-
UND USE PANT CONST FIRE
PARCEL ZONE ACCIONS 7YPE BUII.DING USE SQ.FT. GROUP 7YPE FLOW WATER PURVEYOR / PHONE
33144.9087 I 1-3 ISP-745-92 I New I Offic+e/Warehouse 47914 ~ 8-2 I VN 1 4250 10ry of Spolmne ((625-'1800)
~ ~ 1 1 I I ~ I
DISCUSSION TOPICS
(clerificetiona, edditiona, •nd eorreetions to written eommenta)
PLANNING DEE'ARTMENT (456-2205) CONTACT: J1M MILLGARD
* Writtcn comments were prepared & a copy given to the applicant.
* Locate and dimension the two required off-street loading spaces.
* Locate the landscaping outside any Future Acquisition Area or additional right of way dedication may be required.
* Aquifer Sensitive Overlay Zone must be complied with.
ENGINEERING & ROADS (456-3600) CONTACT: PAUL LENNEMANN
* Written comments were prepared & a copy given to the applicant.
* Contact Veril Smalie regarding abandoning approaehes and use of existing county access.
* Approach must be aligned with Yardley Street
* Submit a copy of a recorded property deed from the Auditor's Office for subject property.
HEALTH DISTRICT (324-1560) CONTACT: DARYL WAY
* Loading docks - ramps need to drain to 208.
* Sample agreement may be required based on critical materials determination.
* Applicant already working with Terry Chambers on septic system. A permit is required.
* Contact the local refuse company to determine best location for dumpster to allow turnaround for their vehicles.
* A11 construction debris must be taken to a licensed disposal facility; no on-site burning or burial will be authorized.
FIRE DISTRICT NO. 1(928-2462) CONTACT: PAUL CHASE
* Two hydrants and a sprinkler vault are required.
DIVISION OF BUILDIIVGS (456-3675) CONTACT: BOBBY STONE.
* Written comments were prepared & a copy given to the applicant.
* For information on the Americans wilh Disabilities Act, call 1-800-435-7232.
* Effective 4/1/94 all commercial projects shall demonstrate compliance with the Non-Residential Energy Code.
* May need to reverse the swing on several doors.
* Verification that arrangements have been made with the City of Spokane for water scrvice is required.
* Sales area may need an additional exit to outside.
* Provide manufacturer's manual on plating system.
* If parkiq exceeds 50, three accessible spaces will be required-one of which will be a van.
SEE REVfRSE FOR PERM/T RELEASE REQU/REMENTS
~ ~ .
.
PERMIT RELEASE REQUIREMENTS ,
Please submit seven (7) sets of revised si1e, drainage, and landscape plans plus three (3) complete sets of construction drawings to
the Depardnent of Buildings for acknowldgement and distribution to all the appropriate agencies. In order for all agencies
to expeditiously process your project, it u imporlant that submittals include all necessary drawings and documents to insure
that review of your project u completed in the least amount of tirne. Documents should include: building address and legal
description of properry.
Spokane County's Project Review Coordinator will be Jeff Forry at the Div. of Buildings (456-3675).
PIANNING ENGINEERS HFALTH FIRE BUILDINOS
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11 lBuilding height in stories & feet ~ X
2 1 ICurbing around landscaping I X
3 1 IDimension travel lanes ~ 7{
4 1 lExterior lighting/direction of illumination ~ X
5( 1 Fence location, height, & type ~ X
6 1 ILandscapinQ of paricing lot ~ 7t
7 1 15 feet Type III landscaping along Broadway ~ X
8 1 ILandscaping (location, species, size) N X
9 Parcel boundarv dimensions and legal description ~ X
10 1 lBuilding coverage calculation N X
11 1 1 Parking & traffic circulation plan ~ X ~ X
12 ~ lParking stalls (number, stripinQ, dimension, directional arrows) ~ X ~ X
13 ~ 1 Paving ~ X ~ X
141 lSetbaeks (label & dimension) ~ x
15 1 ISignage (location, height, & square footage) ~ X
161 lTraffic control deviees ~ X
17 1 1 Drainage/slope of loading dock and/or roofs X
18 1 lDrainage plan (swales, drywells, calculations) X
19 ~ lDriveways & all road approaches I ~ X
20 ~ ISet aside for future road improvements X
21 1 ISeptic tank/drainfield location & size X
22 ~ 1 Firc hydrants (location & number) X ~
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23 ~ IHandicap parku►~ stalls & y( g) X
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24 ~ lIrrigation system plans X
25 1 IN ursery estimate ~ 7{ I
26 1 1 Promissory letter for landscape requirements ~ X
271 A reement to pay fees & minimum requirements list X
28 1 ~ Aproach permit for access to countv roads X
29 1 IRecorded property deed X
30 ~ ICritical Materials list X ~ X ~ X
31 ~ ILock (Knox) box entry system form X ~
32 1 ISEPA X
33 1 lSpecial NREC Plan Reviewer/Inspector X
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34 ~ ~Barricr-Free Requirements (WAC 51-20) x
35 1 lFire sprinkler/alarm system X
36 1 IHeating, ventilation & air eonditioning drawings X
371 1 Loading dock design ~ X ~ X ~ X X
M I I I X
38 1 1 Plumbing details
39 1 lSeparation wall deiails X
40 ~ ]Structural drawings with wet stamps & calculations X
Sign oor inator I ~ Signature of Plan Reviewer
Project No: