HomeMy WebLinkAbout12415 W. 38th Avenue❑ No one available for inspection: Time AM$�)
Re- Inspection required: Yes N�-
Cn
When corrections have been made, calf for re- inspection at 303 - 234 - 5933 ?
Date: T
ec Inspector. '% r
DO NOT REMOVE THIS NOTICE
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4 1
City
of Wheat Ridge
1�
Residential
Roofing PERMIT -
110868
PERMIT NO:
110868
ISSUED:
07/25/2011
JOB ADDRESS:
12415 W
38TH AVE EXPIRES:
07/24/2012
DESCRIPTION:
Reroof 56
sqs with laminate shingles- House and
Barn
* ** CONTACTS * **
owner 303/887 -4753 Tony Ficco
sub 303/466 -7386 Bob Bellitt
01 -8626 Arapahoe Roofing & S/M
** PARCEL INFO **
ZONE CODE: UA
SUBDIVISION: 0121
USE: UA
BLOCK /LOT #: 0/
Conditions:
6 nails per shingle is required. Ice dam membrane is required from eave edge to
2' inside exterior walls. Board sheathing with any gap greater than 1/2"
requires panel sheathing overlay on entire roof. Sheathing inspection is
required prior to covering. Contractor shall provide ladder for inspections.
Scheduled inspections that cannot be performed due to inclement weather must be
cancelled prior to 8:30 a.m. on the day of inspection or a re- inspection fee
will be assessed. Subject to field inspection.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and
specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the
legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform
the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all
entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in
this document and /or its' accompanying approved plans and specifications.
Signature of OWNER or CONTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and
specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances,
regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must
be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted
at the discretion of the Chief Building Official and may be subject to a fee equal to one- half of the original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to
the standard requirements, fees and procedures for approval of any new permit. Re- issuance or extension of expired
permits is at the sole discretion of the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior
and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy
of all required inspections and shall not proceed or conceal work without written approval of such work from the
Building and Inspection Services Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of
any prop f any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject
to ^7�irction. mil a /
Offical Date
INSPECTION REQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855
REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
a e City of
Wheat�i'ge
COMMUN ITY DEVELOPTT
Date;
Plan #
Building & Inspection Services Division Permif# g
7500 W. 29 Ave., Wheat Ridge, CO 80033
Office: 303 -235 -2855 * Fax: 303 - 237 -8929
Inspection Line: 303 - 234 -5933
Building Permit Application
I'rgperty Address; a I S" w . 3 'S f4- - y)!5 - 6 & .� S
Property Owner (please print)`. p t Gl�� Phone: 3e3 8 8 4 _c( -7 1
Mailing Address: (if different than property address)
Address:
City, State, Zip: 9
Cor tractgt � � P-10 o (—. � S G"w F rt4 Act I ,1H C .
Contractors City License #: Q 1 'j 6, (, Phone: 3 -3 - t(66- 3 $6
Plumbing:
Mechanical:
City License #
X ) �(J,�
S r 5 S L cw
Contract Value:
3
s �/
C Ii Q w J w
t-li �R . , Cc S I ^x (.c f
$ S I
r
City License # City License #
Descrlatton ofwork� "'s
+ eview ee (due a, a of submittal).
iquares I L � BTU's Gallons _ Amps Sq Ft. $
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances,
rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and
allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that i assume full
responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on
this application; that I am the legal owner or have been authorized by the legal . owner of the property to perform the described work
and am also authorized by the legal owner of any entity included on this application to list that entity on this application.
CIRCLEONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) -
PRINT NA; SIGNATURE: DATE:
Bldg Valuation: $
City of
W heat Ri dge
E�OMMUNrry DEVELOPm ENT
Building & Inspection Services Division
7500 W. 29" Ave., Wheat Ridge, CO 80033
Plan #
Permit #
Office: 303 - 235 -2855 * Fax: 303 - 237 -8929
Inspection Line: 303 -234 -5933
B uilding Permit Application
Propert,y,A 3 & 44- Av- ,, — N-rwl
Property Owner (please print): ( 11 h�� �� Phone: 30 3 -
Mailing Address: (if different than property address)
Address:
City, State, Zip:
t
Couirac #or: w(t i o e[ SLir�F G�ecC ,1�e
Contractors City License #; 018 6 2 _ C� Phone: 307 - X166. 7 3 816 . /-N - 7`
Electrical: Plumbing: Mechanical:
City License # City License# City License #
Des #iorioy,�s%r;
ILGwU�L QIcr5� S S, 1r 5 l244,v ContractV lue:
(fS r S- ,5{St(( vtaw'l� 5l1 $ ��
Review Fee (due at time of submittal):
Squares BTU's Gallons Amps Sq Ft. $
OWNERWONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances,
rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and
allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full
responsibility for compliance with applicable City of Wheat Ridge . codes and ordinances for work under any permit issued based on
this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work
and am also authorized by the legal owner of any entity included on this application to list that entity on this application.
CIRCLEONE: (OWNER) (CONTRACTOR) ar (AUTHORIZED REPRESENTATIVE) ej ( (O O / WNER) (CONTRACTOR)� /' .
/I PRINT NAME : ..._.,. 1 CJ SIGNATURE: DATE:
N y Fr r' F D P Rl MENT lf3E LlR4Y, ' u
7ZONINO COMMENTS v r i n r� � v ^sr` '' F Z' , �,x �., :. .i w ✓ q �`` .r" 3� 3r�a' '" �.," ,:
BUILDINO DEPARTMENT�COMJ3IENTS'� rr� ` ' - x r f ✓%y��.� i� .wr rf
° eVlewej' / r 'rr ✓� Y
i x. ✓�, ✓u 7 iJ'.:r 1� �I
/ ti '�` r ,! ) ✓�- `ir4 ✓ "`'�� rf ..*`z,.,^ �"1P�Fa txr"�zr'k &k v�r✓'
s°" lsh''xrY' y a
F ✓rte i ✓) d,/��, jp ttr /r Mt - t %F�`�A�'� +3' 1 ✓ /3''.r�
PUBLIC WORKS OOMMEN S �" ' �' ''> �" '' "' ✓ �''�` '"'
,r d t ✓� i Y .r- ti rr r' .�OCOUPA`NCY a
x. ReV1eWQr w. r ✓4 `'U i JK/- r y ?i?,. 7i it s ,�r'"' ,r���r ✓� "C Y¢`"r -'� ✓ �
FiREbEPARTMEN'( �q approved w/ Comments LI dIsaPprogetl ❑ no�e�ye'tt`J n:q;Ured Bldg Valuation. $
1 s, r „� a.
COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 17031
BUILDING INSPECTION LINE -(303-234-5933) Date : 5/3/2004
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80033 - (303-235-2855)
Property Owner:
Property Address
Contractor License No.
ANTHONY FICCO
12415 W 38TH AVE
21942
Phone:
Company : Ficco Properties LLC Phone : 421-1961
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit applicatlon are accurate, and
do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree to abide by all conditions printed on this
application, and that I assume full responsibility for compliance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable Wheat Ritlge ordinances, for work under this permit.
(OWNER)(CONTRACTOR) SIGNE~.✓.~i. -/J~ ;17~ DATE 5 - 3-~
Construction Value : $$50,000.00
Permit Fee : $6,366.95
Plan Review Fee : $4,138.52
Use Tax : $10,200.00
Total: $20,705.47
+ 150,00 6
F
Description : LOT 4 GREEN SHADOWS SUBDIVISION. SINGLE FAMILY RESIDENCE
BUILDING DEPARTMENT USE ONL'
Approval : MR
Zoning : R1A2
Approval: MS
P . o . e,
Approval : DFB
Occupancy: Walis
Electrical License No : 18637
Company:Wizards of Watts
Expiration Date : 2/28/2005
Approval : OKIKS
i- loo.oo cnAl
..F y3,5o EF
To1a~ s ?p~9'18.9'{
SIC : Sq. Ft. :
4/5/04 T"leaSe I~otr'
wner / contractor is responsiblc for loca'ir6 pr^acrty
Olines and constructing improvemer,ts accor,:.'sn ; to U~ ^
approved plan and cequired devclopment 4a
3/30/04 The City is not responsible for :naccurate infcrm
yvbmitted within the plan set and any co.~stri ~
ettors resulting from inaccura!e inforniaiiur..
OK. 4130104. PLEASE SEE ATTACHED SHEETS
Roof : Staries
Plumtiing License No :19733
Company :Adams County Plumbing
Co.
Expiration Date : 4/5/2005
Approval : OKIKS
Residential Units :
Mechanical License No : 21722
Company ; Quintana Htg & Cooling
Expiration Date : 8/1/2004
Approvai : OKIKS
(1) This permit was issued in accordance with ihe provisions set forth in yopur application and is subject to the laws of the SWte of Colorado antl to the Zoning
Regulations and Building Code of Wheat Ridge, Coloredo or any other applicable ordinances of ihe City. -
(2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authonzed is suspended or
abandoned for a period of 120 days.
(3) If this permitexpires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the
original plans and specificafions and any suspension or abandonment has not exceededbne (1) year. If changes are made or if suspension oi abandonment
exceeds one (1) year, full fees shall be paid for a new permit. . (4) No work of any manner shall be done thatwill change the naturel fiow of water causing a drainage problem. (5) Contrador shall notifythe Building Inspector twenty-four (24) hours in advance for all inspeclions and shall receive written approval on inspection card before
proceediingwithsuccessrve afihejob.
(6) The iss pe ~ he approva wings and specifications shall not be construed to tie a pertnit for, nor an approval of, any violation of the
pr . io e ing cqdes or rdinance, law, rule or regulation.
Chief Building Inspector
Please sign Terms and Conditions on reverse side of page.
For inspection this permit must be posted
on the site and visible from the street
TERMS AND CONDITIONS
As applicant for a building permit in the City of Wheat Ridge, 1 do hereby agree to the terms and
conditions set forth below for the issuance of a Certificate of Occupancy in connection with this
building permit. The issuance of a Certificate of Occupancy requires:
1) The completion of all required landscaping and related site improvements. Inspections
are performed by the Planning and Zoning Division.
2) The completiori of site drainage/grading requirements per the approved site grading
plan and/or fnal;;;dfainage report and plan, if such report and plan is applicable. For all
resitlenfiaf-aridnorrresidential projects with an approved final drainage report and plan, a
letter of certification is required from the civil engineer of record. Inspection are performed
by the Public Works Department.
3) The completion and acceptance by the City of Wheat Ridge of all required public
improvements, or a Deveiopment Covenant or cash escrow may be required in lieu of
construction, as determined by the Public Works Department. The Public Works
Departmenfperforms public iinprovements inspections.
4) The completion and approval of a Certificate of Occupancy Application form and final
inspections. Inspections are performed by the Building Division.
All the above items must be completed and approved by Planning and Zoning, Building and
Public Works before a Certificate of Occupancy is issued. Final Inspection by the Building
Division does not constitute authorization of a Certificate of Occupancy nor permission for
occupancy. Occupancy of the structure is not permitted until the Certificate of Occupancy
is issued. (Uniform Building Code, Section 109)
The Ciry is not responsible for any real estate closings or other agreements concerning the
property which may be affected by failure to complete the above items and obtain a Certificate of
Occupancy.
I have read, understand and agree to the foregoing terms and conditions. I have received a copy
of the application for Certificate of Occupancy.
Name (please print)
I
o~ w~Eq~ COMMUNITY DEVEIOPMENT DEPARTMENT Building Permit Number:
' b BUILDING iNSPECTION IINE -(303•234-5933) Date:
CITY OF WNEAT RIDGE ^
7500 WEST 29TH AVENUE ~
WHEAT RIDGE, CO 80033 •(303-235-2855)
i~y,,~~L. c/fc~•~~-~ T's'~s APPLICATION
I ~ Property Owner: .~'J171 r116''z1'
Properiy Address: ~-;t y/5 lr~-~ S r 3~- wR' S- i a YS/ Phone :
Contractor License No. /L.?,° o w 2 5 r 3.f-
Company: ficcv 03op.z,q T/.._cs G,C,G-: Phone:3c
pWNER/LONTAACTOR SIGIUNRE OF UNDERSTAHD111G ANO AGREEYEHT
I nereby certily ihat the set6adi distances proposed by Nis permil applicabon ae aavrate, and do not vioiaappticable ordinances, riles a reguWUau ol the Ciry of Wheat Ridge or wvenan5, easements w restrictions ~
rewrE: that a8 measurements sliown, and allegaUOns made are aav2le: that i have read and agree ro abide t
all mndNau printed on this applitation and that I assume tup responsib7i,y for mmpl"ance with the Wheat Ri05
Build»g Code (U.B.C) antl aA oCier applicable WAeat Ridge ONirwices. lor work under Ua penniL
(OWNERxCONTR4CTOR):SIGNEDG/?G-C/LL?a-r'a OATE~
JpW Ncf)(CONTPAC70R).
DESCRIPTtON:
Z-CT ~ /✓13,ee/L' S~' ~1-,bvcr+ ~
COM4ENT5:
ApProval: ~ ~
Zoning:
G COMAIEMTS:
ApProval:
+4150 -00 Eli;`
-1- G- F
S~//7'`lil/ t S Z rJ y!i 1 oc.oo Gr+nk
Construction Value:
S 95'o,oo a
Permit Fee:
$ b3colo.q5
P1an ReviewFee:
S 4~3g.S2
UseT3X:
s lp,zee.eo
I Tota] Fee: S 26,'1o5A-+ I
SIC:
Sq.Ft.:
~
~C .
WBIIG wOPoCS COYIENTS:
Approval:
W?.l$.
.7-. V±.
. .~..CS
RB$idOn(Inl
ElecUical Litense No: iSg. ~ Plumbing License Na `'cal License No:
Company: vZCLyA Company: ~n.~,5 Cauy~,-~~ Comparry: ~Q0.w.s c~~
Eupiration Date: Expiration Date: ExpiraGon Date:
Approval: Approval: Approval:
ry> mu o«mx.a, kw.e w,ccwamce,.ltn m. powroA. ,w+mn M yow+vWK+bm Ma u.oe7.a m m. w, a m. swe a cw«wo ma w me zonxny aeguaoons
wA auaftn coaa a wn.r way., colm,eo «,ay anu wpkabk «ts,na, w m. crI.
(2) TAb WM sAi *spYe Y(/) qe worM autlvwtrad N ml comnencW MNin sMy t60) daya iram ewe date a(B) the bWldi'p aNAalnd ia wsyuiAW a abandonM iw a
y.ba a +n a.r
(j) V UIo VelIIIR 4WIH, i Pm VK" mY Dt KQYYM IM a fM OI MMiM No iROU11I1qlTJJ IvWkvd. WOvidW M fJ1Y1Dp ANe MN p M7 D! IIW! M M< MgfpY
pWS and spetlM1C+OOn+ aM ury tusDMtbn a aWMonarM h» not uuedW om (1) yw. IF dunpu Arn bn v q suspnaian w abandonmnt ucMda ow
rr. luP iw aha7 M paW for a nw prrNL .
(Q Mo ~arM d aer mamsr sAaE M done tlul W durp tln na➢ual Aow ot wrtr ousNC a dNnsye Wobfun
(s) cono-acw .n.n nomr m. eWWby a•wu« i-«ar-ftor (2+) nww a,a.mu fa e a.p.abns ma sha recwe wm.e wvrovr on m,y.a»n cwa n.io,.
powKdmy M► soccaWs Mua d IM job.
16) 7M bsuanct d a pwni a ihe appwal of draKrpf and WocficaGOnt Ma! nol De wrubuM Io b a parnN Iw. mr an apporal d, any vidaDOn W the prmeionf d
iM DuY01q wda a any aOr adn»w.lar. rWe a rpula6on.
Chief Building Inspector
COMMUNITY DEVEIOPMENT DEPARTMENT Building Permit Number:
~ b BUIIDING INSPECTION LINE -(303-234•5933) Daie:
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80033 •(303•235•2855)
c/f( c.,- 7 - /t, 71,1115 APPLICATION
~~fbD/r rss -V' !e 6 -1-.e. ~ Xf'4J/- ii~, i r f,.>,. ✓
Property Uvner: ~ y<'•~y i[' c•>
PropertyAddress: . r) y/S C.~-tSr 3,f YSI Phone:
Gu~Sr ,EContractorLicenseNo./Le~~O ,~2 <v c 3
, i 5 c r.a s~
Company: ~i cc.i P✓3v~.~.9 T/ E S C ,c_., Phone:
OWNEPKA,lIRALTOR SIGNANRE OF UNOERSTANDING ANO AGREEYENT
I ne.ecy certiy mat me semaai distanccs proposed by mis perma aypricatun are aca,rele. and oo not viWaapplicabfe wdinances. riles or regulaUms d Ne Ciry ol Wneat RCge a covenan~, easemencs a resvictions recad: thai al measuremenfs shown, and altegatims ma0e are acamle: ihal I have read and agree ro abide t
all con0'itions prviled m Mis a*Kation and that I assume IuR r¢sponsibi(r!y br mmpiiance wilh the `AT:at Ritlc
BuiVd"ng Code (U.B.C) and atl olher appfcabfe Wneat Ridge Ord"nxuzs, iw work under Nic pemiil
(OWNERHCANTFJ.LTOR) .51GNE0G/2-&?G?+1 ~ _L~LL OFTE-7
(OWNeRNCONTPACTOR):PRWTED OATE 1 Total Fee:
DESCRIPTiON:
Gcr S~ ~✓~-e el~ 574•h-Gvw ~ 5~~1~ev<szo~
Construction Value: S oo e)
Permit Fee: $
Plan Review Fee: S
Use Tax: s
s
USE ONLY
SIC:
Sq.Fi.:
cowExrs:
Approval:
Zoning:
ulEJfiS:
AppfOV31: ( I,~j~:~~e FFA y 9 G~
.
scohatE,RS
,
rpproval:
No:
Company: Gompany: Company:
Expiration Date: Expiration Date: Expiration Date:
AppTOVaL• Approvat: Approval:
(i) 7LM Dwu* wat NsuW Y sccordwu nld IM Dro+isoms sR taU b 70101' appECaEOn and b suE1W ta Me 6n ol lAe StriO b Cobrado and W Me Zatlnq Rqulstlms
.naasha" coa.. a wn.r way., uw,eo m „r aner wvk.w. «an,nc., a me cy.
RI Thb OKN " "pYe Y(A) 1M rork autleertra7 b ual cmnwncW MUN Ntly (w) dsya 6om iaw* EMe a IB) IM bWl6'p aMv6ed'n wfprWN naErndonW br a
ovioe a 1r aay+
(3) tim.v." aor.+.,..,.a.oiwrn..ow*.ara.Iraou►►,rmemwM.orm.yI.a+.a.vv.w.em w.ywe...e...«,.ae.m.e.Mm.,iyxa
slws and yKMC+EOes+ a.d +q +ysvM"i+ v abrdoimsa na nat ucweeni am 1717W. I cxrqn Asn Mr a Ymspwaion « abr.eenmwd n<..a one (1)
Tw. hi /wr aAal b VaW fora nm pv.nil .
NowoAd+MAwr" MdowlAMr9deviplMna0r+l0owdarafer ws{nyaMNa" poDlvn (5) ContrxTer Ni eMY/ Ue 6AAn9 tmVKac, broh4our RO Dews I. adrru ior a7 Mpwfbn6 wM 3hY rwM, waMLe apVm'al on inspblft crd Wm
popWsynM wsrdw pAra d1M jot
(6) 7b b~ d s WwAt > W appwal d draAnpa anA apocYrtatlons Aal na W combuM to W a DrTnt fa. mr an aVProval d. any rbtatien M tl.i pm'wiona ol
IM LuffiM wda n ary dM adnww.lan. Nk a npW Won
Chief Buiidiog lnspedor
DEPARTMENT OF PUBLIC WORKS
REVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATION
Date:
s - 3- y
Applicant:
Phone #
2G /
Location of Construction: !ZN/S 6c7ESi 38'~"`` f
+v .vuE
Purpose of Construction: S~ti~ F,y-,ti~ c, yP-4s1 DE
U~ Building Permit Value:
Single Family x Commercial
Multi-Family
DEVELOPMENT REVIEW FEES
Development Review Processing Fee:
$100.00
$ /d0- 00
(for document processing)
Single Family Residence Review Fee:
$50.00
$
(for review of applicable technical documents)
CommerciaUMulti-Family Review Fee:
•(for review of existing technical documents)
$100.00
$
•(for review of technical documents for construction in
Right-of-Way, Final Drainage Report, and Erosion Control Plan)
$500.00
$
CDOT Access Permit Fee:
$100.00
$
(for document application and processing)
Tiaffic Impact Study Review Fee:
$100.00
$
(for document review and processing)
TOTAL REVIEW FEES (due at time of building permit issuance): $ 150 _ o0
PLEASE NOTE TIIAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND
PERMITTING FEES REQiJIltED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY.
Signature ofApplicant Date 5-- 3- 4 C,-~
Rev06/0]
oF
DEPARTMENT OF PUBLIC WORKS
BUILDING PERMIT APPLICATION REVIEW ~3
Date: 513 0A0 e-I OoL p g p~0
Location: /2111S GJ. 4v~zrvE
Attention: Building Depariment
I have reviewed the at[ached materials submitted in application for approval of a
a[ the above referenced address. Please note the summary comments below.
1. ✓ Boundary Closure: _ OK _ Not OK; refer to stipulations.
2. ✓ Drainage: . .
a. Drainage plan and report needed _
b. Drainage plan not needed
c. Lot drainage/grading to be reviewed by Building Division _
d. Site drainagdgading provisions have been reviewed and are: _
. OK Not OK; refer to slipulations.
3. ✓ NPDFS Permit Required: _ Yes ✓ No
4. ✓ Public Improvements
a.
street paving needed:
Yes
No
b.
curb and gutter needed:
Yes
✓ No
c.
sidewalk needed:
Yes
✓ No
d.
sveet lighu needed:
Yes
~ No
C.
storm sewer needed:
Yes
~C No
f.
letter of credit required:
_ Yes
~ No
If a letter of credit is required, for what improvements?
Amount of letter of credit: hJl1t
5.
✓
Subdivision Agreement required:
iYes
~ No
6.
✓
Development Covenant required:
_ Yes
✓ No
If Yes, for
7.
✓
Traffic impact analysis and repori required:
Yes
✓ No
8.
✓
State Highway Access Pemtit needed:
Yes
✓ No
9..
✓
New roadway or alley R.O.W. dedica6on recommended:
_ Yes
No
If yes, what is recommended?
10.
✓
All existing dedicated roadways/alleys meet the standards of the City:
✓yes
_ No
If no, which do not and wha[ is reqoested:
11. ✓ APPROVAL: The Public Works Department has reviewed this request and hereby giva its approval,
subject [o the above azd/or attached stipulauons.
Sigwture David F. Brossman, P.L.S. Date
12. "14 NO APPROVAL: The Public Works Department has reviewed this request and does not give its approval
for the reasons stated:
Signarare David F. Brossman, P.L.S. Date
13. ✓ Supulations attached: _ Yes ✓ No
14. ✓ Summary Comroents: Anv damaee to the existiny Public Improvements az a result of this construction is to
be repa"ved to meet Citv standards bv the Permit Apolicant orior to the issuance of the Certificate of
Occupancv. A Drainaee Certification Letter is reqwred vrior to the issuance of the Certificate of Occupancy.
DEPARTMENT OF PUBLIC WORKS
(303) 235-2861
7500 WEST 297H AVENUE WHEAT RIDGE, CO 80033 FAX (303) 235-2857
LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION
DATED d~3oloy
Dear Contractor:
ADDRESS lZNlS ra.
In conjunction with the approval of the building pemut application for the above referenced address, this
letter is to inform you that all existing public improvements ]ocated along the frontage of said address
shall be restored, (if damaged from related construction) to an acceptable condition, as deternuned by
City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy.
Prior to any construction commencing, the City's representative will conduct an onsite inspection to
detemvne the existing condition(s) of the public improvements at this address.
If you have any questions, please contact me at 303-235-2864.
Sincerely,
David F. Brossman, P.L.S.
Development Review Engineer
Gc: File
Rev M03
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APPLICATION FOR GRADING / FILL PERMIT
APPLICANTS
APPLICANT'S ADDRESS: / d
7- '1`
i2f15 w• 3S~'`T,4vE-uvE
ADDRESS OF FILL:
DATE OF APPLICATION: S- 3- cg
All permits shall be applied for through the Public Works Department. An approved pemut is effective for a
period of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees
established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances.
Note: Alt pub&c improvements, when constructed, shall be maintained (by the respecrive individual(s) and/or
company responsible for the consbuction of tiwt public and/or private improvement in the respective
development) on a daily basis, or as needed, such thal they are free of mud and other construction debris
tracking from the site. Failure to comply with this requirement will result in the enforcement of ArYicle III,
Specified Nuisances, Section I5-16 (4) of the City of Wheat Ridge Code of Laws.
MINOR EXCAVATION AND FILL PERMITS
1. 1-50 Cubic Yards: No permit is required for dumping or excavation of earth materials, which do not exceed
50 cubic yazds, provided, however, that any fill deposited is on natural terrain of ]ess than three (3) horizontal
to one (i) vertical slope, or such fill is less than three (3) #eet in depth and is not intended to support permanent
structures, and in addition, such fill or excavation dces not obstruct or otherwise adversely affect any
drainageways. Should any of the above standards be exceeded, or a drainage way be affected, a permit shall be
required under the guidelines for No. 2.
2. 51'-500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yazds may be
allowed with a perrrrit approved by the City Engineer. All applications aze to be submitted on the appropriate
completed application form and shall be accompanied by the appropriate fee and sketch plan indicating the
following information before the permit will be issued.
A. Location and dimensions of all property boundaries and structures on the site.
B. Location and extent of areas to be filled and/or excavated.
C. I,ocation of existing and proposed drainageways, irrigation ditches, etc., and indication of how and where
historic run-off will be maintained on and through the site.
D. Cross-section area to be filled and/or excavated indicating original slope, new slope and depth of fill.
E. Statement that indicates the proposed use or purpose for said fil1 or excavation.
F. Relative elevation of adjacent properties.
G. Erosion control plan showing placement of control devices such as hay bales, etc.
3. 501-20,000 Cubic Yards: Operations in which earth materia] filt or excavation exceeds 500 wbic yuds, but
dces not excesd 20,000 wbic yards, may be allowed by a permit issued by the City Engineer afrer review of
an application and supporting information. The following information shali be submitted with the required
application form:
A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale of no less than
1 inch to twenty feet (1:20) which illustrates the following:
B. Location and dimensions of altproperty boundaries and structures on the site:
C. Lceation and extent of azeas to be filled and/or excavated.
D. Location of existing waterways and drainage courses indicating any changes. (for a site containing an
es[ablished irrigation ditch, a letter of approval from the appropriate ditch company shall be required).
E. I.ocation of existing and proposed points of ingress.
F. I.ocation and extent of existing vegetation, proposed changes in such vegetation and methods of
rehabilitation on site vegetation after earthwork operaaons are complete.
G. Erosion control plan.
H. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours with contour
intervals of 2 feet and spot elevations.
1. At least two cross sections (east to west and north to south) through the site showing depth of fil] and/or
excavation.
J. A drainage report may be required if site runoff characteristics aze changed.
K. Relative elevations of adjacent properties and structures.
L. Statement of purpose of intended fill and/or excavation.
4. Performance Standards: The following provisions shall apply to al] Minor Excavation and Fill Permits:
A. Rehabilitation: VJithin thirty (30) days afrer cessation of filling and/or excavation, rehabilitation for the
site shall have been completed in accordance with the approved plans. Rehabilitation shall consist of
leveling, grading, landscaping or any combination thereof to minimize potential erosion and be acceptable
to the City Engineer.
B. Debris: Debris and/or contaminants shall not be used except with the approval of the City Engineer.
"For the purpose of this Section, the term debris shall have the same meaning as the terms "gazbage, trash
or junk" as defined in ihe Wheat Ridge Code of Laws, Section 15-4."
In no case shall debris or contaminates identified or classified as hazardous waste by local, state or federal
agencies be used as fill in any fill areas within the City of Wheat Ridge.
C. Fxcavation and/or fill azeas shall be graded to facilitate weed control until final grades aze set and site
rehabilitation and use occur (must be leveled with side slopes not to exceed 3 to 1).
5. Permit Fees*
50 cubic yards or less
51 to 100 cubic yards
lOlto 1000 cubic yards
for the first 100 cy
plus for each additional 100 cy or
fraction thereof
1001 to 10,000 cubic yazds for the
fust 1000 cubic yazds
plus, for each additional 1000 cy
or fraction thereof
10,000 cubic yazds or over
plus, for each additional 10,000 cy
or fraction thereof
*Wheat Ridge Code of Laws Section 5-76.
$23s0
sG'
$37.00
$37.00
$17.50
$194.50
$14.50
$325.00
$66.00
TOTAL S
~
All pernvts shal] be applied for prior to fill deposition or excavation operations begin. Any permit applied for
after cutting or filling operations on site aze in progress shall be subject w a double fee and other penalties as
prescribed by Wheai Ridge Code of Laws, Section 26-1004. Any fill requested under this pernut within the100
yeaz flood zone MITST COMPLY W1TA WHEAT RIDGE CODE OF LAWS, SECTION 26-801, FLOOD
PLAIN ZONING ORDINANCE.
I HEREBY ACKNOWLEDGE THAT THIS APPLICATION IS CORRECT AND UNDERSTAND THAT I
CANNOT START THIS PROJECT UNTIL TffiS APPLICATION IS APPROVED. I SAAI.L COMPLY WITH
THE LAWS OF THE STATE OF COLORADO AND WITH TBE ZONING REGULATIOIVS AND BUILDING
CODE OF THE CTI'Y OF WFIEAT RIDGE. ANY VIOLATION OF THE ABOVE TERMS WII.L CAUSE
IMIVIEDIATE REVOCATION OF THIS PERNIIT AND CONIAONCEMEPIT OF ENFORCEMENT
PROCEEDIIVGS BY THE CITY OF WHEAT RIDGE. THIS APPROVED PERNIIT WILL BE KEPT IN MY
POSSESSION OR PERMANENTLY ON THE JOB SITE.
APPLICANT:
CITY OF WHEAT RIDGE:
4/yr~7 ~ri
ApplicanYs Signatwe Ciry Engineer
Owner's Signature (if different than above)
Approval Date
K:TORMS LEITERS\GndinB & Fdl Pcmri1.97UHC.d« . Rev. 4/04
dty of Wheat F
Department of
Apri15,2004
DEPARTMENT OF PUBLIC WORKS
7500 WEST 29T" AVENUE WHEAT RIDGE, CO 80033
Mr. Richazd M. Romberg, P.E.
Lane Engineering Service, Inc
9500 W.14°iAvenue
Lakewood rn an? 15-4716
Re: Building Permit
(303) 235-2861
FAX (303) 235-2857
?J~ P~
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for the Ficco Single-Family Residence.
I have completed the first review of the Site Plan and the Grading & Erosion Control Plan for the Ficco
Single-Family Residence received on Mazch 30, 2004, and have the following comments:
1. Public Works is concemed with the grading as shown on the Grading & Erosion Control Plan. In
particulaz, the proposed concentration of the developed site runoff on the northeasterly area of
the lot as it relates to the geometry of the existing embaulanent. Therefore, a separate signed and
sealed Drainage Plan (or Plans, if necessary) is to be submitted for review and approval prior to
the issuance of either the Building Permit or the Grading/Landfill Permit. The Drainage Plan(s)
need to indicate all basins, sub-basins, Q's, and design points, for both historic and developed
runoff values. Also include on the Drainage Plan any potential off-site flows from the ditch along
the southerly property boundary.
2. Due to the size of the proposed structure and amount of impervious surface to be added to the
site, a signed and sealed letter from you clearly stating the following shall also be required prior
to approval of the above-menrioned Pemuts:
a. Idenrify, compaze, and discuss historic and proposed runoff values utilizing the Urban
Drainage and Flood Control District (LTDFCD) Criteria Manuals.
b. Confirm that the quantity of developed runoff anticipated by the proposed structure and
associated impervious surfaces is such that adjacent properties will not be adversely
impacted, and whether or not on-site detention will be necessary.
c: Discuss the bank stabilization methods to be utilized during the construction & site
grading. (Include these methods and any details necessary for construction on the
Grading & Erosion Control Plan).
d. Discuss any long-term solutions to prevent erosion of the existing bank foilowing the
completion of the construction (referencing UDFCD guidelines where applicable). As
indicated on the G& EC Plan, that portion of the bank will be disturbed and may
potentially receive additional runoff due to the increase of impervious surface. Long-
term erosion control methods, including any details necessary for construction, need to
also be shown on the Drainage Plan.
3. Indicate on the developed Drainage Plan the proposed roof drain locations.
4. Include cross-section A-A as shown on the redlined Grading and Erosion Control Plan.
5. Show the existing ditch along the southerly property boundary, and any proposed
changes/improvements.
The Public Works Department requires 2 signed and stamped copies of the Drainage Plan(s),
Grading and Erosion Control Plan, and Drainage Letter. Please provide these with the next
submittal.
If you have any questions, please contact me at 303-235-2864.
Sincerely,
/~~-<->-o-~--~o--
David F. Brossman, P.L.S.
Development Review Engineer
cc: Steve Nguyen, Division Manager
Meredith Reckert, Senior Planner
File
12415 W 38W (TOny Ficco SFR) - revi•
7500 West 29th Avenue The City of
Wheat Ridge, Colorado 80033 Wheat
Telephone 303/235-2846 Ridge
February 20, 2004
OFFICIAL ADDRESS NOTIFICATION
NOTIFICATION is hereby given that the following address has been assigned to the property/properties as
indicated below:
PROPERTY OWNER(S): Anthonv Ficco 12425 W 38' Ave., Wheat Ridee, CO 80033
OLD ADDRESS: 12451 W 38' Ave Wheat Ridee CO 80033
NEW ADDRESS: 124] 5 W 38' Ave Wheat Ridge CO 80033
SUBDIVISION: Green Shadows Subdivision LOT(s) 4 BLOCK
PARCEL NO.: 39-203-02-003
NOTES:
~
AUTHORIZED BY: DATE: 2- -Z-0dV
DISTRIBUTION:
1. Property Owner
2. Jefferson County Assessor, ATTN: Data Control, ] 00 Jefferson County Parkway, Golden, 80419
3. Jefferson County Mapping, ATIN: Addressing, 100 Jefferson County Parkway, Golden, 80419
4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, 8003
5. Xcel Energy, ATTN: Correspondence, P.O. Box 840, Denver, 80201
6. Qwest Communications, Attn: Shirley Campbell, 12121 Grant Street, Room 601, Thomton, CO 80241
7. Comcast, Attn; Jon Alvino, 6793 W. Canyon Ave., #13C, Littleton, CO 80128
8. Water District: Consolidated Mutual
9. Sanitation District: Westridee
10. Fire District: Wheat Ridee
11. Wheat Ridge Planning Division
12. Wheat Ridge Building Division
13. Wheat Ridge Police Department
14. Log File
15. Other. _
NOTE: Please notify all other parties concerned.
ADDRESS MAP UPDATED BY:
DATE:
"The Carnation City"
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SUBSURFACE INVESTIGATION
AND FOUNDATION RECOMMENDATIONS
PROPOSED RESIDENCE
12451 WEST 38T" AVENUE
WHEAT RIDGE, COLORADO
Project No. 1-3197-01
November 13, 2003
Prepared for
Mr. Tony Ficco
c/o Ficco Brothers, Inc.
5604 KENDALL COURT
ARVADA,COLORADO 80002
Phone (303) 431-2335
FaX (303) 431-2594
Kenneth R. Broseghini, P.E.
Project Engineer
M
C
TABLE OF CONTENTS
SCOPE
1
PROPOSED CONSTRUCTION AND SITE CONDITIONS
1
FIELD INVESTIGATION
1
LABORATORY INVESTIGATION
2
SUBSURFACE CONDITIONS
2
FOUNDATIONS
3
SITE CONCRETE
4
BELOW GRADE CONSTRUCTION
4
Lateral Earth Pressures
4
Ventilation
5
' Drain System
5
' INTERIOR FLOOR SUPPORT
g
, GARAGE, DRIVEWAY AND EXTERIOR FLATWORK
7
BACKFILL & SURFACE DRAINAGE
g
LAWN IRRIGATION
g
' GEOTECHNICAL RISK
10
DESIGN CONSULTATION & CONSTRUCTION OBSERVATIONS
10
VICINITY MAP AND TEST HOLE LOCATION PLAN
Figure 1
'I LOGS OF TEST HOLES
2
, LEGEND AND NOTES
3
SWELL-CONSOLIDATION TESTS
4
DRAIN SYSTEM DETAIL
5-7
' LANDSCAPING DETAIL
g
EXPANSION POTENTIAL AND INTERIOR
FLOOR RISK ASSESSMENT
Appendix
SCOPE
S
M
C
This report presents the results of a subsurface investigation conducted for a
proposed residence planned at 12451 West 38`h Avenue in Wheat Ridge, Colorado.
The investigation was performed to determine the recommended types and depths of
, foundations, allowable soil bearing pressures, floor support considerations and other
geotechnically related construction details as influenced by the soil and ground water
conditions. The conclusions and recommendations presented are based on the data
, gathered during the site investigation, the results of the laboratory testing and our
experience with similar projects.
PROPOSED CONSTRUCTION AND SITE CONDITIONS
The project will consist of constructing a one or two story single-family
residence with an attached 2 or 3-car garage. A walkout basement is planned.
Construction wili consist of a reinforced concrete foundation system supporting a
wood-frame superstructure covered by brick veneer, stucco, and/or wood siding.
The site is located just north of an existing 2-story brick residence at the subject
site (Figure 1). The ground surface at the proposed residence location is relatively flat,
covered with grass and surrounded by shrubs and large trees. A small silo and
, detached garage structure is located adjacent to the existing residence to the west,
and a large barn structure is located farther to the west. Some small piles of wood
and field equipment are located to the north. The ground surface to the north of the
I lot slopes downward towards the north where gravel pits and Clear Creek are located.
FIELD INVESTIGATION
Two test holes were drilled at the approximate locations shown on Figure 1.
' The test holes were drilled to depths of 20 and 25 feet using a 4-inch diameter
' continuous flight auger advanced by a truck-mounted drill rig. The types of soils and
bedrock encountered during drilling were logged by a representative of this firm.
Samples of the soils and bedrock were obtained at various intervals using a modified
1
I S
M
C
California barrel sampler driven by a 140-pound hammer dropped a vertical distance
of 30 inches. A record of the number of blows per number of inches that each sample
was driven at each interval is shown on Figure 2. The samples were sealed and
labeled in the field and brought back to our laboratory. Ground water measurements
were made in the test holes at the time of drilling and when we returned to the site
16 days later.
LABORATORY INVESTIGATION
The samples collected during drilling were brought back to our laboratory. Each
sample was visuaily classified by a geotechnical engineer. Selected samples were
assigned laboratory testing. This information along with the engineer's experience
were used to interpret and provide the final test hole logs, and the Legend and Notes.
The results of the testing are presented on Figures 2 and 4.
SUBSURFACE CONDITIONS
The soils encountered in our test holes generaily consisted of 12 feet of sand
underlain by clay; bedrock was not encountered in the test holes the maximum depths
' drilled of 20 and 25 feet. The sand contained some gravel, and was generally
medium to coarse grained, slightly silty, slightly moist, and medium dense to dense
based on field penetration resistance test results. Two samples of the sand near the
anticipated foundation depths exhibited slight consolidation (-0.1 and -2.1 percent)
based on field penetration resistance test results.
The clay found in the test holes below the sand was sandy, moderately to highly
plastic, medium moist to very moist, and very stiff based on field penetration
' resistance test results. We have assessed the day as possessing a low to high
' expansion potentiaL
Free ground water was not found in the test holes at the time of drilling or when
, checked 16 day later. Perched ground water conditions may develop below this site
2
M
C
and the perched water table may fluctuate with changing seasons after constructiS
on
of the proposed residence.
FOUNDATIONS
Based on the test hole information, the soils anticipated at foundation levels will
consist of a nil expansion potential sand. It is our belief that a footing foundation
system could bear directly on the sand soils to support the proposed residence. We
will require that an open excavation observation be performed by a representative of
this firm to confirm that the exposed soils are consistent with those found in the test
holes and that they are suitable of supporting the designed foofings.
Since an existing residence exists on the subject lot, it may be possible that
man-made fiil (i.e. wall backfilp may exist on this site. Any man-made fill should be
completely removed from below structure areas and replaced with well-compacted,
suitable fill material. A representative of this firm must be present to observe the
! extent and content of the man-made fill (if found). Additional recommendations will
be provided at the time of the open excavation observation, if man-made fiil is found.
' We have presented design criteria and construction recommendations for
; conventional spread footings below.
I 1. Footings should bear directly on the sand soils or well-compacted,
suitable (approved) fill materials. If clay or man-made fill is found,
removal of the clays/man-made fill will be required. Additional
, recommendations will be provided at the time of the open hole
observation.
2. If loose (disturbed) soils are present in the foundation excavation they
' should be removed and replaced with compacted fill, moisture
conditioned to within 2 percent of optimum moisture content, compacted
, to a minimum of 95 percent of modified Proctor (ASTM D 1557)
maximum dry density.
2. The footings should be designed for a maximum allowable bearing
pressure of 2,000 psf.
3
S
, M
3. The structural engineer should specify final footing dimensions based on
actual buildings loads. Strip footings should maintain a minimum width
of 16 inches. Isolated footing pads should maintain a minimum square
dimension of 18 inches.
4. Bottom of all footings should be at least 36 inches below final adjacent
grade for bearing capacity support and frost protection.
5. A representative of this firm should observe the final excavation to
confirm that the supporting soils are consistent with those found in our
test holes and suitable for footing support.
, SITE CONCRETE
Evidence of water soluble sulfates was not observed in the samples obtained
~
' from this site. Based on this information and our experience, we believe a negligible
' level of water soluble sulfates exist in the soils anticipated at foundation levels.
Therefore, it is our belief that the concrete used for this project can be designed in
accordance with the current ACI Design Manual for the negligible sulfate conditions.
BELOW GRADE CONSTRUCTION
Below grade construction consists of such items as lateral earth pressures on
below grade walis, proper ventilation within crawl space areas (if constructed), and a
perimeter drain system. We have presented design criteria and construction
recommendations for these items below for your review.
Lateral Earth Pressures
Below grade walls need to be designed and constructed to resist the anticipated
lateral earth pressures. Lateral earth pressures on walls depend on such factors as the
type of wall, hydrostatic pressure behind the waii, soil sweliing pressures, type and
slope of backfill material, degree of backfill compaction, allowable wall movements,
and surcharge loading. The hydrostatic pressures may be reduced by placing a drain
system around the perimeter of the foundation walis.
Foundation walls should be designed for a lateral equivalent fluid pressure of 40
pcf. The backfill should be compacted following the recommendations outlined under
4
C
the BACKFILL & SURFACE DRAINAGE section. No consideration was given to backfillM
sloping towards the foundation, surcharge loading, or hydrostatic pressures, when
providing the lateral equivalent fluid pressure value.
Ventilation
Crawl space areas (if constructed) shouid be well ventilated to help reduce
humidity within the crawl space areas. Vents and/or ventilation systems consisting
of fresh air intake vents and fans should be considered. Humidistats should also be
installed to help monitor the humidity within the crawl space areas. A qualified
ventilation designer and installer should be consulted when planning for these items.
To help reduce the humidity within crawl space areas, the subgrade soils in all crawl
space areas should be covered with polyethylene barriers. These barriers should be
attached to the foundation walls and properly sealed at the seams (overlaps).
Drain Svstem
Free ground water was not found in the test holes during drilling or wher
checked 16 days later. However, perched ground water conditions may develop, and
surface water from weather or irrigation may flow through relatively loose backfill and
collect at the bottom of the original foundation excavation. A perimeter drain system
should be installed at the walkout (basement) level and along the rear frost wall to help
control water accumulation. The drain system should be graded to a sump permitting
pump discharge and/or to a suitable gravity discharge. A pump would not be required
until actual water accumulation occurs, and the amount of water could not be bailed
from the sump. Either an interior or exterior drain system could be constructed.
Typical drain system details are presented on Figures 5 through 7.
INTERIOR FLOOR SUPPORT
The details of interior floor construction depend upon the expansion potential
of the site as judged from the laboratory testing, the subsurface profile, other details
of construction and our experience in working with similar geotechnical conditions.
Once the expansion potential has been assessed, an evaluation of the risk of floor slab
5
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movement is made based upon the type of basement construction and an M
understanding of what is generally accepted as a reasonable amount of movement.
A reasonable amount of slab movement for full or partial basements, generally used
for storage, is slab heave of up to 3 inches with cracking of up to 1/4 inch in width
and/or differential. For walkout basements or other spaces which are more likely to
be finished, the amount of movement which is considered reasonable is less. The
potential types of floor support are based upon this evaluation of the expansion
potential and the level of risk that is anticipated below the floor elevation. Further
discussion of expansion potential and interior floor risk assessment is presented in the
Appendix to this report.
The sand found in the test holes at the anticipated basement level are
considered to possess a very low expansion potential. The sand anticipated is
considered favorable for supporting concrete slabs-on-grade in full basement type
structures. Therefore, we have assessed this site as possessing a very low risk that
a slab-on-grade floor will not perform within a reasonable amount of movement for the
type of construction planned. Although the sand may provide a very low expansion
potential for slab support, it must be understood that if wetted, some minor
movements of a slab-on-grade floor and slight cracking may still occur.
The only positive method of preventing movement of concrete slabs is to
construct a structural floor system. Structural floor systems are fairly expensive and
may not be warranted on these types of soils; however, if you do not wish to accept
the risk of floor movement or any concrete cracking that a slab-on-grade floor may
exhibit on this site, a structural floor system should be constructed.
If you decide to construct a basement floor using slab-on-grade construction
techniques and the potential risk associated with slab-on-grade construction is
acceptable, then it is recommended that the procedures outlined below be followed
during construction of interior floor slabs. Our experience with similar conditions has
shown that these details heip to reduce wetting of soils supporting interior slabs and
may help to reduce damage when movement of the slab occurs.
6
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1. The slab should be placed directly on the sand soils or well-compacted
suitable (approved) fill materials.
2. Separate the slab from all bearing members and utility lines to aliow its
independent movement; i.e., construct a floating slab. Provide positive
controi joints at the junction of the slab with foundation walls.
3. Joints should be scored in the slab at maximum 200 square foot areas.
in addition, joints should be scored around the perimeter of the slab, two
feet away from the foundation walls.
4. Construct a minimum 2-inch void space above, or below, partitions on
the slab. In finished areas, all furring strips, drywali and paneling should
stop 2 inches from the top of the slab. The 2-inch void space can be
covered with a molding strip.
5. If a hot water heater is installed, the piping should not be placed beneath
the concrete slab. If a forced air furnace is used, a 2-inch collapsible
connection should be provided between the furnace and the heat ducts.
6. Backfill in all water and sewer line trenches should be carefully com-
pacted.
7. Keep the soils that will support the slab moist during construction by
occasional sprinkling and especially a day or so prior to pouring the slab.
GARAGE, DRIVEWAY AND EXTERIOR FLATWORK
Garage floors, driveways and exterior flatwork are normally constructed as
slabs-on-grade. It is generally not economically feasible to construct structurally
supported floors for these items. Since the driveway slabs and exterior flatwork may
be placed directly on foundation wall backfill, movement and damage to these items
should be expected. Where backfill is placed below garage and driveway slabs, the
fill should be placed in thin loose lifts, moisture treated to within 2 percent of optimum
i moisture content for granular soils or between optimum to 3 percent above optimum
moisture content for cohesive soils, and compacted to a minimum of 95 percent of
standard Proctor (ASTM D 698) maximum dry density.
7
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Exterior slabs may be placed adjacent to foundation walls. Wall backfill placadjacent to these walis may settle over time (See EXTERIOR BACKFILL AND SURFACE
DRAINAGE section below). To reduce the potentiai of exterior slabs settling adjacent
to the foundation walls, haunches connected to the foundation walls could support
these slabs. The haunches should not be structurally connected to the slabs.
Backfilling both sides of the garage walls (where possible) at the same time
should be done to help reduce the potential for damaging foundation walls during the
backfilling process. Additionally, the basement walls should be properly braced during
all backfili operations.
' BACKFILL & SURFACE DRAINAGE
It is anticipated that most wall backfill within landscaped areas may settle
' (consolidate) with time and when saturated with free water. Several precautions and
construction guidelines should be taken during and after construction to help reduce
' the amount of settlement of the backfill soils. These precautions and guidelines are
discussed below and must be understood by the builder and the homeowner.
The amount of moisture infiitration into the backfill soils occurring from surface
drainage should be reduced as much as practicable. This can generally be
accomplished by placing a relatively impervious backfill around the foundation walls,
' and providing a sloping grade away from the foundation.
The backfill material should be free of debris and should be thoroughly
moistened and compacted to reduce settlement. Compaction of the backfill should
, indude the soils used to fill construction ramps into the excavation and utility trenches
approaching the residence. The top and bottom two feet of the backfill adjacent to
' the foundation should be well compacted, but the middle portion of the backfill should
be moderately compacted. As mentioned earlier, the backfill placed directly below
garage and driveway slabs shouid be compacted to high levels to reduce the risk of
potential settlement. Foundation walls should be properly braced during backfill
operations.
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Surface grades should have a positive slope away from all foundation walls. AS
s
a guideline, all unpaved, ground surface areas adjacent to the residences should be
constructed so that 12 inches of fall occurs within the first 10 feet away from all
foundation walls. The final design grades are provided by the project civil engineer to
efficiently remove surface water from the site, and to conform to local practice,
city/county restrictions, and building codes. Grades established adjacent to foundation
walls may flatten over time due to settlement and expansion of the soils. Efforts must
be taken to protect and maintain the constructed slopes. The homeowner must
maintain positive slopes adjacent to the residence for the life of the structure. Surface
drainage must not be impeded by landscaping, fences, grass stops or any other
obstacle. Downspouts and sill cocks should discharge into splash blocks or
downspout extensions that extend past the backfill zone when the ground is not
protected by flatwork.
LAWN IRRIGATION
The builder and the homeowner should understand that sprinkler systems should
not be installed next to foundation wails. If sprinkler systems are installed, the
sprinkler heads should be placed so the spray from the heads, under full pressure, does
not fall within 5 feet of the foundation walls. Zone boxes and drains should be
constructed at least 10 feet away from the foundation. It is strongly recommended
that the owner install automatic shut off valves as integral parts of the sprinkler
systems to help prevent leakage. Lawn irrigation should be controlled as much as
possible.
Particular care should be taken during final landscaping of the site. If the owner
desires to plant next to foundation walls or exterior slabs, it should be understood that
there is a risk of future damage if wetting of the foundation soils occurs.
As an alternative to planting next to foundations and exterior slabs, we
recommend installing decorative landscaped materials such as gravel and/or bark. If
decorative areas are installed, the gravel or bark should be placed directly on the soiis
9
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or on a non-woven, geotextile fabric; the use of polyethylene or similar type of plastic
is not recommended. Using geotextile fabric will allow natural evaporation to occur
and wiil still inhibit weed growth. The edges of decorative areas should be con-
structed to allow surface drainage to be quickly discharged away from foundation
walls or exterior slabs. This could be accomplished by constructing the edges of
decorative areas above the adjacent lawn or ground surface; and not impeding
drainage with grass stops. All grass stops could also be perforated or constructed
such that discharge is allowed out of the decorative areas. Refer to Figure 8 for a
suggested decorative installation detail.
GEOTECHNICAL RISK
The concept of risk as it applies to structure construction is the single most
significant aspect of any geotechnical evaluation. The primary reason for this is that
the methods used by geotechnical engineers to develop recommendations for
construction is not an exact science. The methods used are typically empirical and;
therefore, engineering judgement and experience must aiso be applied. The solutions
presented in any geotechnical evaluation therefore cannot be considered risk free, and
are therefore not a guarantee that the interaction between the soils and the proposed
structure will act as desired or intended.
The engineering recommendations presented in the preceding sections are our
best estimates of the measures that are necessary to help the proposed structure
perform in a satisfactory manner. These recommendations are based on the informa-
tion generated during this investigation and our experience in working with these types
of conditions. The builder and owner must understand this concept of risk, as it is
they who must decide what is an acceptable level of risk for the type of structure to
be constructed on the site.
DESIGN CONSULTATION & CONSTRUCTION OBSERVATIONS
This report has been prepared for the exclusive use of Mr. Tony Ficco, c/o Ficco
Brothers Construction for the purpose of providing foundation design recommendations
10
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for the proposed project. The data gathered and the conclusions and recommendS
a-
, tions presented are based upon the consideration of many factors including, but not
' limited to, the type of development proposed, the configuration of surrounding
, structures, the materials encountered, and our understanding of the level of risk
acceptable to the client. Therefore, the conclusions and recommendations contained
in this report shall not be considered valid for use by others unless accompanied by
' written authorization from Soils and Materials Consultants, Ina (SMC).
SMC has endeavored to perform geotechnical services for this project in
accordance with the outlined scope of services and the generally accepted
geotechnical engineering practices in the area at this time. No other warranty,
expressed or implied, is made. In the event that any changes in the nature or design
of the project are planned, the conclusions and recommendations contained in this
report shall not be considered valid unless the changes are reviewed and conclusions
of this report modified or verified in writing. Because of the constantly changing state
of the practice in geotechnical engineering, and the potential of site changes after our
site exploration, this report should not be relied upon after a period of three years,
without our firm being given the opportunity to review and, if necessary, revise our
findings.
It is recommended that we be provided the opportunity for a general review of
the final design and specifications to evaluate whether the earthwork and foundation
' recommendations have been properly interpreted and implemented in the design and
' specifications.
The owners must be informed of those items covered under the headings
' Interior Floor Support, Backfill and Surface Drainage and Lawn Irrigation and the
information in the Appendix. The owners should also be especially aware of the
necessity of maintaining good surface drainage on the site and the importance of
keeping water from the foundation backfill soils.
In any geotechnical investigation it is necessary to assume that the subsurface
conditions do not vary from those encountered in the test holes. Our experience has
' shown that these variations exist and that they become apparent in the foundation
11
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. . . 5
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; excavations. It is therefore recommended that we be called to observe the foundation
j excavations prior to construction, to test the placement of any fill on the site and to
I observe the various phases of foundation construction.
Please contact us when further consultation or construction observation services
I
are necessary. The costs of these further services are not included in the fee for this
report.
KRB/krb
Copies: 4
12
uvi i r mfflr
Nvllerstrantl
Elem Sehool
~
SCAI F
TEST HOLE 1
~
EXISTING FiESIDENCE
12451 WEST 98TH AVE
TO 38TH AYE.
S Soiis and
M Materials
G' Consultants, Inc.
NOTE:
This sketch and the
locations of ttie test holes
are approximate and were
determined by a represent-
tative of this firm. This
sketch should not be relied
upon tor construction
purposes.
2
O
Temporary Benchmark is
Top of Foundation
(Assumed elevation =100'
APPROX. SCALE: 7'=20'
VICINITY MAP AND Project No.1-3197-01
TEST HOLE LOCATION PLAN Figure No. 1
TEST HOLE 1
,-1oo
95
90
85
SO
75
25/12
CONS= 0.1
MC=5.1
_ DD=116
32/12
54/10
32/12
50/10
2
12
/12
CONS=-2.1
MC=6.3
DD=110
/9,9/3
12
75
w
w
u-
i
O
a
w
J
W
SYMBOLS:
CONS - Indicates amount of consolidation when wetted under a surcharge load of 1,000 psf
MC - Indicates naturel moisture content
DD - Indicates naturel dry density (pcf)
rs Soils and
v Materials
Consultants, Inc.
Refer to Figure 3 tor Legend and Notes
I Project No.1-3197-01
LOGS OF TEST HOLES
Figure No. 2
LEGEND:
9 TOPSOIL - SOD
~ CLAY, very sandy to SAND, clayey, fine to medium grained, some gravelly, very stiff,
slightly moist, brown (CL,SC).
~ SAND, medium to coarse grained, poorly graded, slightly silty, some gravelly, medium
dense to dense, slightly moist, brown (SP-SM).
12 CLAY, medium plasticity, sandy (medium grained), very stiff, medium moist, brown
(CL, CH1.
El CLAY, high plasticity, sandy (fine grained), very stiff, moist to very moist, brown (CH).
NOTES:
1. The test holes were drilled on October 20, 2003, using a. 4 inch diameter, continuous
flight, solid stem auger.
2. (25/12) Indicates location of penetration test as performed in this area. (25/12) means
that 25 blows with a 140 Pound hammer, falling 30 inches, were required to drive a two
inch inside diameter sampler 12 inches.
3. The stratification lines represent the approximate boundary between soil types; the
transition may be gradual.
4. The locations of the test holes shown on Figure 1 are approximate and were determined
y pacing from known building corners. The elevations of the test holes are approximate
and were determined using a hand level. The locations and elevations of the test holes should be considered accurate only to the degree implied by the methods used.
5. No free water was found in the test holes at the time of drilling or when checked 16 days
later.
, s Soils and
' M Materials
' G' Consultants, Inc.
LEGEND. AND NOTES Project No.1-3197-01
Figure No. 3
I I I. . No change under constant I I I. I
~ pressure, due to wetting
d
3
N
c
0
a
0
0
m
c
0
U
1
2
3
Water added
to sample
100 500 1,000 Load - PSF 10,000
Sample of Sand, slightly silty from Test Hole 1 at depth 2 feet.
Natural Moisture Content 5.1 % Natural Dry Density 116 pcf
100,000
Consolidated under constant
pressure, due to wetting
d
3
N 2
~
c
0
a 0
0
N
C
O
U 2
Water added
to sample
4
6
100
SA Soils and
; M Materials
G+ Consultants, Inc.
500 1.000 Load - PSF 10.000 100,000
Sample of Sand, slightly silty from Test Hole 2 at depth 9 teet.
Natural
Moisture Content 6.3% Natural Dry Density 110 pct.
F SWELL - CONSOLIDATION Project No.1-3197-01
TESTS
Figure No. 4
FOUNDATION WALL
- \ BACKFILL
PER
' REPORT~
SLOPE PER OSHA
\
FOOTING
JOINT
SLAB
/ . o., o..
, PROTECTIVE BARRIER
FOR EXTERIOR VOID FACE ~
The drain excavation must not encroach ~ TOP WIDTH
, APPROX.12"
1:1 line from bottom edge of footing.
Note: Sump should not be placed within 5 feet
of footing corner or within 2 feet of
footing edge.
~~{A Soils and
IYl Materials
e Consulfants, lnc.
1. At the high point, drain trench should be
at least 4 inches below bottom of footing.
2. Slope drain trench at least 1% to gravity
outfa(I and/or to sump.
3. 3 or 4 inch diameter perforated drain pipe
(ASTM D2729) PVC rigid or flexible.
4. 3/4" clean drain gravel to top of footing
elevation.
5. Cover with non-woven geotextile (Mirafi 140
NSL or approved equivalent) or 1 5# building
felt paper,
NOT TO SCALE
DRAIN SYSTEM DETAIL
Figure 5
si-i zizsioz
FOUNDATION WALL
CBRCKF[LL
PER
REPORT)
SLOPE PER OSHA
\ I 1FOOTING
PROTECTIVE BARRIER FOR
EXTERIOR VOID FACE
The drain excavation must
not encroach 1;1 Iine firom
bottom edge of footing.
Note: Sump should not be placed within 5 feet
of footing corner or within 2 feet of
footing edge.
sSoiis and
Materials
Consul
fanfs, Inc.
~ VCJ)
TOP WIDTH
APPROX.12"
1. At the high point, drain trench should be
at least 4 inches below bottom of footing.
2. Slope drain trench at least 1% to gravity
outfall and/or to sump.
3. 3 or 4 inch diameter perforated drain pipe
(ASTM D2729) PVC rigid or flexible.
4. 3/4 inch clean drain gravei.
5. Polyethylene barrier to be sealed
against foundation wali with a mastic
compound. Joints also to be sealed.
DRAIN SYSTEM DETAIL NOT TO SCALE
Figure No. 6
si-canwL 3122102
FLOOR JOIST
C CRAWL SPACE
Y
BARRIER
~
1 ~
FLOOR JOIST
~ -BACKFILL
PER
REPORT ~
SLOPE PER OSHA
~ COVER
FOUNDATION WALL
Floor system to be determined by
owner based on risk assessment.
SLAB
FOOTING
BARFIER' ITOP WIDTH ~
APPROX. 12"
Note: 1. Sump should not be within 5 feet of
footing corner or within 2 feet of
footing edge.
2. If crawl space is constructed, the
ground surtace in the crawl space
must be covered with a vapor barrier.
The barrier should be a polyethylene
barrier that is sealed against the interior
foundation wall with a mastic compound.
Joints shouid also be sealed.
n Soils and
~y~ Materials
C Consultants, Inc.
The drain excavation must not encroach
1:1 line from bottom edge of footing.
1': At high point, drain trench should be at
least 4 inches below bottom of footing.
2. Slope drain trench at least 1% to gravity
outfall and/or to sump.
3. Attach minimum.10 mil. polyethylene barrier
to foundation wall. Extend barrier to bottom
edge of foundation excavation.
4. 3 or 4 inch diameter perforated drain pipe
(ASTM D2729) PVC rigid.
5. 3/4 inch clean drain gravel to 6 inches (min.)
above pipe. Where the pipe is more than
6 inches below bottom of void, gravel shall
extend to at least 1 inch above bottom of
footing.
6. Cover with non-woven geotextile (Mirafi 140
NSL or approved equivalent) or 15# building
felt paper.
NOT TO SCALE
DRAIN SYSTEM DETAIL
Figure No. 7
SO-COM.USH 3118/2002
Wood or metal edging above top
or sod with weep holes in
' bottom to allow water flow out
onto lawn.
\
Sod
IIIIIIIIIIIIIIIIIIIIIIII Illllinlll~llnllllllrllil~lllllllllifl~"'~
' Non woven geotextile fabria Sloped /
away from foundation, under edging
and above sod eievation.
Maintain designed slope away from
foundation. Minimum fafl of 12" in the
, first 10 feet away from the foundation
is recommended.
Brick or
Siding
Frams
Wall
Foundation Wali
' VCJ) JSoils and
Materials
Gonsuftants, Inc.
NOT TO SCALE
LANDSCAPING DETAIL
Figure No. 8
5' Minimum
Rock or bark area with
downspout extended
beyond edging.
M-8 Geetex 7198
S
I . APPENDIX . M
EXPANSION POTENTIAL AND
INTERIOR FLOOR RISK ASSESSMENT V
i The decision as to the type of floor to place in residences constructed in expansive soil and
i bedrock environments is one of the most complicated and subjective tasks in current home building
i , and geotechnical engineering practice. Tfie reason for this is that there are a number of factors
which must be addressed, understood, and evaluated in making this decision. Among these factors
are the following:
1. The material types that comprise the foundation supporting subgrade (i.e. clay,
i sand, sandstone, claystone, etc.) and their variability in the surrounding area
2. The soil protile, soil density and moisture oontent, and soil plasticity
3. The swell characteristics for the material directly beneath the foundation and at
least 3 to 5 feet beneath the foundation
4. The depth to ground water and anticipated depth fluctuation
5. Whether the lot is situated in a cut or fill area
6. The surface topography and general site drainage, both pre- and post development.
7. The presence and location of surface water features
8. The type of space to be constructed (e.g., unfinished full depth basement, finished
full walkout, etc.)
9. Previous experience with floor construction in the immediate area
10. The amount of irrigation that will be introduced within a completed development.
In order to help characterize the risk of floor movement on expansive sites, the concept of
' expansion potential has been developed. Expansion potential is a subjective assessment of aIl of
the factors which could contribute to the potential for soil to heave a floor under normal service
conditions. Expansion potential is differentiated from "swell potential" or "percent swell" in that
these terms refer to specific laboratory testing of an expansive material. Expansion potential is the
engineers assessment of all of these factors using experience and engineering judgment. Expansion
potential in terms of possible slab on grade damage can be described as tollows:
Expansion Potential
Possible Slab on Grade Damage
Low
Light cracking, small differential movements, small heaves
Heavy cracking, differential movements, heave closing framing
Moderate
voids, some movement of utility lines
Large slab and differential cracks and movement, framing voids
High to Very High
closed, utility Iines under heavy pressure
Again, these categories are not uniform and are developed by experience. Additionally, the
categories do not necessarily correlate to the extent of damages that may occur. Every engineering
firm which has long experience in the Denver area has observed significant cracking on soils
characterized with a low expansion potential and no movement on materials characterized with a
high expansion potential. Currently, there is no type of testing or correlation of factors that will
detinitively define the amount of movement that any soil will experience.
Since the swell consolidation test is extensively used in the Denver area, we have
correlated percent swell to expansion potential. As a general guideline, soils that swell 0 to 2%
are considered low; 2% to 4% are considered moderate; 4% to 6% are considered high; and over
6% swells are considered very high. These swell percentages are based upon loading a sample to
a pressure of 1,000 pounds per square foot, wetting the sample, and measuring its swell.
The percent swell is tempered using all ot the other factors noted above on specific and
adjacent lots in order to determine the expansion potential for a specific site. The variation in
subsurface profile comes into effect if a high expansion potential soil or bedrock was encountered
A- 1 Appendix. i
in a test hole at a depth below the slab bearing zone in once location and the same material was
found at the ground surface in an adjacent test hole. The presence of ground water probably
indicates that a low swelling soil beneath the ground water level should not be included in the
average of the same material that was high swelling in areas of the site that were dry. If the site
is significantly excavated, it may possess a higher or lower expansion potential as it is now subject
to the natural wetting and drying cycles. The presence of a new pond or the removal of an old
pond would change the soil moisture conditions and indicate a higher or lower expansion potential
for a site.
Obviously, some ot these factors may conflict and any laboratory data must be tempered
by judgment and experience. Any single factor on a lot may indicate a higher or lower expansion
potential; however, all of the factors must be considered toqether in determining the expansion
potential for any specific lot. -
It must also be noted that perhaps the largest factor and the largest variable involved in
judging expansion potential at any site is the post construction landscaping and irrigation practices
on the site and across the general area. Expansive soils do not expand until their moisture content
rises. The construction of a structure will cause soil moisture contents to rise due to the cut off
of natural evaporation. This will cause some movement and heaving. However, experience has
shown that irrigation of landscaping adds far more moisture to the soil than the cut off of
evaporation. Landscaping and irrigation practices must be tempered by the expansion potential of
the site.
Experience both within this firm and in discussion with other firms in the Denver area
indicates that the following floor types are generally appropriate tor each level of expansion
potential and risk assessment.
Expansion Potential
Risk Assessment
Floor Type
Non Expansive
Low
Low
Concrete Slab on Grade
Low to Moderate
Moderate
Moderate to High
High
Structural Floor
High to Very High
Very High
S
M
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These alternatives must be fully understood by each homebuyer. The homebuyer must
understand the subjective nature of the evaluation of expansion potential and the construction
methods under consideration. The homebuver must understand that there is a risk ot heavina
and/or crackinq with the construction of anv concrete slab on arade on anv soil tvpe. They must
also understand that these evaluations are subjective in nature, based upon the experience and
opinion of the design engineer and, therefore, are not a guarantee that the interaction between the
soils and structure will occur as designed or intended. If the homebuver wishes to reduce the risk
of floor movement, a structural floor must be constructed. The homebuyer must also understand
that the use of a structural floor is not without other risks [e.g., elevated humidity (moisture) in the
crawl space, possible presence of free water in the crawl space, etc. which may be associated with
improperly maintained drainage and/or site grading alterations by the homebuyer or his agents; the
growth of moisture related molds and mildews, etc.]. All of the above should be understood and
evaluated by the homebuyer(s) in making their choice of floor for their residence.
A-2 Appendix.l
DRAINAGE REPORT
SINGLE-FAMILY RESIDENCE
12425 West 38"'Avenue
Wheat Ridge, Cobrado
Amended:
April 28, 2004
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APPRO'JED FOR:
NAIE~~ .i"t~,alNA G E ❑ SIDEWALK
Cl i,,llTT°uR ❑ STREE7
❑ s,~ EOLiS ❑ PLAT
Prepared By
LANE ENGINEERING SERVICE, INC.
9500 West 14t" Avenue
Lakewood, Colorado 80215
' 303-233-4042
..o~.a..366
GVIL ENC!NEER DATE
SUBJEGT 70 FIELD 1NSPECTIONS
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DRAINAGE REPORT
12425 WEST 32ND AVE.
WHEAT RIDGE, COLORADO
GEMEIZAL LOCATION AND DESCRIPTlOM OF SITE
The site, 12425 West 38th Avenue, is located on the North side of West 38th
Avenue at 1/Vard Road. The overall site is owned by a single entity and is
recorded as Green Shadows Minor Subdivision, being portions of the South 1/2
of Section 20 and North 1/2 of Section 29, Township 3 South, Range 69 West,
within Wheat Ridge, Colorado. A site location map appears on the following
page.
A single-family residence with appurtenant outbuildings and extensive
landscaping presently exists on the site. Much of the site is vacant with a cover
of native vegetation.
The general slope of the site is to the East, with a steep drop-off to the Clear
Creek Flood Plain at the very north end of the site.
PROPOSEDIMPROVEMENTS
A new single-family residence wili be built upon a presently vacant lot of the
subject subdivision.
OFFSITE RUNOFF
Stormwater runoff generated on the shopping center South of West 38th Avenue
is intercepted by a storm drain in West 38th Avenue and conveyed to the Clear
Creek Channel along the Youngfield Street alignment. Runoff generated west of
the site is intercepted by an open ditch adjacent to the west boundary of the site,
and is routed to Clear Creek.
No significant runoff enters the site from offsite basins.
PROCEDURES
Rainfall and runoff are calculated by the Rational Method and procedures
currently recommended by the DRCOG Drainage Criteria Manual. A City of
Wheat Ridge modified rainfall intensity chart is also used.
CONCLUSIONS
Construction of the proposed additional residence and related driveways will
cause no significant increase in peak runoff rates.
Runoff coilected from the newly improved portion of the site will be discharged
over a timber weir in order to minimize any potential for down-slope erosion.
SUMMARY
TOTAL PEAK RATE OF RUNOFF
Q5 Q100
(cfs) (cfs)
DEVELOPED 5.2 24.0
HISTORIC 4.6 23.7
INCREASE 0.6 0.3
Peak rate of Q100 non-erosive discharge over timber weir
0.10 foot depth at 1.3 foot per second, Froude number 0.7
2
~
HYDROLOGIC AND HYDRAULIC COMPUTATIONS
HISTORIC BASIN INPUT
LANE ENGINEERING SERVICE, INC.
JOB TITLE
SUBJECT
PREPARED BY
FICCO RESIDENCE @ 12425 W. 38TH AVE.
DRAINAGE CALCULATIONS
JOB NO
F48-35
RJA
DATE
04114104
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this report
IMPERVIOUSNESS TABLE RO-3
BASIN DESCRIPTION
i1P! DESCRIPTION
H1
STUDY
POINT 1.00
'AL AREA
0.40 A
SOIL TYPE A
SOIL TYPE C OR D
C
%
AREA
ID COVER
AREA
IMP
X IMP
ARE,4 GRnVEL
0.02
40
0.80
AREA OF LAWN CLAYEY SOIL
0.36
O
O.OO SEE TABLE RO-3
AREA OF PAVEMENT
0.02
100
2.00
0.00
TOTALAREA
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.081 + 0.09 5YR.
IG, =-.14i + 0.17 10YR.
Kn =-25, + 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco= K~+ (0.858i - 0786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.18i + 0.21
KcD =-.39i + 0.46
I = 0.07 COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR COEF 0.04
10YR COEF 0.11 SOIL TYPE A
IIOOYR. COEF 0.26
10YR COEF 0.29 SOIL TYPE C OR D
OOYR. COEF 0.52
SLOPE
HISTORIC BASIN INPUT
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUBlBASINS AND DETERMINATION OF RUNOFF COEFFICIENTS n
Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this r=port
IMPERVIOUSNESS TABLE RO-3 BASIN DESCRIPTION
tIN DESCRIPTION H2 STUDY POINT
'AL AREA
SOIL TYPE A
SOIL TYPE C OR D C
/o
nREA
ID COVER AREA
IMP
X IMP
AREA GRAVEL
0.13
40
5.20
AREA LAWN CLAYEY SOILS
2.83
0.00
AREA PAVEMENT
0.18
*
18.00
AREA OF ROOF
0.14
90
12.60
TOTALAREA 3
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.081 + 0.09 5YR.
Kn =-.14i + 0.17 10YR.
Kn =-.25i + 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco = Kca + (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.18i + 021
Kco =-.39i + 0.46
ACRES
TABLE RO-3
COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
SYR COEF 0.07
10YR COEF 0.14 SOIL TYPE A
IIOOYR. COEF 0.28
10YR COEF 0.31 SOIL TYPE C OR D
IOOYR. COEF 0.53
SLOPE
i
HISTORIC BASIN INPUT
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS n
Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this report
IMPERVIOUSNESS TABLE R03 BASIN DESCRIPTION
iIN DESCRIPTION H3 STUDY POINT
'AL AREA
SOIL TYPE A
SOIL TYPE C OR D C % AREA
ID COVER AREA IMP X IMP
GRASS WITH CLAYEY SOIL 0.80 O 0.00
TABLE RO-3
TOTALAREA l
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.081 + 0.09 SYR.
Kn =-.14i + 0.17 10YR.
Kn =-25i + 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco = KCa+ (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.18i + 021
Kco =-.39i + 0.46
= 0.00 COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR COEF -0.03
10YR COEF 0.05 SOIL TYPE A
IIOOYR. COEF 0.20
10YR COEF 025 SOIL TYPE C OR D
OOYR. COEF 0.50
SLOPE
HISTORIC BASIN INPUT
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this report
PERVIOUSNESS TABtE R03 BASIN DESCRIPTION
# & DESCRIPTION H4 STUDY POINT
_AREA
SOIL TYPE A
SOIL TYPE C OR D C /o nRea,
COVER AREA IMP X IMP
0.05
TABLE RO-3
~ AREA ROOF~ 0.04 90 ~ 3.6U f
GRASS CLAYEY SOIL 1.20 1 O ~ 0.00 ~
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
W, =-.08i + 0.09 5YR.
Ka =-.14i + 0.17 10YR.
Kn =-.25i + 0.32 100YR.
L TYPE C OR D
COMPOSITEIMPERVIOUSNESS
AS A DECIMAL
SYR COEF 0.05
10YR COEF Q.13 SOIL TYPE A
100YR. COEF 0.27
3 2
= Kw + (0.858i - 0.786i +0.774i +.04)
=-.10i + 0.11
SYR COEF
=-.18i + 0.21
I
10YR COEF
=-.39i + 0.46
IOOYR. COEF
TYPE C OR D
SLOPE
HISTORIC BASIN INPUT
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this report
IMPERVIOUSNESS TABLE R03 BASIN DESCRIPTION
iIN DESCRIPTION H5 STUDY POINT
'AL AREA
SOIL TYPE A
SOIL TYPE C OR D C °i AREA
ID COVER AREA IMP X IMP
AREA ROOF 0.04 yU U
AREA PAVEMENT 0.02 100 2.00 SEE TABLE RO-3
0.00
TOTALAREA
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.08i + 0.09 5YR.
Kn =-.14i + 0.17 10YR.
Kn =-.25i + 0.32 100YR.
SOIL TYPE C OR D
= 0.35 COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR COEF 0.22
10YR COEF 0.28 SOIL TYPE A
100YR. COEF 0.39
3 2
Cco = K~a + (0.858i - 0.786i +0.774i +.04)
Kco =-.101 + 0.11 SYR COEF P~Z Kco =-.18
i + 0.21 10YR COEF SOIL TYPE C OR D
Kco .39i + 0.46 COEF SLOPE
HISTORIC BASIN INPUT
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
. •
Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this report
USE IMPERVIOUSNESS TABLE R03 BASIN DESCRIPTION
BASIN DESCRIPTION H6 STUDY POINT
TOTAL AREA
SOIL TYPE A
SOIL TYPE C OR D C % AREA
LAND COVER AREA IMP X IMP
0.00
0.00
0.00
TOTALAREA l
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.08i + 0.09 5YR.
Kn =-.14i + 0.17 10YR.
IKn =-25i + 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco = Kw + (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.18i + 021
Kco =-.39i + 0.46
0.47 ACRES
SEE TABLE RO-3
COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR COEF -0.01SOIL 10YR COEF 0.05 TYPE A
100YR. COEF 0.20
10YR COEF 0.25 SOII TYPE C OR D
OOYR. COEF 0.50
SLOPE
HISTORIC BASIN INPUT
HISTORIC RUNOFF CONDITIONS
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the HISTORIC DRAINAGE MAP located in a pocket at the back of this report
USE IMPERVIOUSNESS TABLE R03 BASIN DESCRIPTION
BASIN DESCRIPTION H7 STUDY POIPIT
TOTAL AREA
SOIL TYPE A
SOIL TYPE C OR D C /a AREA
LAND COVER AREA IMP X IMP
GRASS CLAYEY SOIL 0.06 0 0.00
TABLE RO-3
TOTALAREA
IIL TYPE A
3 2
N(,q + (1:3i - 1.44i +1.135i -.12)
=-.08i + 0.09 5YR.
=-.14i + 0.17 10YR.
=-25i + 0.32 100YR.
= 0.00 COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
SYR COEF -0.03
10YR COEF 0.05 SOIL TYPE A
100YR. COEF 0.20
SOIL TYPE C OR D
3 2
Cco= Kca+ (0.858i - 0786i +0.774i +.04)
Kco =-.10i + 0.11 5YR COEF
Kco =-.18i + 0.21 10YR COEF
Kco =-.39i + 0.46 IIOOYR. COEF
TYPE C OR D
% SLOPE
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HISTORIC PEAK FLOW
LANE ENGiNEERING SERVICE, INC.
JOB TITLE FICCO RESIDENCE @ 12425 W. 38TH AVE.
SUBJECT DRAINAGE CALCULATIONS JOB NO
PREPARED BY RJA DATE DETERMINE RAINFALL INTENSITIES
SEE FIGURE 5-1 MODIFIED BY CITY OF WHEATRIDGE
BASIN #
Tc
s
to
100
5
to
7ao
H1
12
3.70
4.40
7.00
0.19
029
0.52
H2
13
3.40
4.10
6.70
022
0.31
0.53
H3
12
3.70
4.40
7.00
0.15
025
0.50
H4
12
3.70
4.40
7.00
020
0.30
0.53
H5
11.
3.80
4.50
7.10
0.33
0.40
0.57
H6
11
3.80
4.50
7.10
0.15
025
0.50
H7
10
3.90
4.60
7.30
0.15
0.25
0.50
DETERMINE THE PEAK RATES OF HISTORIC RUN OFF
Use the RATIONAL METHOD, Qv = C' I'A
Qp = Peak rete of discharge (cfs)
C = Runoff Coeficient
I = Rainfall intensity
A = Area of Suhbasin
Tc = 12 AREA = 0.4
Q 5= CS' 15' A=
Q 10= C 10' l10' A=
QlOO=Ciao'I1oo*A= Tc = 13 AREA = 3.28
Q s= Cs* Is• A= '
Q lo= Cio* Ho•A =
Qloo=Ciow lioo•A =
HISTORIC PEAK FLOW
Tc = 12 AREA = 0.80
Q 5= CS' 15 A=
Q io= Cio• ho*A =
Q ioo = Cioo* Iloo• A=
Tc = 12 AREA = 1.37
Q 5= C 5' 15' A=
Qio= Cio-ho*A =
Q too=Cioor hoo•A =
Tc = 11 AREA = 0.16
Q s= Cs• Is A=
Q 70= Cia' ho*A =
Qi oo=Cl oo•Iiao* A =
Tc = 11 - AREA = 0.47
Q 5= C 5' 15' A=
Q lo= Cio* lia* A=
Q too=Ciw• Iioo, A =
Tc = 10 AREA = 0.06
Q 5= C5' 15' A=
Q 70= C10' l10'A =
Q ioo = Cma• Hoo' A=
DEVELOPED BASIN INPUT -
LANE ENGINEERING SERVICE, INC.
JOB TITLE
SUBJECT
PREPARED BY
FICCO RESIDENCE @ 12425 W. 38TH AVE.
DEVELOPED RUNOFF STUDY
JOB NO
F48-35
RJA
DATE
04114104
DEVELOPED RUNOFF
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the DEVELOPED DRAINAGE MAP located in a pocket at the back of this report
IMPERVIOUSNESS TABLE RO-3 BASIN DESCRIPTION
iIN DESCRIPTION H1
STUDY POINT
"AL AREA
SOIL TYPE A
SOIL TYPE C OR D C
% AREA
ID COVER AREA
IIVIP X IMP
AREA OF GRa.VEL
0.02
40
0.80
AREA OF LAWN CLAYEY SOIL
036
O
0.00
0.00
'TOTAL AREA U.9
ISOIL TYPE A .
3 2
I,CA = KA + (1.3i - 1.44i +1.135i -.12)
IKn =-.081+ 0.09 5YR:
Kn =-.14i + 0.17 10YR.
jIG, =-25,+ 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco= K.a+ (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.18i + 021
Kco =-.39i + 0.46
ISEE TABLE R03
I
ICOMPOSITEIMPERVIOUSNESS
AS A DECIMAL
SYR COEF 0.04
10YR COEF 0.11 SOIL TYPE A
100YR. COEF 0.26 CORD
SYR COEF F 0.19
10YR COEF 029 SOIL TYPE C OR D
OOYR. COEF 0.52
SLOPE
~
IIF FLOW LENGTH IS OVER 400 FEET WHAT IS THE OVERAGE I_ o.UaI 15wrt I
DEVELOPED BASIN INPUT
DEVELOPED RUNOFF
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the DEVELOPED DRAINAGE MAP located in a pocket at the back of this report
IMPERVIOUSNESS TABLE RO-3
BASIN DESCRIPTION
iIN DESCRIPTION
H2 STUDY POINT
"AL AREA
SOIL TYPE A
SOIL TYPE C OR D
C
%
AREA
ID COVER
AREA
IMP
X IMP
AREA GRAVEL
0.13
40
5.20
AREA LAWN CLAYEY SOIL
2.53
O
0.00
ARFa PAVEMENT
0.18
100
18.00
TOTALAREA
NL TYPE A
3 2
KA + (1.3i - 1.44i +1. 135i -.12)
=-.OSi + 0.09 5YR.
=-.14i + 0.17 10YR.
=-.25i + 0.32 100YR.
TABLE RO-3
COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR
COEF
0.07
10YR
1
COEF
0.14
SOIL TYPE A
100YR.
COEF
0.28
'.SOIL TYPE C OR D
3 2
Cco = KW + (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11 5YR COEF 0.22
Kco =-.18i + 021 ' 10YR COEF 0.31 SOIL TYPE C OR D
Kco =-.39i + 0.46 100YR. COEF 0.53
SLOPE
DEVELOPED BASIN INPUT
DEVELOPED RUNOFF
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the DEVELOPED DRAINAGE MAP located in a pocket at the back of this report
USE IMPERVIOUSNE55 TA6LE R03 BASIN DESCRIPTION
BASIN DESCRIPTIQN H5 STUDY POINT 5
TOTALAREA 0.16 ACRES
SOIL TYPE A
SOIL?YPE C OR D CB % AREA
LAND COVER AREA IMP X IMP
i AREa, LnWN CvaYEY SOILI 0.10 I 0 I 0.00 I
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.08i + 0.09 SYR.
IKn =-.14i + 0.17 10YR.
'Kn =-.25i + 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco= Koa+ (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.1 Si + 0.21
Kco =-.391 + 0.46
TABLE RO-3
A
I= ~ 0•35 ~COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR COEF 0.22
10YR COEF 0.28 SOIL TYPE A
100YR. COEF 0.39
10YR COEF
TYPE C OR D
35.00 FT.
10.00 % SLOPE
' DEVELOPED BASIN INPUT
I
DEVELOPED RUNOFF
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
, Refer to the DEVELOPED DRAINAGE MAP located in a pocket at the back of this repoR
USE IMPERVIOUSNESS TABLE RO-3
BASIN DESCRIPTION
BASIN DESCRIPTION
D1 STUDY POINT
TOTAL AREA
SOIL TYPE A
SOIL TYPE C OR D
C
%
AREA
LAND COVER
AREA
IMP
X IMP
AREa, ROOF
0.22
90
19.80
AREa, PAVEMENT
0.10
100
10.00
AREA LAWN CLAYEY SOIL
F
1.13
0
0.00
I
1
7
o.oo
TOTAL AREA 1.1
SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.081 + 0.09 5YR.
Kn =-.14i + 0.17 10YR.
Kn =-251 + 0.32 100YR.
SOIL TYPE C OR D
3 2
Cco= K~a+ (0.858i - 0.786i +0.774i +.04)
Kco =-.10i + 0.11
Kco =-.18i + 0.21 .
Kco =-.39i + 0.46
TABLE RO-3
ICOMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR
~ COEF
014
IIOYR
COEF
0.20
SOIL TYPE A
100YR.
COEF
0.33
10YR COEF 0.35 SOIL TYPE C OR D
OOYR. COEF 0.55
SLOPE
DEVELOPED BASIN INPUT
DEVELOPED RUNOFF
DEFINITION OF SUBIBASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the DEVELOPED DRAINAGE MAP located in a pocket at the back of this report
u5E IMPERVIOUSNESS TABLE R03 BASIN DESCRIPTION
BASIN DESCRIPTION I D2
ISTUDY POINI
TOTAL AREA
SOIL TYPE A
SOIL TYPE C OR D C
%
AREA
LAND COVER AREA
IMP
X IMP
AREA OP ROOP
0.07
90
6.30
.
AREAORPAVEMENT
0.08
100
8.00
'
AREA OF GRASS CLAYEY SOIL
1.05
0
0.00
. TOTALAREA 1.2
. SOIL TYPE A
3 2
CA = KA + (1.3i - 1.44i +1.135i -.12)
Kn =-.081 + 0.09 5YR.
Ka =-.14i + 0.17 10YR.
- Kn =-25 + 0.32 100YR. '
SOIL TYPE C OR D
3 2
. Cco= Kw+ (0.858i - 0.786i +0774i +.04)
. Kco =-.10i + 0.11
Kco =-.181 + 0.21
Kco =-.39i + 0.46
120
SEE TABLE RO-3
_1 0.00 1
0.72 COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
5YR COEF 0.08
10YR COEF 0.15 SOIL TYPE A
700YR. COEF 0.29
10YR COEF
OOYR. COEF
TYPE C OR D
SLOPE
DEVELOPED BASIN INPUT
DEVELOPED RUNOFF
DEFINITION OF SUB/BASINS AND DETERMINATION OF RUNOFF COEFFICIENTS
Refer to the DEVELOPED DRAINAGE MAP located in a pocket at the back of this report
USEIMPERVIOUSNESSTABLER03 BASIN DESCRIPTION
BASIN DESCRIPTION D3 STUDY POINT
TOTAL AREA
SOIL TYPE A
SOIL TYPE C OR D C % AREA
LAND COVER AREA IMP X IMP
TABLE RO-3
TOTAL AREA 0.1
qL TYPE A
3 2
KA + (1.3i - 1.44i +1.135i -.12)
=-.081 + 0.09 5YR.
=-.141+ 0.17 10YR.
=-.25i + 0.32 100YR.
iIL TYPE C OR D
3 2
Kw+ (0.858i - 0.786i +0.774i +.04)
~=-.10i+0.11
~=-.18i+021
~ =-.39i + 0.46
= 0.00 COMPOSITE IMPERVIOUSNESS
AS A DECIMAL
SYR COEF -0.03
10YR COEF 0.05 SOIL TYPE A
100YR. COEF 0.20
10YR COEF 0.25 SOIL TYPE C OR D
OOYR. COEF 0.50
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DEVELOPED PEAK FLOW
. DETERMINE PEAK R4TES OF RUN OFF
RAINFALL INTENSITIES ARE FROM 5-1 MODIFIED BY CITY OF WHEATRIDGE
DETERMINE RAINFALL INTENSITIES
BASIN #
Tc
s
to
aoo
5
70
ioo
H1
12
3.70
4.40
7.00
02
0.29
0.52
H2
13
3.40
4.10
6.70
02
0.31
0.53
HS
11
3.80
4.50
7.10
0.3
0.40
0.57
D1
13
3.40
4.10
6.70
0.3
0.35
0.55
D2
12
3.70
4.40
7.00
0.2
0.31
0.54
D3
10
3.90
4.60
7.30
0.2
' 025
0.50
DETERMINE THE PEAK RATES OF RUN OFF
Use the RATIONAL METHOD, QP = C* I•A
Where
Qp = Peak rate of discharge (cfs)
C = Runoff Coeficient
. I = Rainfall intensiTy
A = Area of Subbasin
Tc = 12 AREA = 0.40
Q5=Csl5`A=
Q io= Cm* Iio*A =
Q iao = Ci oo*h oo*A=
Tc = 13 AREA = 3.28
Q s= Cs Is•A =
Q 10= C70' 110'A =
Q 100 = C100" h00' f\ _
DEVELOPED PEAK FLOW
DETERMINE THE PEAK RATES OF RUN OFF
Use the RATIONAL METHOD, Qv = C` I*A
Where
Qp = Peak rate of discharge (cfs)
C = Runoff Coeficient
I = Rainfall intensity
A = Area of Subbasin
ERE
Tc = 11 AREA = 0.16
Q s= CY Is' A=
Qlo= Cio*lm•A =
Q loo = Cioo* hao• A=
Tc = 13 AREA = 1.45
Qs= Cs*ls•A =
Q to= Cio* ho•A =
Q too = Ciav hov A=
Tc = 12 AREA = 120.
Q 5= C5" 15' f\ _
Q 10= C70' I10"A _
Q 100 = C100" I700` fi =
Tc = 10 AREA = 0.06
Q 5 = C5' 15'A _
Q 10 = C10' l10` _
Q 700 = C100` h00' /a =
DEVELOPED PEAK FLOW
TOTAL PEAK RUNOFF RATES HISTORIC AND DEVELOPED
HISTORIC PEAK RUNOFF
REASON FOR STUDY POINT
SITE ONLY
OFFSITE ONLY
HISTORIC RUNOFF SUMMARY
SEE HISTORIC MAP FOR STUDY POINTS
s
to
100
e
Io
ioo
BASIN
STUDYPT.
AREA
TcMIN.
CFS
CFS
CFS
CFS
CFS
CFS
- H1
1
0.40
12.00
0.3
0.5
1.5
H2
2
3.28
13.00
2.4
4.1
11.7
H3
3
0.80
12.00
0.4
0.9
2.8
H4
4
1.37
12.00
1.0
1.8
5.1
H5
5
0.16
11.00
02
0.3
0.7
H6
6
0.47
11.00
0.3
0.5
1.7
H7
7
0.06
10.00
0.0
0.1
0.2
TOTALS
4.6
8.2
23.7
0.0
0.0
0.0
s
m
Cloo
SITE AND OFFSITE TOTALS
4.6
8.2
23.7
DEVELOPED PEAK RUNOFF
REASON FOR STUDY POINT
SITE ONLY
OFFSITE ONLY
HISTORIC RUNOFF SUMMARY
SEE DEVELOPED MAP FOR STUDY POINTS
5
+o
aoo
s
10
100
BASIN
STUDYPT.
AREA
TcMIN.
CFS
CFS
CFS
CFS
CFS
CFS
H1
1
0.40
12.00
0.3
0.5
1.5
H2
2
328
13.00
2.4
4.1
11.7
H5
5
0.16
11.00
02
0.3
0.7
D1
6
1.45
13.00
1.3
2.1
5.4
02
4
120
12.00
1.0
1.6
4.5
D3
7
0.06
10.00
0.0
0.1
0.2
TOTALS
52
8.7
24.0
0.0
0.0
0.0
5
to
too
SITE AND OFFSITE TOTALS
52
8.7
24.0
RUNOFF SITE PLUS OFFSITE TOTAL PEAK RATE OF DEVELOPED 05 Qio Q100
DEVELOPED 52 8.7 24.0
HISTORIC 4.6 8.2 23.7
DIFFERENCE 0.6 0.5 0.3
FICCO RESIDENCE 12425 WEST 38TH AVENUE
Worksheet for Trapezoidal Channel
Project Description
Project File
untitled.fm2
Worksheet
Q100 DISCHARGE OVER TIMBER WEIR
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.015000 ft/ft
Left Side Slope
4.000000 H: V
Right Side Slope
4.000000 H: V
Bottom Width
40.00 ft
Discharge
5.40 cfs
Results
` Depth
0.10
ft
Flow Area
4.11
ft2
Wetted PerimeYer
40.84
ft
Top Width
40.81
ft
Criticai Depth
0.08
ft
Critical Slope
0.030229 ff!ft
Velocity
1.31
ft/s
Velocity Head
0.03
ft
Specific Energy
0.13
ft
Froude Number
0.73
Flow is subcritical.
04/16/04 Lane Engineering Service, Ina FlowMas[er v5.07
, 12:00:37 PM Haestatl Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 (203) 755-'1666 Page 1 of 1
~ LANE ENGINEERING SERVICE, INC. ~
/2426 w&-sfc8 F4 Av-emvc ,
JOB TITLE siN~~c F;6~M(LU tZ~Eb~JG~
SUBJECT ?2EE-T~2T JOB NO.
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STANDARD DESIGN TABLES AND CHARTS -
Table RO-3
Percent Impervious Values
Table RO-5
Runoff Coefficients and Percent Impervious for
C & D Soil Types
Table RO-2
Conveyance Coefficients
Figure 5-1
Time - Intensity - Frequency Curves
Figure 3-2
Overland Velocity Chart
DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-3
Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Im erviousness 'i
Business:
Commercial areas
95
Nei hborhood areas
85 I
Residential: I
Sin le-famil
`
Multi-unit detached
60
Multi-unit attached
75
Half-acre lot or lar er
`
A artments
$0
Industrial:
Li ht areas
$0
Heav areas
90
Parks, cemeteries
5
Pla rounds
10
Schools
50
Railroad ard areas
15
Undevelo ed Areas:
Historic flow anal sis
2
Greenbelts, a ricultural
2
Off-site flow analysis
when land use not defined
45
Streets:
Paved
100
Gravel acked
40
Drive and walks
90
Roofs
90
Lawns, sand soil
0
Lawns, cla e soil
0
RUNOFF
06/2001 RO-9
Urban Drainage and Flood Control District .
DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-5
Runoff Coefficients, C
Percentage
Im erviousness
T e C and D NRCS H drolo ic Soil Grou s
2- r
5- r
10- r
25- r
50- r
100- r
0%
0.04
0.15
0.25
0.37
0.44
0.50
5%
0.08
0.18
0.28
0.39
0.46
0.52
10%
0.11
021
0.30
0.41
647
0.53
15°/a
0.14 ~
0.24
0.32
0.43
0.49
0.54
20%
0.17
026
0.34
0.44
0.50
0.55
25%
020
0.28
0.36
0.46
0.51
0.56
30%
022
0.30
0.38
0.47
0.52 ~
0.57
35°/a
025
G.33
0.40
0.48
0.53
0.57
40°/a
028
0.35
0.42
0.50
0.54 ~
0.58 i
' 45°a
0.31
0.37
0.44
0.51
0.55
0.59
50%
0.34
0.40
0.46
0.53
0.57
0.60
55%
737
0.43
0.48
0.55
0.58 ~
0.62
60%
0.41
0.46
0.51
0.57
0.60
0.63
65%
645
0.49
0.54
0.59
0.6 2 ~
0.65
70%
0.49
0.53
0.57
0.62
0.65
0.68 I
75%
0.54
0.58
0.62
0.66
668
-
0.71
80%
0.60
0.63
0.66
070
0.72
0.. 74 I
85%
666
0.68
071
0.75
0.77
0.79
90%
0.73
0.75
0.77
0.80
0.82
0.83
95%
0.80
0.82
0.84
0.87
0.88
0.89
100°%
0.89
0.90
0.92
0.94
0.95 !
0.96
RUNOFF
06/2001 RO-11
Urban Drainage and Flood ControlDistrict . . . . . ~ . . . ~ .
RUNOFF
DRAINAGE CRITERIA MANUAL (V. 1)
L= length of overland flow (500 ft maximum for non-urban land uses, 300 ft maximum for urban ~land uses)
S = average basin slope (ff/ft)
Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the
overland flow time may be very small because flows quickly channelize.
2.4.2 Overland Travel Time. For catchments with overland and channelized flow, the time of
concentration needs to be considered in combination with the overland travel time, t„ which is calculated
using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel
time, t„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999):
V_C,VS os
in which:
V = velocity (ft/sec)
(RO-4)
C, = conveyance coefficient (from Table RO-2)
Sw = watercourse slope (ft/ft)
~
TABLE RO-2
Conveyance Coefficient, C,
Type of Land Surface
Conveyance Coefficient, C„
Heav meadow
2.5
Tilla e/field
5
Short asture and lawns
7
Nearl bare round
10
Grassed waterwa
15
Paved areas and shallow aved swales
20
The time of concentration, t, is then the sum of the initial flow time, t;, and the travel time, t„ as per
Equation RO-2.
2.4.3 First Desian Point Time of Concentration in Urban Catchments. Using this procedure, the time
of concentration at the first design point (i.e., initial flow time, t;) in an urbanized catchment should not
i exceed the time of concentration calculated using Equation RO-5.
t` 1 0 +10 (RO-5)
Rp_g 06/2001
. Urban Drainage and Flood Control District
I ~ . .
i , . . .
DRAINAGE CAlYERIA MANUAL
7
cc
m
0 fi
S
s
W
a
W 5
z
U
Z
} 4
h
y
z
w
H
Z 3
2
. ~
RAINFALL
0
0 10 20 30 40 50
TIME IN MINUTES
FIGURE 5-1 EXAMPLE 5.2
TIME - I14TENSETY - FHEGUEWCY CURVES
T. 3 S. , R.66 W.
5-1-84
URSAN DRAINAOE A FLOOU CONTRDL DI°TRICT 80
DRAINAGE CRITERiA 11AANUAL
50
3(
F- 2 C
Z
W
U
~
w
1 C
2
W
a
O 5
cn
W
~ 3
7
O
U 2
~
W
H
Q
3
1
.2 .3 .5 1 3 3 5 10 20
VELOCITY IN FEET PER SECOND
.5
.1
RUNOFF
i
3
0
P
=
P
~u
ti~
e
i'
3
~
v
o
~
v
o
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~
W
ro
=
O
SLP
P
Q
2
~
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v Q
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ti~
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~
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J
F
a
m
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=
=
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y v
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e
yy
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0 2
y~
3
'r
ti
o
y
P
4
~y
~
P
Q
P
o
4
4
Q
aP
FIGURE 3-2. ESTiMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
t MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFAGES IN THE DENVER REGION.
REFERENCE: "Urban - Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 7975. ,
5-1-84
URBAN DRAINAGE & F100D CONTROI DISTRICT
DRAINAGE MAPS, PLANS AND CONSTRUCTtON DETAILS
32
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City of Wheat Ridge Department of PubGc
Apri120, 2004
DEPARTMENT OF PUBLIC WORKS
(303) 235-2861
7500 WEST 29T" AVENUE WHEAT RIDGE, CO 80033 FAX (303) 235-2857
Mr. Richard M. Romberg, P.E.
Lane Engineering Service, Inc
9500 W. 14`h Avenue
Lakewood, CO 80215-4716
303.233.4042
Re: Building Permit Application for the Ficco Single-Family Residence located at 12415 West 38`h
Avenue.
Deaz Mr. Romberg,
I have completed the second review of the Grading & Erosion Control Plan, and the first review of the
Drainage ReporU Pian, for the Ficco Single-Family Residence received on April 20, 2004, and have the
following comments:
1. The Drainage Report is approvable. The Drainage Plan will need to be revised in accordance
with the comments below. When the Drainage Plan is approvable, I will piace the revised Plan
into the Report and reriun the approved copy to you.
2. The proposed timber weir with small rip-rap area does not appear to be a satisfactory solution to
the embankment stabilization and erosion that could occur from the runoff to be concenirated in
the northeasterly corner of the lot. The Drainage Report shows the runoff Q for sub-basin D 1 to
be 13cfs and 5.4 (for the 5-yeaz and 100-year storm events respectively), which under most
circumstances wouid not be considered excessive. However, due to the 2:1 slope present in this
situation, the concern lies with a permanent solution to minimize any impact to the embazikinent.
The embankment will need to have grouted rip-rap placed in such a manner as to protect the
entire azea that is to receive runoff from the weir, and shall extend either to the bottom of the
slope or to the property line, whichever is reached first.
3. The weir is to be constructed of a permanent material e.g., stone or masonry, and must have
grouted rip-rap constructed to fully enclose the ends of the weir (a splash pan) to prevent any
runoff from eroding around the sides and ultimately bypassing the weir itself.
4. The Grading and Erosion Conirol Plan shail include all the temporary BMP's necessary for the
stabilization of the embankment area affected by the construction of the rip-rap (or any other
construction activity). The BMP's are to include, but not lunited ta
a. Native seeding: include the type of seed, application rate, method of planting (e.g., drill
seeding, hydroseeding, etc.)
b. Covering to protect the seeding: e.g., mulching, blankets, mats, etc. and method of
placement (include any applicable details).
c. Silt fencing or straw bales placed at proper locations.
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Inspection Services Division
Building Plan Review Comments
AdcL-ess: 12451 W 381" Drive
0,1nler: Ficco Contructor: Ficco
I'rqjcet: New SFD Occupuncy: R3/U1 Valuation: $850,000
Dute: March 1, 2004
Syo~
ENCGOSeD Pfde a soils report for the proposed site.
vide boiler and water heater BTU ratings on plan.
Provide flue and combustion air duct sizing on plan.
s'O _7 Show sewer and water line locations and sizes on site plan. Due to fixture count a one-inch water
meter and 1-1/2" service line will be required to serve residence, provide confirmation from water district
t fee for a one-inch tap has been paid.
A"•'- A• a> J, P ovide electric service calculations and show service and panel locations on electrical plan. t~N< <o se D
s/'.• i• ~ vide gas piping caiculations and sizing on plan.
A•. a Label door at basement off garage as 20-minute solid core self-closing fire door.
A- 3.a Provi de construction drawings for proposed f ireplaces per UBC chapter 31. Correct UBC reference at
ter bedroom freplace to correct section.
F tic ~o s eo vide manufacturers specifications fur proposed gas fireplace units.
=ov~~,. - 1. hange electrical code reference antl plans to 2002 NEC requirements. E i v,E , x n'o*~,
1'Label all bedroom circuits as being AFCI protected. r. / ¢ E-) .4'07'-e #-g-
/Label outlets in unfinished areas as being GFCI protected. c e .U~r-e el
P ovide a bath fan in all tub/shower areas without operable windows.
2 - 141F rovide a note stating exterior ceiling fans are to be listed for exterior use.
A- y. o Label all tempered glazing due to location per UBC Chapter 24.
tnke v Provide TJI calculations for proposed 2-1/2" stone flooring proposed at foyer, rotunda and hall.
ave engineer provide framing details for proposed drop floor framing at floor stone areas.
1. Provide cricket frarning details at chimney locations and show on roof framing plan.
X~lvyIxP-e.A- 5/?ce2' 57
Please make these additions or corrections to the submittal and resubmit for review, if you have any
questions please contact me at 303-235-2853.
Thank You,
~
Darin Mo , CBO
Codes A inistrator
:hC-z-r/ ✓'r~'~' % 5~'c'~/Pl-~u
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City of Wheat Ridge
` Community Development Department
59 ow Ai
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Memorandum
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~o<oRPO°
TO:
Darin Morgan
FROM:
Meredith Reckert
SUBJECT:
Building permit - Ficco
DATE:
March 1, 2004
This memo is in regard to the building permit for new residential construction on Lot 2, of Green
Shadows Subdivision.
• The plan set submitted does not include access information. The site plan should be revised
to include existing and proposed access points and driveways for both this property and the
existing house on Lot 1
• It appears that the owner is requesting access to W. 38`h Avenue across Lot 3. If this is the
case, a recorded access easement will be required. The access must be 25' wide paved to a
width of at least 20'.
• A site data breakdown must be included on the site plan showing buildin~ ~ covera¢e,
landscaped coverage and coverage bv hard surfaces. Each category must be shown with
square footage and percent of total site.
• Proposed fencing for the dining courtyard should be shown to verify conformance with the ~
city's fence height regulations.
• There are problems with addressing which should be corrected with the issuance ofthis
permit. ,
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Mar 29 04 11:09a Sall Residential De3iCn 303 740 8872 p.2
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Mar 29 04 11:09a Sall Reeidential Desisn 303 740 8872
FROM :Mi7e H1gh W3115 Inc. FAX NJ. :303-287-4660 Mar. <3 2004 13:21qM P4
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Robert H. Peterson Co.
IIeal-Fyre" Gas Log Sets
~
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Insta/ler: Please leave this
Manual with the Consumer.
Consumer: Please retain this
Manual for future reference.
GX/ 3 P.aUt~bfiUli TV'R.di,t~i.PVL
RA u CU
ROBERT H. PETERSON CO. 14724 East Proctor Avenue, City of Industry, CA 91746
Glowing Embers
G4 / GX4 Series Burners
~ Owner's Manual
Your Gas Log Set is the result of over 50 years of quality design and manufacturing from the Robert H. Peterson
Company. Our commitment to excellence will be apparent in the beauty of each Real-Fyre Gas Log and the
trouble-free operation of the burner system. We trust you will enjoy your Real-Fyre Gas Log Set's warmth and
wood-fire realism for years to come.
To experience the full enjoyment of your new gas log set, it is important that you become familiar with its
installation, operation and maintenance. Please take the time to read this manual thoroughly. It is important
to review the caution and safety information it contains.
Thank you for selecting Real-Fyre Gas Logs.
1 No. L-A2-01399A
Woodland Oak (WOG4-24) Shown
Finishing Materials ~
Wbere f"anishirg the Icnn 100, combacsti5le material may be brought up to the sictes of the fireplace but mun never overlap
the Glnck aren ov be plczced below the f'rontnandoffs. The black metal may be covered mith noncombustible mctterial only
sttih as mnr6lr, tile, ~tnne, etc. Onlv noncombustible material may be placed below the top edge of the fs^ont 6eader.
Unit and Framing Dimensions
Firebox depth: 2j'.?.
2' minimum air
space clea2nce
la Ne ancbsure.
Note: FimDlace heaGer
Wnnol Ca pOSilioneG unYl
Gas Knockoul
9'le"
14>li'
19, Jiou:•
• Minimum mantel heiAht - 20" above
61' peaEer Aeight Use
anly noncombwtible
mahtlal Eelow Ne lop ol
Ne lop 5unEaXS.
' For bert re.ru[n, do nat conmzsct the
framing until the unit ir in place.
• Maxima:m mantel protrusion -12"
• Chimney sections at any level reguire a 2" minimum air spctce clearance between the framin8 and chimney section.
• Minimum clearances.• Top ofstandoffs - 0'; Floor - 0"
• A minimum of I-112" air clearance must be maintained betmeen the II00 and the wall, except at the nailin8
flan8e mhere the clearance is 112".
• Uses Heatilator SL1100 Series chimney components.
Models Available
1100T 50" wide presnium woadburning fireplace, traditionctl refractory
I 10 0 H 50" wide premium woodburning fireplace, herringbone refractory
AED100
Anniversary Edition operable bi fold AES100
glass ctoors pnniversary Edition Surround
Red oak mission-style surround,
stained and laguered
DM100 Operable bi foldglass doors, black finish (not pictured)
DM1006 Operable bi fold8lass doors, polished brass finish (not pictured)
DM100S Oqerable bi fold8lass doors, stainlesssteel finish (not pictured)
COLORADO CAMFORT PRODUCTS, INC.
255 WYANDOT STREET
OENVER,CO 80223-7013
303 m-32sa
. UL
ISO 9001
A-8742
Hearth Technologies Inc.
a HON INDUSTRIES company
1915 W. Saunders St. • Mt. Pleasant, IA 52641
800-927-6841 • heatila[or.com • fireplaces.com
HEKIIIATOR is a registered trademark of Hearth Technologies Inc,
This infom-iauon is provided for PUnninB PWPnses only. Please refer [o
incallation inmuctions when insralling this produa
74131 CG 1/02
1 swN:
I
29`le' 115/e"
~fi0+le'~
Options Available
ST3GD
8„
ST42A
~Le_ ~rw
11
T (
24"
1
TI
„
47Ya"
E~
ffective
65/e" X 43/a"
Outside
Air
20'/e"
7'/s"
183/a"
L g,q"
Gas
Knockout
T//
r _ 58'la"
j Effective
Height
38/2'
„ 23"
28" '
~ - - -
14
yz ~42~1 I 71 z"
47"- I ~I 19'/s"
li
4" x 4"
Outside
Air
1
L 7,z„
Gas
Knockout
2" min.airsPace ~ This information is for planning purposes only. Please refer to inscalladon instructions when installing this product.
Frammg Dimensions App ance B
youmusi malntain , Locations A-7 I
Product Dimensions
y j .
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h, eatilator
Thefirstnameinfzreplaces ICON 1100 INSTALLATION INSTRUCTIOI
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n
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A. LISTINGS AND CODE APPROVALS
This fireplace system has been tested and listed in
accordance with UL 127 standards, and has been listed
by Underwriters Laboratories Inc. for installation and
operation in the United States as described in Ihis manual.
This fireplace has been tested and listed for use with the
optional components listed on page 5. These optional
components may be purchased separately and installed
at a later date.
Check with your local building code agency prior to instali
this fireplace to ensure compliance with local cop
including the need for permits and follow-up inspection;
you need assistance during installation, please contact n
local dealer or the Heatilator Technical Servic
Department, Hearth Technologies Inc., 1915 W. Saundt
St., Mt. Pleasant, lowa 52641 (1-800-843-2848).
Heatilator0 is a registered trademark of Heai
Technologies Inc., Division, HON INDUSTRIES.
B. DESCRIPTION OF THE FIREPLACE SYSTEM
1
2.
The Heatilator fireplace system consists of the following:
a. Fireplace/Integral Grate/Outside Combustion Air System/Refractory
b. Chimney Termination Cap
c. Chimney System ,
d. Hearth Extension
Optional Components Include:
a. Glass Doors
b. Chimney Air Kit
Note: Illustrations used throughout these instructions
reflect "typical installations" and are for design purposes
only. Actual installation may vary slightly due to individual
design preferences. However, minimum and maximum
clearances must be maintained at all times.
The illustrations and diagrams used throughoui these
installations instructions are not drawn to scale.
1a
1d
Figure 1- Typical Fireplace System
35144 RevB 4 06-02
Q D us
LISTED
•
,o, eatllator
The first name in fzreplaces
Heatilator
1915 W. Saunders Sireet
Mt. Pleasani. IA 52641
A Division of Hearth 7echnologies Inc.
OUT42
OUTDOOR
RADIANT WOODBURNING FIREPLACE
INSTALLATION & OPERATiNG
INSTRUCTIONS
FOR USE WITH SL300 (851) SERIES PIPE FOR STRAIGHT
INSTALLATIONS ONLY OR USE WITH SL400 SERIES
PIPE (1035) FOR STRAIGHT OR OFFSET INSTALLATIONS
C,
This Fireplace must
be installed outside.
Significant cold air
infiltratinn will result
if it is installed
inside of the
Structure.
Model OUT42 Radiant Woodburning Fireplace
eaMlator
OUT42 OUTDOOR WOODBURNING FIREPLACE ~~~~w infrepLues
~
SL400 10" CHIMN
EY IDENTIFICATION - OFFSET OR STRAIGHT INSTALLATIONS
HTI CATALOG #
DESCRIPTION
CAK5
Chimney Air Kil
SL406
Chimney Section - 6 inch long
SL412
Chimney Section - 12 inch long
SL418
Chimney Section - 18 inch long
SL436
Chimney Section - 36 inch long
SL448
Chimney Section - 48 inch long
SL4
Chimney Stabilizer
SL430
Chimney OffseVReturn - 30°
FS538
Firestop - Straight
FS540
Firestop - 30°
AS10
SL400 Straight Attic Insulation Shield, 24"
J8577
Chimney Joint Band
CB576
Chimney Bracket
RF570
Roof Flashing - Flat ro 6/12 Pitch
RF571
Roof Flashing - 6/12 to 12/12 Pitch
ST475
Chimney Terminal Cap - Square
CT56
Chase Top
TR442
Telescoping Chimney Terminal Cap - Round
TR444
Round Terminal Cap
TS445
Pyramid Terminal Cap
TS445P
Pyramid Terminal Cap - Painted
~ 31 '=-1
T- oio olo
23-1/4"
I 14"
olo olo ~
$/811J
23-1 /2„
6-3/4" 9_1/1
4S LOG KNOCKOUT
(Both Sides)
3ASKNOCKOUT
FOR OPTIONAL
INTEGRATED
BURNEP
(Both Sides)
HEARTH EXTENSIONS GLASS DOORS INTEGRAL GRATE
(supplied)
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GR21
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31073A
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crn oF wEMaT RIDGE CERTLF'ICATE OF WATER AND 9EWE12 SER'SICE AVAII.ABIT.I"t'X
Note to Applicant: A building pemait
District or Agency supplying services,
bv aush4rizj e ggont
12~51 w . 3 S~ ~
Job Address
wi(1 not be issued wittwut t4u Certificate signed by the
' eRificate expires ane vear from date of annrova
~zo~~ J03 Datr
c SEWER
Nsme ef Distict: _ ~'"s OtAr , r7I1+1Ge~VA, Endividual5ep@e Pecmit No.
Sowor SeMoe pvailaEle Sewer Scivia Not Availabk Cotamencs or
dl?Ji ,ricr n:- .,l r.. r. > x~Lr:.
i nenoy amry tnat avallsblty of se:vice 7s as in~ated ab .
Signanue ofAtttltorized qgetlt . pate
7effcwn Cauary Health Depaztment (IF SfiPTIC)
Authoi3ud Signatare Date.
Naine olDisttict -Colorado 1Vet1 Permit Na
(4 Water Seaviee pvailable. E) Water Scrvice Not Aeaitable .
CnaupmtsotCoadifions:WA7ER SERVICE IS•AVAILABLE SUBJECT TO CQMPLiANCE
WITH THE COMPANY'S RULES, REGUlATIONS AND REQUIREMENTS FOR SUCN SERVICE:
a uafav - - Cf 'qjkX ]1tdiCdted $bOVE.
2. z3
Signamre of.Authorimd Agcnt • D e
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'
Ownei _ Atldress Talaplzoae
Inspection Services Division
BnildinS Plan Review Comments
Adciress: 12451 W 381^ Drive
Owuer: Ficco Contractor: Ficco
Project: New SFD Occnpancy: R31U1 Vahiation: $850,000
Date: March 1. 2004
1. Provitle a soils report for the proposed site.
2. Provide boiler and water heater BTU ratings on plan.
3. Provide flue antl combustion air duct sizing on plan.
4. Show sewer and water line locations and sizes on site plan. Due to fixture count a one-inch water
meter and 1-1/2" service line will be required to serve residence, provide confirmation from water district
that fee for a one-inch tap has been paid.
5. Provide electric service calculations and show service antl panel locations on electrical plan.
6. Provide gas piping calculations and sizing on plan.
7. Label door at basement off garage as 20-minute solid core self-closing fire door.
8. Provide construction drawings for proposed fireplaces per UBC chapter 31. Correct UBC reference at
master bedroom fireplace to correct section.
- 9. Provide manufaciurers specifications for proposed gas fireplace units.
10. Change electrical code reference antl plans to 2002 NEC requirements.
11. Label all betlroom circuits as being AFCI protected.
12. Label outlets in unfinished areas as being GFCI protected.
13. Provide a bath fan in all tub/shower areas without operable windows.
14. Provide a note stating exterior ceiling fans are to be listed for exterior use.
15. Label all tempered glazing due to location per UBC Chapter 24.
16. Provide TJI calculations for proposed 2-1/2" stone flooring proposed at foyer, rotunda and hall.
17. Have engineer provitle framing details for proposed drop floor framing at floor stone areas.
18. Provide cricket framing details at chimney locations and show on roof framing plan. -
Please make these additions or corrections to the submittal antl resubmit for review, if you have any
questions please contact me at 303-235-2853.
Thank You,
~
Darin Mo , CBO
Codes A inistrator ~j
6 7 ~
e2 7' 3
City of Wheat Ridge oF `""EqTP
Community Development Department
Memorandum
TO: Darin Morgan
FROM:
Meredith Reckert
SUBJECT:
Building permit - Ficco
DATE:
March 1, 2004
This memo is in regard to the building permit for new residential construction on Lot 2, of Green
Shadows Subdivision.
• The plan set submitted does not include access information. The site plan should be revised
to include existing and proposed access points and driveways for both this property and the
existing house on Lot 1
• It appears that the owner is requesting access to W. 38ih Avenue across Lot 3. If this is the
case, a recorded access easement will be required. The access must be 25' wide paved to a
width of at least 20'.
• A site data breakdown must be included on the site plan showing buildin coveraee,
landscaped coveraee and coveraQe bv hard surfaces. Each category must be shown with
square footage and percent of total site.
• Proposed fencing for the dining courtyard should be shown to verify conformance with the
city's fence height regulations. S-4"`"' ` -"-e '`4
"V'
• There are problems with addressing which should be corrected with the issuance of this
permit.
Cityof Wheat Ridge oF w„EqT
Community Development Department ~ o
~ m
Memorandum ~o oRPOo
SfFbc,,u
sw • i.a
sP• a
TO:
Darin Morgan
FROM:
Meredith Reckert
SUBJECT:
Building permit - Ficco
DATE:
March 1, 2004
This memo is in regard to the building permit for new residential construction on Lot 2, of Green
Shadows Subdivision.
• The plan set submitted does not include access information. The site plan should be revised
to include existing and proposed access points and driveways for both this property and the
existing house on Lot 1
• It appears that the owner is requesting access to W. 38`h Avenue across Lot 3. If this is the
case, a recorded access easement will be required. The access must be 25' wide paved to a
width of at least 20'.
• A site data breakdown must be included on the site plan showing building~coverage,
landscaped coveraae and coveraQe by hard surfaces. Each category must be shown with
square footage and percent of total site.
• Proposed fencing for the dining courtyard should be shown to verify conformance with the
city's fence height regulations. wG.9.1.._« s-~-•<~ -~~~z- There are problems with addressing which should be conected with the issuance of this
permit.
DD(iers (rR0 1~e 38 r~'`A~E ~ 5 . oK w/Y/7' t,,i-P
~A1,1) Cor~so~1 0 19 7e~ y-r4ir~.3x c rviy- TCA',
S e c..e ri 01 S T R1< r i4- ~ So /-llc+ S i/io /'/goRC
!v/TN ADJ/3es5,
~
COMMUNITY DEVELOPMENT DEPT.
Inspection Services Division
(303) 235-2855
Correction Notice
Job Address:
fio V-Q" wvz> u
When corrections have been made, call for re-inspection at
303-234-5933. I
a1- 2~?-O,S"
Inspector
DO NOT REMOVE THIS NOTICE
COMMUNITY DEVELOPMENT DEPT.
Inspection Services Division
(303) 235-2855
Correction Notice
Job Address: t Z Lt 1 .5✓
`~c~c~ Cerv, `NZ r~\ \ 1.k_A_
v~2 \';s ~ v m~ s~
vv~M~"~ c~CJ~r.icx~_4 ~ C,~t~ ~•rt,1Sr
When corrections have been made, call for re-inspection at
303-234-5933.
Date: ~ i -
Inspector
DO NOT REMOVE THIS NOTICE
COMMUNITY DEVELOPMENT DEPT.
Inspection Services Division
(303) 235-2855
Correction Notice
Job Address: v-i
~
A
'o v.
DO NOT REMOVE THIS NOTICE
When corrections have been made, call for re-inspection at
303-234-5933.
Building Division
7500 W. 29'" Avenue
Wheat Ridge, CO 80033
Phone 303-235-2855
Fax 303-235-2857
Date: ~ 12,z~Zo~s
Checker:
~
Re: Plan check-out
t..--
I, agree to return the City ap roved set of building
plans for 2~FI5 w 38'~ lku~ , permit #/~0 ~ following them
being copied outside the Wheat Ridge Municipal Building. I understand that
should the plans not be retumed, or should they be damaged or lost, I shall
'-6e' responsible for resubmitting plans and paying an additional plan review
fee for them to proceed through the approval process.
Sincerely,~ L6
F f
v~
Print Name: JI),.o/1C b / Cc ~
.-i.yE r Signature:
4
f Y*,w
~
• • • • • • • • • • • • • • • • • • • • • •
~