18401 HOMEVIEW DR.PDFIIIIIIIIIIIIII
11779
18401 HOMEVIEW
DR
E
TAX ACCOUNT/PARCEL NUMBEV. 4 a
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:— DETERMINATION: r-1 Conditional Waiver E] Study Require aiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE LID #:
SHORT PLAT FILE:— LOT: BLOCK:
SIDE SEWER AS BUILT DATED:— 122
SIDE SEWER PERMIT(S)#:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DA
LATEMP\DSTs\Fomis\Street File Checklist.doc
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-'City
of Edmonds
IERMIT NO: 9506,
PERMIT EXPIRES 1,
I
1-0 olL
J�c I S9
, SIDE SEWER
PERMIT
Address of Construction: LID# TD
Property Tax Account Parcel No. 0 -00 - 11,6 ?'- a 0
Attach copies of all access and utility easements Verified and Approved b
Owner and/or Contractor:
Contractor License #: 46!�2,dl-p� ....Building Permit #:
Vsingle Family Lnv eon yinto City *Right-ot Way: 0 Yes E�JINO
Multi -Family (No. of Units *RW Construction Permit#
F71 Commercial (No. of Units Cross other "Private Propeit,* Ye R!!r%—o
F] Public "Attach legal description and coW-eHecorded easement..
N
Owner or contractor signature and ackncoedj�ment statement:
By signing for this permit I certify that(fh-Ave'read the City's public handout entitled
ide Sewer Specifications, and shall comply with all City requirements outlined therein.
CALL' -DIAL -A -DIG (17800-42.5-5555) BEFORE ANY EXCAVATION V
W FOR INSPECTION CALL,425-771-0220 extension'. 329.W
24 HOUR NOTICE REQUIRED FOR ALL INSPECTION. REQUESTS
FOR OFFICE USE ONLY
... .......
. ......... . .
Permit Fee Repair Fee Issued B
OF AVV Ll 9110)
Trunk Charge $ Date Issued:
Assessment Fee $ Receipt No:
City Permit Surcharge Fee $5.00 Totalfees Paid $
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO Date:
Partial Inspection: —Date: Initial:
Partial Inspection: Date: Initial:
__7/ -builtt6 Street'File: F-1
FINAL INSPECTION APPROVED: Date: 0&/0 1 InitiaI:_0(T__ As
1,� PERMIT MUST BE POSTED ON JOB SITE'5-
White Copy: File Green Copy: 16spector Buff Copy: Applicant.
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E CITY OF EDMONDS SIDE SEWER AS-BUIL
ADDRESS: HOMEOWNER:
18401 HOMEVIEW DR ILODWIG HOMES INC.
CONTRACTOR: SCALE: NTS
BOB LODWIG
Est 18913 DATE DRAWN PERMIT
DRAWN: 7/20/01 1 BY: 1. ABILA NO: 9506
T'A X
0
0
MAR 0 6 2001
CONFORMED COPY
200103.060117
03/06/2001 10:19 AM Snohomish
P.0003 RECORDED County
UTILITY EASEMENT
Return To:
Lodwig Homes, Inc.
13405-67 1h Avenue West
Edmonds, WA 98026
Tax No's: 004776-000-063-00 and 004776-000-063-01
Boo
Ll DAN .;�.lty Tfeasu"a"
By- 908 DANTINI
Grantor: Lodwig Homes, Inc., a Washington Corporation, owner of Parcel "C" of
Short Plat S-9-68, recorded under Recording No. 8701290468.
Grantee: Lodwig Homes, Inc., a Washington Corporation, owner of Parcel "B" of
Short Plat S-9-68, recorded under Recording No. 8701290468.
This easement herein conveyed to said owner of Parcel "B", their successors
and/or assigns and shall be a binding covenant not to be severed and shall run
with the land.
This easement shall be for any and all utilities as needed to facilitate said Parcel
"B" herein and all maintenance expense and upkeep shall be the responsibility of
said Parcel "B", their successors and/or assigns the location of which is to be the
South 15 feet of said Parcel "C" of Short Plat S-9-68, recorded under Recording
No.8701290468.
Grantor(s) their successors and/or assign may not put any structures on said
easement area, but may landscape as desired.
Grantees must after any maintenance upkeep must return said land in its
previous conditions.
The Covenants herein contained shall run with the land and are binding upon all
subsequent owners thereof.
Parcel B:
The East 178.62 feet of Lot 63, HOMEVIEW ADDITION NO. 2, according to the
plat thereof recorded in Volume 16 of Plats, Page 3 records of Snohomish
County, Washington;
ALSO KNOWN AS PARCEL B as delineated and described on Snohomish
County Short Plat No. S-9-68 recorded January 29, 1987 under Recording No.
8701290468, records of Snohomish County, Washington.
Parcel C:
Lots 63 and 64, HOMEVIEW ADDITION NO. 2, according to the plat thereof
recorded in Volume 16 of Plats, Page 3 records of Snohomish County,
Washington; EXCEPT the East 178.62 feet of said Lots 63 and 64;
ALSO KNOWN AS PARCEL C as delineated and described on Snohomish
County Short Plat No. S-9-68 recorded January 29, 1987 under Recording No.
8701290468, records of Snohomish County, Washington.
0
In Witness Whereof, said Grantor(s) have executed this instrument this day
of 2001.
C-1014
Lodwig Homes, 16&1�
State of Washington
County of Snohomish
I certify that I know or have satisfactory evidence that Rn
-j (Name of person)
is the person who appeared before me, and said person acknowledged that (he/she)
signed this instrument, on oath stated that (he/she) is authorized to execute the
irmVuMent aQd pckno*edged it as the
of
(Type of authority, e.g., officer,
C- -
to be the free
and �'j
(Name of party on behalf of whom the instrument was executed)
voluntary act of such party for the uses and purposes mentioned in the instrument.
Dated:. M a r-ch 5, aw I
e
N p
A.
0
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CA
PUBUC
0 Ito--,L
Signature 61
LlLt"
Title 0,
My appoint expires
cwf NO. OP-194-
4,ic! k- - 0
ica Aim Chec" ist
-- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Site information ils/topography/hydrology/vegetation)
I. Site Address/Locati
2. Property Tax Account Number: o C) C) (0
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? yes;
I —E. no.
If ye.s; how is site developed? R ECF—W E D
5. Describe the general site topography. Check all.that apply.
I Flat: less than 5-feet elevation change over entire 'site. FEB 2001
DEVELOPMENT SERVICES CTR.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over &ITY OF,EDMONDS
horizontal distance of 66-feet). 1.
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of.seasonal.standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway 1)"�� floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested
, meadow shrubs X mixed
urban landscaped (lawn,shrubs etc) * — I
1. Obvious wetland is present on site:
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i 'f Edmonds
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.0'... M Development Services Department
ZX '. Planning Division
Phone: 425.771.0;�Q
Fax: 425.771.012i
Critical Areas File V (00 - t S4
Critical Areas Checklist Fee: $45.00
Datf, Received by Dev. Serv. Dept:
City Receipt No: - 1&4! S2—
Date Mailed to Applicant: �2— 1-.?_C>00
CRITICAL A"IR-1up-JAS CHECKLIST
The Critical Ar�as Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds Prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject pr I operty. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed
copy of this form to assist City staff in, finding and
locating the ",-Pific piece of property described on
this form. 'L- -addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
I PLEASE PRINT CLEARLY
Owner/Applicant:
Niiine'j
<�)�o w
Street Address A
city State Zip
Telephone
Signature
Date
Applicant Representative:
��_Vy'_V� (�Z%W-OIA6_
Name
Street Address
ryql_�
city State
U -SD \ qz��RC��
Telephone
Signa�ure
Date.
Zip
d:receptiorkqanatCACLHandott.doe
Re0sed 4110/2000
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RECEIVED
FEB — 5 2001
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
51 . 7E PLAN
FILE
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RECEIVED
MAR 12 Zoo' CONFORMED COPY
BUILI)ING DEVI- 200103060116
03/06/2001 10:19 AM Snohomish
P-0003 RECORDED County
SEWER EASEMENT
Return To:
Sherlene Hertzog
12311 U0MGV;,ELu Dp,.
Ejmpn�% UJA. 1?01�
Tax No: 004776-000-064-00 and 004776-000-063-01
MAR - 0 6 Z001
BOB :;, Ulslty Treasurer
8V 908 DANTINI
Grantor: Lodwic, Homes, Inc., a Washington Corporation, Owner of Parcel "C"
0
Grantee- Sherlene M. Hertzog, owner of Parcel "A"
Easement shall be for sewer and all appurtenance and all necessary maintenance and
construction thereof over, under and across the following described property -
The Westerly 7 feet of the Southerly 15 feet of the Northerly 40 feet of said Parcel "C"
AND the South 5 feet of the North 25 feet of said Parcel "C".
Grantor may not put any structures on said easement area but may landscape only.
Grantee herein may construct, maintain, reconstruct the easement area as needed and
shall be fully responsible for all associated costs incurred therein.
The Covenants herein contained shall run with the land and are binding upon all
subsequent owners thereof,
In Witness Whereof, said Grantor(s) have executed this instrument this day of
2Z,gezI
L 2001.
.4zli� I
Lodwig Homes, Inc
.4
� wvk)- Tn. k� t
Sherlene M. Hertzog '0
< 4: �?/ V4� W , C e: ��' W /
4W -049/�O/
Parcel C:
Lots 63 and 64, HOMEVIEW ADDITION NO. 2, according to the plat thereof recorded
in Volume'16 of Plats, Page 3, records of Snohomish County, Washington; EXCEPT the
East 178.62 feet of said Lots 63 and 64;
ALSO KNOWN AS Parcel C as delineated and described on Snohomish County Short
Subdivision No. S-9-68 recorded January 28, 1987 under Recording No. 8701290468,
Snohomish County, Washington
Parcel A:
The East 178.62 feet of Lot 64, HONIEVIEW ADDITION NO. 2, according to the plat
0
thereof recorded in Volume 16 of Plats, Page 3, records of Snohomish County,
Washington;
ALSO KNOWN AS Parcel A as delineated and described on Snohomish County Short
Subdivision No. S-9-68 recorded January 28, 1987 under Recording No. 8701290468,
Snohomish County, Washington
I
9 0
State of Washington
County of Snohomish
I certify that I know or have satisfactory evidence that �)h ey I ey-�c
(Name of persoW
is the person who appeared before me, and said person acknowledged that (heo signed this
instrument and acknowledged it to be (his( De free and voluntary act for the uses and purposes
mentioned in the instrument.
A.
IAOTARY
01 0
o 0. W
PLq3UC
A#
OP
W
Ilk X
State of Washington
County of Snohomish
Signature
Title
6
My appoint expires -01
I certify that I know or have satisfactory evidence that PO Lo� [k) a
(N e �fon)
' !'in I
is the person who ap eared before me, and said person acknowledged tha she) signed this
instrume n oa h I ted that&y/she) is authorized to execute the instrument and acknowledged
it as the '�) -n� of
(type,pf authoritX, e.g., officer, trustee,
to be the free and
(Name of pan X.0) behalf of whom the instrum�nt was executed)
voluntary act of such party for the uses and purposes mentioned in the instrument.
Dated:. OACLr(J-� 5, a Do I
A
WS'gtur.
J
-.:OIAOTARY
.0
0
40
PLWG Title
My appoint expires
OF
I V E D
2 2001 MAR 0 6 2001
BUILDING DEPT. CONFORMED COPY BOB 1. .
, " � f� �, i! " i-, !.. lty
200103060117 . -- La Tfeasu,
03/06/2001 10:19 AM Snohomish aoy- SOL DANTIINI
P-01003 RECORDED County
UTILITY EASEMENT
Return To:
Lodwig Homes, Inc.
13405 - 67" Avenue West
Edmonds, WA 98026
Tax No's: 004776-000-063-00 and 004776-000-063-01
Grantor: Lodwig Homes, Inc., a Washington Corporation, owner of Parcel "C" of
Short Plat S-9-68, recorded under Recording No. 8701290468.
Grantee: Lodwig Homes, Inc., a Washington Corporation, owner of Parcel "B" of
Short Plat S-9-68, recorded under Recording No. 8701290468.
This easement herein conveyed to said owner of Parcel "B", their successors
and/or assigns and shall be. a binding covenant not to be severed and shall run
with the land.
This easement shall be for any and all utilities as needed to facilitate said Parcel
"B" herein and all maintenance expense and upkeep shall be the responsibility of
said Parcel "B", their successors and/or assigns the location of which is to be the
South 15 feet of said Parcel "C" of Short Plat S-9-68, recorded under Recording
No.8701290468.
Grantor(s) their successors and/or assign may not put any structures on said
easement area, but may landscape as desired.
Grantees must after any maintenance upkeep must return said land in its
previous conditions.
The Covenants herein contained shall run with the land and are binding upon all
subsequent owners thereof.
9 0
Parcel B:
The East 178.62 feet of Lot 63, HOMEVIEW ADDITION NO. 2, according to the
plat thereof recorded in Volume 16 of Plats, Page 3 records of Snohomish
County, Washington;
ALSO KNOWN AS PARCEL B as delineated and described on Snohomish
County Short Plat No. S-9-68 recorded January 29, 1987 under Recording No.
8701290468, records of Snohomish County, Washington.
Parcel C:
Lots 63 and 64, HOMEVIEW ADDITION NO. 2, according to the plat thereof
recorded in Volume 16 of Plats, Page 3 records of Snohomish County,
Washington; EXCEPT the East 178.62 feet of said Lots 63 and 64;
ALSO KNOWN AS PARCEL C as delineated and described on Snohomish
County Short Plat No. S-9-68 recorded January 29, 1987 under Recording No.
8701290468, records of Snohomish County, Washington.
El
0
el
In Witness Whereof, said Grantor(s) have executed this instrument this 1,5- day
of 2L� 2001.
Lodwig Homes, 166�1�
State of Washington
County of Snohomish
that I know or have satisfactory evidence that
(Name of person)
is the person who appeared before me, and said person acknowledged that (he/she)
signed this instrument, on oath stated that (he/she) is authorized to execute the
irml-Inent aQd pckno ledged it as the
r f. of
(Type of authority, e.g., officer,
C -
to be the free
and 1�j -
(Name of party on behalf of whom the instrument was executed)
voluntary act of such party for the uses and purposes mentioned in the instrument.
W16
S e aLar,,24%T p
A.
.0 jAOTARy
OFVW%% I..r
Signature
-OA2tt-4.1 J- TatL�'�--
My appoint expires
RECEIVED
MAR 12 2001
TA X
MAR 0 6 2ool
BUILDING §MPRMED COPY I
IN
Boo .- �,-zily Tfeasurt-ur
200103060118 By 1308 DANTINI
03/06/2001 10:19 AM Snohomish
P.0002 RECORDED County
RELINQUISHMENT OF EASEMENT
Return To:
Lodwig Homes, Inc.
13405-67 1h Avenue West
Edmonds, WA 98026
Tax No: 004776-000-064-00 and 004776-000-063-00 and 004776-000-063-01
The undersigned parties as owner's of Parcels "A", 111311, and "C" of
Snohomish County Short Subdivision No. S-9-68, recorded January 29,
1987 under Recording No. 8701290468, Snohomish County, Washington;
Also Known as Lots 63 and 64, HOMEVIEW ADDITION NO. 2, according to
the plat thereof recorded in Volume 16 of Plats, Page 3, records of
Snohomish County, Washington, do hereby wish to extinguish a portion of
the easement stipulated within said short plat and subsequent
maintenance agreement recorded March 18, 1999 under Recording No.
9903180389.
The intent herein will be to extinguish and relinquish the easement.for
ingress, egress and utilities described as the South 20 feet of the North 40
feet of Parcel "C" of Short Plat S-9-68, recorded January 29, 1987 under
Recording No. 8701290468, Snohomish County, Washington.
In Witness Whereof, said Grantor(s) have executed this instrument this S-
day of 2001.
c
Lodwig Homes, 17�7 Sherlene M. Herioo
State of Washington
County of Snohomish
I certify that I know or have satisfactory evidence
th
(name of person) i
is tha-Rerson who appeared before me, and said person acknowledged that
(helt§g)ligned this instrument and acknowledged it to be (his/1&free and
voluntary act for the uses and purposes mentioned in the instrument.
I I &M, —M A� MIA 10 M M
A
9t) 1p
1.0
X st N *-.
9
A.
IAOTAR Y �P
CO .
PLn3UG
State of Washington
County of Snohomish
My appoint expires
I certify that I know or have satisfactory evidence
is the person who appeared before me, and said person acknowledged that
(he/she) signed this instrument, on oath stated that (he/she) is authorized to
ex e t e nst ment d acknowledged it as the
of
to be the
free and j
(name of party on behalf of whom the instrument was executed)
voluntary act of such party for the uses and purposes mentioned in the
instrument.
Dated:
A
..........
C) ; f 4
PUBUC
Op
Signature
r.. "EC E I V E D CONFORMED COPY
MAR 12 2001 200103120094
03/12/2001 09:53 AM Snohomish
BUILDING DEPT. P-0003 RECORDED County
EASEMENT NO EXCISE TAX
REQUIRED
Return To:
MAR 12 2001
Lodwig Homes, Inc., a Washington Corporati
ion way 11MU
13405 — 67"' Avenue West
Edmonds, WA 98020
Tax No's- 004776-000-063-00 and 004776-000-063-01 and 004776-000-064-00
For a valuable consideration, receipt of which is hereby acknowledged, the Grantor
Lodwig Homes, Inc., a Washington Corporation, owner o1\Parcel "C" of Short Plat S-9-
68, recorded under Recording, No. 8701290468 more particuliady- described on Exhibit
"A" attached hereto, hereby -rants and conveys to the Grantees, Sherlene Hertzoa, owner
of Parcel "A" of Short Plat S-9-68, recorded under Recording No. 8701290468 and
Lodwig Homes, Inc., a Washington Corporation, owner of Parcel "B" of Short Plat S79-
68, recorded under Recording No. 8701290468, their successors and assigns, the right,
privilege and authority to construct, improve, repair and maintain an easement for C
ingress, egress, utilities and appurtenance across,�bver and upon the foll6wing described
property, located in Snohomish County, State of Washington, to -wit:
Beclinning on the East line of said Parcel "C" of Short Plat S-9-68, recorded under
I'D
Recording No. 8701290468, which is 20 feet South of the Northeast comer of said Parcel
cc C31
THENCE West parallel with said North line of said Parcel "C", a distance of 30 feet;
THENCE Southeasterly on an arc whose line is 15 feet Southwesterly at a 90' angle
from said beginning point of said easement herein continuing to a point that is 50 feet
South from the Northeast corner of parcel "C" herein,
THENCE Northerly along the East line of said Parcel "C" a distance of 30 feet to the
I
point of beginning and terminus of said easement described.
The Grantee(s) shall make no use of the land occupied by said easement, except for as
necessary.
In exercising the rights herein granted, the Grantee(s) their successors and assi ns may
1= 9
pass and repass over said easement and may cut and remove brush, trees and other
obstructions which in the opinion of the Grantee(s) interfere(s) with said easement.
0
The Covenants herein contained shall run with the land and are bindlnlg upon all
subsequent owners thereof,
In Witness Whereof, said Grantor(s) have executed this instrument this _rl/
200 1. day of
�2
Ix
Lodwlo, Homes, Inc.
C
State of Washington
County of Snohomish
I
I certif�- that I know or have satisfactory evidence that i'd w: I ci
is the person who appeared before me. and said person (Name of person)
acknowledged that (he/she) signed this
instrurRent-on oath stated that (he/she) is authorized to execute the instrument and acknowledged
it as . the- A--(' i Q -e—A—f— of
(tvpe of authority, e.g., ifficer, trustee. etc.)
I C to be the free and
C I '��
(name of party on b half fw= the instrument was'executed)
voluntary act of suc party for the uses and purposes mentioned in the instrument.
D �3 _ i 'n /) /"' /N
ated: u ) I
�P34 ouk
S%ON I
IAOTARY
W
PUBUC .4
my appoint expires
9
EXFHBIT "A"
Parcel A:
The East 178.62 feet of Lot 64, HOMEVIEW ADDITION NO. 2, according to the plat
thereof recorded in Volume 16 of Plats, Page 3 ) records of Snohomish County,
Washington, -
ALSO KNOWN AS PARCEL A as delineated and described on Snohomish County
Short Plat No. S-9-68 recorded January 29, 1987 under Recordincy No. 8701290468,
records of Snohomish County, Washington.
Parcel B:
The East 178.62 feet of Lot 63, HONMVIEW ADDITION NO. 2, according to the plat
thereof recorded in Volume 16 of Plats, Pa . ge 3) records of Snohomish CounztDY'
Washington;
ALSO KNOWN AS PARCEL B as delineated and described on Snohomish County
Short Plat No. S-9-68 recorded January 29, 1987 under Recordinor No. 8701290468,
records of Snohomish County, Washington. I
Parcel C:
Lots 63 and 64, HOMEVIEW ADDITION NO. 2, according to the plat thereof recorded
in Volume 16 of Plats, Page 3 ) records of Snohomish County, Washington; EXCEPT the
East 178.62 feet of said Lots 63 ) and 64,-
ALSO KNOWN AS PARCEL C as delineated and described on Snohomish County
Short Plat No. S-9-68 recorded January 29, 1987 under Recording No. 8701290468,
records of Snohomish County, Washington.
SNO/-7, i'�x,IVSH Co. i--,4,,.NiV,1iVG r FIL)
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/-/A/
RECEIVED
�-L---Tzss: 0 - 21,(r 4kle, 5' ff,!2"0/vof,
-7 7-d -4290
FEB - 6 2001
r? T Y
ol ill mr. n
"A"- E. 178 Z-OT 64, 4,0d-,V7_
07 'Y, AVAI IfW A0. 1W 2
Z07� 63 46d, 1101WZ:J11E1,V
Thl. E 176 62 lc7'
(114k 16 e)v, )-A�11clk"IfIl amTxj
A
D. TO ISCIIE 4 LOTS
c- USED:. /*
IS L
2,0 1A
06�
179&
Vo
'20
"Wo
176'0�?
X, ti WjT4 G*Spoc*4 T
.. L�
j-
7 6
CAFILENO.
Isq-01.
CC ditica Areas ChecIUV&44�
------- ------ - -------------------------------------
Site Information ils/topography/hydrol.ogy/Vegetation)
Ls
1. Site Address/Location: GNAIJ
2. Property Tax Account Number: (0 ool�) c) (0
C
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? —yes; no.
If yes; how is site developed?
5. Describe the general site topography. Check all.that apply.
Flat: less than 5-feet elevation change over entire'site.
Rolling: slopes on site generally less than IS% (a vertica I rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 3 3 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: t�� Approx. Depth:
What season(s) of the year?
8. Site is in the'floodway — 1)k) floodplain of a w ater course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
gys'
th. 21
.4
,1-aA
,..., - M. I . -.. - t-_ I Z,
eg. n
_1,ca
�A es
SW.
C i
C-'
....... ...... ....... .
eikh
M
---t ot "t=-X" omc- P
ly .5 ptp VV CS
: ... : .:. . S*j '!Ii�'"'... 'P.P., . '' . '''.
A
TIP
!;A
VA
Ix '. I -?�*
4 r
AM-Ghkdoe; Rw IWOM
...
City of Edmonds
......... . . . . . .
Development Services Department
Planning Division
Phone: 425.771.0220
425.771.0221
Critical Areas File #: 'mw nc) - tsq
Critical Areas Checklist Fee: $45,00
Date Received by Dev. Serv. Dept: 11-02-1-00
City Receipt No: --I&& V2-
Date Mailed to Applicant:- t:2- 1-2-c>oo
CRITICAL AIR-15-AS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds Prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical. Areas are, or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subse quent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowled$e (fill out the appropriate column below).
PLEASE PRINT CLEARLY
Owner/Applicant:
Nalne-
%�o
Street Address
9
city State Zip
Telephone
Signature
Date
d:receptiorblan&/CACLHandotA.doo
Applicant Representative:
Name
C
Street Address
CY41)-�J
city State Zip
"9D
Telephone
Signai6re
Date
Revhmd 4/10=00
18401 Homeview Dr - Google Maps Page I of I
Image capture: Aug 2011 @ 2015 Google
https://www.google.com/maps/@47.832234,-,�122.333719,3a,37.5y,l 13.29h,82.16t/data=!3m4! lel!3m2!ls8yVo... 2/3/2015
CITY OF EDMONDS
121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 o fax (425) 771-0221
www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
)111? C. 1 S91;3
February 3, 2015
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E9 I I
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
RE: Address Correction
DAVE EARLING
MAYOR
SUR"Eff FILE
Fire District I
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Lynnwood Disposal
Comcast Cable
Waste Management Northwest
Allied Waste
Please be advised that the following site address has been corrected:
18403 Homeview Drive corrected to: 18401 Homeview Dr.
Some maps and departments may already show the correct address but there were
inconsistencies.
Thank you,
Linda I nomquist
Senior Permit Coordinator
City of Edmonds
425-771-0220
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Page I of 3
snohorn"IshOnlina Government I nfbrmation & Services
County -&A
Washingtola
Property Account Summary
-11v
, mu-ni
Parties - For changes use 'Other Property Data' menu ,
Role *
Percent
Name
Mailing Address
Taxpayer
100
BELT MARLENE F
18401 HOMEVIEW DR, EDMONDS, WA 98026
Owner
100
BELT MARLENE F
18401 HOMEVIEW DR, EDMONDS, WA 98026
General Information
Property
Description
HOMEVIEW ADD NO 2 BLK 000 D-01 LOTS 63 & 64 EXC E 178.62FT THOFAKA PAR "C" SNO CO
SP S-9-68 REC AF NO 8701290468
Property
Categor I y
Land and I . mprovements
Status
Active, Locally Assessed
Tax Code Area
100220
Property Characteristics
Use Code
1111 Single Family Residence - Detached
Unit of Measure
[Acre(s)
Size (gross)
10.29
No Values Found
No ExemDtions Found
Installments Paya le
Tax Year
Installment
Due Date
Principal
Interest, Penalties and Costs
Total Due
Cumulative Due
elect to Pay
2015
1
04/30/2015
2,895.971
0.00
2,895.97
2,895.97
@)
2015
2
10/31/2015
2,895.981
0.00
2,895.98
5,791.95
0
Statement of Payable/Paid For Tax Year:
Distribution of Current Taxes
District
Rate
Amount
CITY OF EDMONDS
1.97
1,061.52
EDMONDS SCHOOL DISTRICT NO 15
4.93
�2,656.50
PUB HOSP #2
0.10
52.44
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.47
252.02
SNOHOMISH COUNTY-CNT
1.00
.537.,57
STATE
2.28
1,226.89
SNOHOMISH CONSERVATION DISTRICT
5.01
TOTALS
10.75_
5,791.95
ue Type
https://wwW.snoco.org/proptax/(oqmudtmOdputd453lqOgy45)/result.aspx 2i3/2015
90
7330 17900
17909
7826 '7"2'
17906
17907 7012 70
LU 2
�-1924'
7320 17916
< I is
-7
17912 17921 7107 70 1
c
7 15 1
Ir
a
17907 17910
732S 315 17926
17924
17919
"I OTH ST SW
18009
groi
IAO 4
18005
OTH ST SW
[sail
8012
18006
7024 7028
7026
18020 18015 1�n
dl-2
19020
18013
19012
18020
18017
18 23
1 8024
18101
FL SW
18026
"
1802
18032
4
181ST
18032
1 uluz
18103
18105
18102
18109
7115
7101
AL
702.3
18107
18115
18116
18115
18114
�8124 k
18125
ArOK
7211
..181S L'SW 18121
18128
18201
la2NDSTSW
18128
8204
11 .. 820
7015
182(Y3
18211
18211
8216
1%.
.
18219
18214
W
>
J82N RL.S.W.
18209�
i'821 i�
18222
GswAY
18229
18228
Q 18227
18228
1 �30 18225.
18 1 830
ez
7418
18301
18300
18233
18M2
Is 1831 18301
ISM3 7101 18300 22
8305
imool
12
ADDRESS CORRECTION:
1831
lea
1 1
1 0
183 "i
INCORRECT 18403 HOMEVIEW DR.
> 111325-
<
1&12(
7605
PL SIN
18323
18328
—
CORRECT' 18401 HOMEVIEW DR.
18330
7607
8325.
18402
18405i
18410
—
184
18403
18411
1 a
1 16
18417t
18400
18404
S.,
18420
18419
18428
185TH
ST
SW I
18414
la418
Pic
18502
0
1850�
18504
Fr:
W
,
18510
18509
is L18120
-1
ca
18513
18514
18432
18521
—
18601
18524
185TH
18525
PL:SW -
18 5�2
18519
111520
W 18515
>
as
111508
18512
111524
186104
852.8
18529
40
ISS30
18527
18528
18 529
w",
is 8
18605
18601
1869,2
18620
7230
18812
18609
18602\%
18603
las04
leam,
4
35
Power
St�jion
18616
Lij
18615
18510
-.3;
18611
18610
18607
1860i'
1 860g�
18530
18616
:18617
F�7mis
sale
18817
18606
IN
18620
(n
18621
18620
'891
18825
18622
)86 3�,
18614
18624
18625
1862
h
18625
1882
.%18830
8 28
1 ;62
;62
"1628
18629
1 630 2
NS
1 700 AV
1862
186
t
ismo
187T H RL
86U
18631 1870
1SL712 I \ 1.7
Sw
Lly nndcfle -Nirk
$.
T
S 91
R t�a'ti h
n
181107 -
is 0
7129 7123 7115 710 7101
fl.15
71110
—11
18808
18823�
6�01 Sal
I dtf FH PL SW
6807k
18829
4.
18900
is.
11c,
r r
0
Peiaioti 5ufld 5ervicco, Itic.
Enoirlecrino & Conetruction Manaoment Phone /Fax: (360) 793-9659
26119 -120th 5t. 5.E., Monroe, WA 98272 flaeor: (425) 359-2362
E-mail: rheide0premierl.net
February 26, 2001
Bob Lodwig
Lodwig Homes
13405 67th Ave W
Edmonds, WA 98026
(206) 240-1722 mbl
(425) 741-9707
Subject: City of Edmonds Plan Review #01-036
FEB 2 7 2001
DEVELOPMENT SEWCES CTR.
CITY OF EDMONDS
This is to confirm a conversation I had with Tricia Bennon the plan reviewer for this project.
Due to the unusual configuration of this house the analysis program could not handle the actual
configuration. As a result I had to make simplifying approximations in the layout. The computer output
reflects this simplified configuration. Due to this change I also had to model geometry changes with
added false beams.
The beams that are not on the plan or were not calculated are due to these modeling limitations. I
have supplied bl 4 calculation sheet which was inadvertently not printed. I have addressed bl 3 which
was over the allowable deflection on the cantilever by a note on that calculation sheet.
To eliminate confusion in reviewing this plan I have reviewed and wet stamped the plan. If you have
any further questions or I can be of any further assistance please call me at the above numbers.
Rick Heide, P.E.
President
a,
Lateral & Structural
Engineering
for a
New Residence
Bob Lodwig
Lodwig Homes
13405 67th Ave W
Edmonds, WA 98026
(425) 741-9707
Lateral Engineering
Beam Summary
Beam Computer Output
February 2, 2001
R E C E I NP E C._�
FEB - 5 Kj3i
DEVELOPMENT SERVIC,�;7��
CITY OF EDMON.LW
��T. �OfIWVA�_Tj
79
EXPIRES I I'l I IN
7y
Peolon 13061 5crvicco, Inc..
Erigincerino & Gonotruction Mana0erment 11hone /Fax: (560) 793-9659
25119 -120th 5t. 5.E., Monroe, WA 95272 flaeor: (425) 359-2362
E-Mail: rheide0prernierl. met
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Desi-qn
Build Services, Inc. (360-793-9659) - Shear Wall Schedule - Rev 4d - 09113/00
Sheathing
Wall Nailing
End studs - min.
Plate Nailing 16d
Top Plate A35
A.B. Spacing
Unblocked I
Blocked
GI-7
1/2" Sheetrock
5d wallboard @ 7"o.c.
1 - 2x4
I row @ 14"
3' - 6" oc
1/2' @ 6'
100
125
GI-4
1/2" Sheetrock
5d wallboard @ 4"o.c.
1 - 2x4
1 row@ I 1"
3'- 0" oc
1/2' @ 6'
125
150
G1-4+
5/8" Sheetrock
6d wallboard @ 4"o.c.
1 - 2x4
1 row @ 9"
2'- 6" oc
1/2' @ 6-
145
175.
G2-7
1/2" Sheetrock
5d wallboard @ 7"o.c.
I - 2x4
1 row @ 7"
11 - 9"oc
1/2" @ 6'
200
250
LRP
16" Lateral Restaint Panel - Max ratio 6:1 w/ min 4 x 12 Header:7-
600 Lb Total
2'-0" or wider Lateral Restaint Panel
1
600 /ft
Based on APA draft 156 dated June 17,1994 - Higher Values are allowed based on Hold-down design.
ALL WALLS BLOCKED
Edge Nailing
HF@16"oc
DF@16"oc
Si-6
7/16" OSB
8d @ 6"o.c. or 16g Staple @ 4"
2 - 2x4/1 - 2x6
1 row @ 7"
Z oc
1/2' @ 6'
215
260
S1-4
7/16" OSB
8d @ 4"o.c. or 16g staple @ 2.5"
2 - 2x4/2x6
1 row@ 5"
1 - 5"oc
1/2" @ 4'
310
380
S1-3
7/16" OSB
8d @ 3"o.c.
2 - 2x6/3 - 2x4
1 row @ 4"
1, -0" oc
5/8" @ i.-P
400
4901
S1-2
7/16" OSB
10d @ 2"o.c. in 3x studs
1 - DF#2 - 4x4
2 row @ 2.5"
8" oc;
5/8' @ 25-
630
770
S2-6
7/16" OSI3
8d @ 6"o.c. or 16g Staple @ 41'
3 - 2x4/2 - 2x6
1 row @ 3"
12" oc
5/8' @ 1.5-
430
520
S2-4
7/16" OSB
8d @ 4"o.c. or 16g staple @ 2.51'
4 - 2x4/3-2x6
2 row @ 5"
81 oc
5/8" @ 2.7'-
620
760
S23
116" OSB
8d @ 3"o.c. in 3x studs stgr jnts
4 - 2x6/1 - 4x4
2 row @ 3.5"
6" oc
5/8" @ 2-
800
980
/16"OSB
1 Od @ 2"o.c. in 3x studs stgr jnts
1 - DF#2 - 4x6
2 row 0 2"
1 4" oc
1 5/8' @ 1.3'--
12601
1540
Hold Down Schedule - Simpson or Equal
Unit Shears wio DL Unit Shears w/ DL
HD 8'Wall HO 9'Wall HD w /I story HD w/ 2 stories
Tension
35
A35 - Detail 4 In Simpson Catalog
430
1 lb @1.33
HI
H1 - Truss to top plate lateral
398
lb @1.33
H022
HPAHD22 - 6"wall @ outside comer
164
146
264
364
1315
lb @1.33-
HD22
HPAHD22 - 8" wall @ outside comer
254
226
354
454
2030
lb @1.33-
HD22
HPAHD22 - 6"wall min 8"from Comer
398
353
498
598
3180
lb @1.33-
H022
HPAHD22 - 8"wall min 8"frorn Comer
521
463
621
721
4170
lb @1.33-
STHD10
STHD10/STHD10RJ - 6"wall @ 1.5"f.outside com
295
262
395
495
2362
lb @1.33
STHD10
STHDI 0/STHD1 ORJ - 8* wall @ 1.5" f. outside corn
306
272
406
506
2452
lb @1.33
STHD10
STHD101STHD10RJ - 6"wall @ 10"from comer
326
290
426
526
2612
lb @1.33
STHD10
STHDI 01STHD1 ORJ - 8" wall @ 10" from comer
382
339
482
582
3055
lb @1.33
STHD14
STHD14/STHD14RJ - 6"wall @ 1.5"f.outside com
440
391
540
640
3522
lb @1.33
STHD14
STH014/STHD14RJ - 8"wall @ 1.5"f. outside com
454
404
554
654
3633
1 lb @1.33
STHD14
STHD14/STHD14RJ - 6"wall @ 14"from comer
493
438
593
693
3940
lb @1.33
STHD14
STHD14/STHD14RJ - 8"wall @ 14"frorn comer
593
527
693
793
4744
lb @1.33
HTT22
HTT22 w/ 5/8" x 12" M.B. or SSTB24
538
478
638
738
4305
lb @1.33
PHD8
PHD8 w/ 7/8" SSTB28
730
649
830
930
5838
lb @1.33
ST24
ST 6224 to joist - MST 37 w/ rim
215
191
315
415
1722
lb @1.33
ST36
ST 6236 to joist - MST 48 w/ rim
341
303
441
541
2731
lb @1.33
ST60
MST60 @ rim
511
455
611
711
4092
lb @1.33
ST72
MST72 @ rim
595
528
695
795
4756
lb @1.33
Notes: Based on 1997 UBC and Industry Standards assume HF for wood material u.n.o..
Toenail use @ rim to top plate requires 20% more nails than plate nailing values given @ top plate. Toenails @ Gl-7/4 only
G values are to be reduced by 50% for Seismic. Per 2513.4 H:W ratio 2:1 max All wall secdons w/H:W ratio of 1.51 to be blocked.
Anchor Bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts aammed). Min. embedment length to be 12". (97UBC; 1923.3 calculation.)
Rebar is to be within 2" above and to the side of the head of the bolt and Simpson Strap Hold-downs.
Gypsum Wall nailing is for all supporting members & wall to be unblocked unless noted otherwise. All OSB/Plywd walls to have field nailing @ 12" o.c. min.
*A35 @ top plate only required if Rim joist is flush with Sheathing or @ interior wall & not toe -nailed.
HD22 @ Rim Joist - 2x6 - 2,208#, 2xl 0 - 1,840#, 2xl 2 - 1,472# - compare to above & use lowest value
*** 3x Plates are required. Note mudsill shear can be different than the wall above, see calculation summary sheet.
All walls with shears over 350#/ft require 3x studs or blocking at panel joints.
All anchor bolt spacing between 350#/ft and 600#/ft has been reduced by 50% to allow use of 2x plate. If 3x plate Is used bolt spacing can be doubled
in these cases.
I pa
-VARIES (SEE PLAN)
1911, MIN.
2X4 TOP PLATE
GAR-46E DOOR HDR.
('SEE PLAN FOR SIZE)
A-Y-m MitV
NAIL 0.6B. TO HDR. AS
NOTED IBELOW
2-2x4 STUDS -NAIL O-SB.
TO EA. STUD (SEE 5ELOW
NAIL* ALL PLTS., HORS,
+
x
STUDS W/ ad 0 31, O.C. Typ
E
2-2x4 AT ANY 0.5B. JOINT
1AW, ozz.
STViDl+ TIEANCHOR(NAIL
TO BOARD FORM. 5END Up'
AFTER CONCRETE CURES-)
USE 3i5-1(ocl NAILS EACH
2-2X4 PLATES, NAIL SHTG.
TO EA. PLATE
ANC14OR 5OLTS W. MIN 7
IMISEDMENT (SEE 614R. WALL
5CHED, FOR SIZE 4 SPACING)
CONTINUOUS FOOTING
LATERAL RE,5TRAl.NT PANEL llLRFll'
N.T.S.
a
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
lodwigrlmwa WoodWorks@ Sizer 97c Feb. 2, 2001 13:28:24
Concept Mode: Beam View Floor 2: 10,
VI
b2
3- L
45'-6"
7
41'
C
38'-6"
-'bl' 'b9_
n
2- 36'
17.1
32'-6"
34'
13-- -b 4.
b13
j �! ! i : i : i
0
36'
------ �W g k - 28'
26'
4:
23'
22'
20'
18,
-b4
WN&
:b5
8-- -b6- - - - - —"--b7- 2'
0,
A r- 0 G H P �L�.) N OR M
01
-6" 30' 36, 42' 48' 53' �- 7' 6 73' - 6 73' 77' 85,
1 6" 6 38'-6" 44' 54 76-6"
A x_ - 0 �� (Axi o v AQ�
G-U(� - q_4 �- - %j 4
f) L - (S-
LL - 4--)
,�L__ 7-sfJ
Deolon build 5ervicce , Inc.
Engineering & Gorietruction Manaocmerit flhonc /Fax: (360) 793-9659
28119 -120th 9t. 5.E., Momroc, WA 98272 Pagcr (425) 290-0766
E-Mail: rhclac@premicr1.nct
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
lodwigrlmwa WoodWorks@ Sizer 97c Feb. 2, 2001 13:29:02
Concept Mode: Beam View Roof: 18'
3 45'-6"
14-
41'
30'.6"
..... 36'
34'
17--
32'-6"
b4O
16-L.
28'
b
6--
26'
9__ b] .6�J17 20'
-b18
7
___ 7: - __ 'i I n
b39
b 2
b25
8-
A 8 1 C
F_ 0 G H P C_
0, 8.
18, 26'-6" Y 42' 4' , 73' 77'
38'-6" 44' 64 75'.6"
Dcoion build 5crvicco , Inc.
Emoincerino & Conotruction Mama0emerit Phone /Fax: (360) 793-9659
2&119 - 120th 5t. S.E., Monroe, WA 98272 Pa0er. (425) 290-07(o-&
E-Mail: rheWa9prcmiertmet
81
2'
0,
F-1 I WoodWorks@ Sizer s i0fWARE FOR WOOD DESIGN
blr.wbc WoodftrksS Sizer 97c Feb. 2, 2001 13:26:64
COM ANy PROJECT
Design Build Servipces, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
M nroe WA 90272 Edmonds, WA
3060-79;_9659
DESIGN CHECK NDS-1997
Beam DESIGN DATA:
---------------------------------------------------------------------------
material: Glulam Simple
I e .1 upport: Top;oFull Bottom- @Supports
t:t.11 le:,Ih : 26. Eft)
Load Combinations: ICBO-UBC
---------- I -----------------------------------------
7-N-PU-T--LOADS: (force -kips, pressure-psf, udl-plf, location-ft)
>>Self -weight automatically included<<
--------- 77 - --------------------------------------------------
--- --- ; a .7:tr7ution Magnitude Loca Pattern
Loa; I yp i start End S tart tion End Load
----- i -------- -------------- ----------------- ----------------- --------
1 Dead Part ial UDL 136.03 136.03 3.50 15.50 No
2 Rf.Live Partial UDL 200 .00 200.00 3.50 15.50 No
3 Dead '.rtial UDL 136.03 136.03 15.50 26.50 No
4 Rf.Live Pa I tial UDL 200.00 200.00 15.50 26.50 No
5 Dead Point 0.60 3.50 No
6 Rf.Live Point 0.80 3.50 No
7 Dead Partial UDL 77.38 77.38 0.00 9.50 No
8 Live Partial UDL 119.75 118.75 0.00 9.50 No
9 Dead Partial UDL 77.38 77.38 9.50 15.50 No
10 Live Parti al UDL 1 18.75 1 18.75 9.50 15.50 N
11 Dead Partial UDL 77.38 7 7 ' 38 1 5.50 26.50 No
12 Live Partial UDL 118.75 118.75 15.50 26.50 No
13 Dead Partial UDL 84.69 84.69 15.50 26.50 No
14 Live Partial UDL 200.00 200.00 15.50 26.50 No
15 De ad Trapezoidal 0.00 84.69 3.50 9.50 No
16 Live Trapezoidal 0.00 200.00 3.50 9.50 No
17 Dtad Partial UDL 84.69 84.069 :.50 15.50 N
L ve Partial UDL 20..00 0. 0 .50 15.50 No
11: Dead Point 0.85 3.50 No
20 Rf.Live Point 0.80 3.50 No
21 Dead Point 0.19 3.50 No
22 Live Point 0.40 3.50 No
23 Dead Full UDL 80.00 No
-----------------------------------------------------------------------
MAXIMUM REACTIONS and BEARING LENGTHS (force -kips, length -in)
----------------------------------------------------------------------
26.5 ft
----------
---------- -------------------
Dead 5.87 5.48
Live 6.82 6.92
Total 12.69 12.41
B.Length 3.8 3.7
DESIGN SECTION: VG West.DF, 24F-V4, 5.125x22.5 @27.389 plf
Thi . section PASSES the design code check.
###########################################################################
-------------------- - -------------------------------
SECTION vs. DESIGN CODE (stress -psi, deflection -in)
7- - - --------- -------------------------------------------------------
.7t;7n I Analysis Value I Design Value I Analysis/Design I
-------------- I ---------------- I ---------------- I ------------------
Shear fv @d - 158 Fv' - 218 fv/Fv' - 0.72
Bending(+) fb - 2308 Fb' - 2532 fb/Fb' - 0.91
Live Defl'n 0.67 - L/475 0.88 - L/360 0.76
Total Defl'n 1.48 - L/215 1.77 - 1,1180 0.84
---------------------------------------------------------------------
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb I +- 2400 1.15 1.00 1.00 1.000 1.00 0.917 1.00 1.00
Fv- - 190 1.15 1.00 1.00
Fcp'- 650 1.00 1.00
E. - 1.8 million 1.00 1.00
ADDITIONAL DATA
I1- 7777-7777-7 ! ------------------------------------------------
_; D+L, M - 83.16 kip-ft
B;. ing(+): LC# 2
Shear : LC# 2 - D+L, V -12.69, V@d -12.12 kips
Deflection: LC# 2 - D+L
Total Deflection - 1.50(Defln-dead) + Defln_Live.
(D-dead L-live S-snow W-wind I -impact C-construction)
-- - - --------------------------------------------------------------
D.;I;;'NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd - actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
Of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b3.wbc WoodWorksS Sizer 97c
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK NDS-1997
Beam DESIGN DATA:
---------------- -------
material: Glulam Simple
lateral support: Top- Full Bottom- Full
total length: 11.00 [ft]
Load Combinations: ICBO-UBC
INPUT LOADS:
(force -kips, pressure-psf,
udl=plf,
location=ft)
------ -------
>>Self -weight automatically included<<
== ------ = ---- === ------ = ----- =-== ---- -==-_--!_-_==-
Load I Type
I Distribution I
Magnitude I
Location I
Pattern
I
Start
End I
Start End I
Load
1 Dead
-------------- I
Partial UDL
-----------------
9.69
I
9.69
-----------------
2.00 11.00
--------
No
2 Live
Partial UDL
200.00
200.00
2.00 11.00
No
3 Dead
Partial UDL
9.69
9.69
0.00 2.00
No
4 Live
Partial UDL
200.00
200.00
0.00 2.00
No
5 Dead
Full UDL
9.69
No
6 Live
Full UDL
200.00
No
--- ------------------ = -----------
MAXIMUM REACTIONS and BEARING
== -----
LENGTHS
= --------
(force -kips, length=in)
--------
---------- =__
1
11.6 ft
----
= ---- == ------
---------- -------------------
Dead 1
0.17 0.17
Live 1
2.20 2.20
Total 1
2.37 2.37
B.Length 1
1.0 1.0
################################################################0##########
DESIGN SECTION: VG West.DF, 24F-V4, 5.125x9 @10.956 plf
This section PASSES the design code check.
####################################O###########################�##########
SECTION vs. DESIGN CODE (stress -psi, deflection=in)
Criterion I Analysis Value I Design Value I Analysis/Desigrt
Shear
fv @d
= 66
Fv' -
190
fv/Fv' =
0.2.5
Bending (+)
fb
- 1129
Fb' -
2400
fb/Fbl -
0.47
Live Defl'n
0.24
= L/561
0.37 -
L/360
0.64
Total Defl'n
0.26
= L/504
0.73 -
L/180
0._�.6
---------------
FACTORS: F
CD
-------
CM Ct
CL
CF
CV Cfu
Cr
LC#
=== == ------------
Fbl+- 2400
1.00
1.00 1.00
-----------
1.000
1.00
1.000 1.00
----------
3.00
2
Fv' - 190
1.00
1.00 1.00
2
Fcpl- 650
1.00 1.00
-
E' - 1.8
million
1.00 1.00
2
ADDITIONAL DATA
_;;_n;_i_ng_(+__)_:__LC_#_2 ------ D+--L-,-M==-= --- 67_17777t ----- =_===__1_= -------
Shear : LC# 2 - D+L, V = 2.37, V@d = 2.04 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln - dead) + Defln-Live.
(D-dead L-live S=snow W-wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of' Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
Jan. 29,2001 il:08:16
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b4.wbc WoodWorksO Sizer 97c Jan. 29,2001 11:07:12
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 1 Edmonds, WA
360-793-9659 1
DESIGN CHECK - NDS-1997
Beam DESIGN DATA:
material: Glulam Simple
lateral support: Top= Full Bottom= @Supports
total length: 9.00 [ft]
Load Combinations: ICBO-UBC
7-NP=U=T=-L=O-A=D-S-:==(-f=o=r=ce==-=k=i�p=s,===p=r=e-s=s-u=r-e--=p=s=f,-==u-d=1===pl=-f,=-=l-o=c=a=t=i=o�n=-=f�t)====.,2==---
>>Self-weight automatically included<<
Zo77-y-pe ---- 1--Di-s-t=ri=-bu==t�i=o=n==I=====M=ag-n=it-=u-d-e--===i=====L=o=c=at�i-=on=-�===:=I==P=a-t-te=-r=n-
I Start End I Start End I Load
-------------- I ----------------- I ----------------- --------
1 Dead Partial UDL 17.30 17.30 0.00 4.00 No
2 Live Partial UDL 280.00 280.00 0.00 4.00 No
3 Dead Full UDL 9.69 No
4 Live Full UDL 200.00 No
5 Dead Partial UDL 17.30 17.30 4.00 9.00 No
6 Live Partial UDL 280.00 280.00 4.00 9.00 No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
-------------------------- = -----------------
1 9.0 ft
---------- -------------------
Dead 1 0.15 0.15
Live 2.16 2.16
Total 2.31 2.31
B.Length 1 1.1 1.1
DESIGN SECTION: VG West.DF, 24F-V4, 3.125x9 @ 6.680 plf
This section PASSES the design code check.
################################################################0##########
;7T7;Nv;___DE_S_I_GN --- C-0-D�E==-=(=st=-r=e-ss--=-p-s,i,---d-e-f-l-e-c-t-i-o-n---in-)--===-=�=-===2=-=-= ---
--- == --------- = ------------ = ---- =:= ------
7777.7 --- I Analysis Value I Design Value I Analysis/Desigr, I
----------------- I ---------------- I ------------------
Shear fv @d = 103 Fv' = 190 fv/Fv' = 0.54
Bending(+) fb = 1479 Fb' = 2400 fb/Fb' = 0.(;2
Live Defl'n 0.21 - L/520 0.30 - L/360 0.0
Total Defl'n 0.23 - L/471 0.60 - L/180 0.�B
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
------------ _ ---------------------
Fbl+- 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' - 190 1.00 1.00 1.00 2
Fcpl- 650 1.00 1.00 -
E' - 1.8 million 1.00 1.00 2
ADDITIONAL DATA
-------------- =____== --------------------------- --------
Bending(+): LC# 2 - D+L, M - 5.20 kip-ft
Shear : LC# 2 = D+L, V - 2.31, V@d - 1.93 kips
Deflection: LC# 2 = D+L
Total Deflection - 1.50(Defln dead) + Defln Live.
(D=dead L-live S-snow W-wind I -impact C-construction)
;;;7ZN N
=i--;7;;;;--ve-r-i-f-y--t-h-a=t==t-h=e-=d-e�f=a-u-lt===de-f-l-e-c-t=io-=n-=li--m-i-t=s=�a=r�e==a=p=p=r=o=p=ri,-a=t=e-=--==-
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of' Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
of NOS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
bS.wbc WoodWorksO Sizer 97c Jan. 29, 2001 11:04:20
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Joist DESIGN DATA:
material: Lumber -soft @ 16.0 [in] spacing
lateral support: Top= Full Bottom-- @Supports
total length: 6.00 (ft]
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
------------
Load
I Type
I Distribution I
Magnitude I
Location
I
Pattern
I
Start End I
Start
End I
Load
1
Dead
-------------- I
Partial UDL
----------------- I -----------------
17.30 17.30
0.00
2.00
I --------
No
2
Live
Partial UDL
280.00 280.00
0.00
2.00
No
3
Dead
Partial UDL
17.30 17.30
2.00
6.00
No
4
Live
Partial UDL
280.00 280.00
2.00
6.00
No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
6.0 ft
---------- -------------------
Dead 1
0.07
0.07
Live 1
0.84
0.84
Total 1
0.91
0.91
B.Length 1
1.0
1.0
###########################################################################
DESIGN SECTION: D.Fir-L, No.2, 4x10 @ 7.690 plf
This section PASSES the design code check.
###########################################################################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion
I Analysis Value I
Design
Value
I Analysis/Design I
--------------
Shear
I ----------------
fv @d
I ----------------
= 32
Fv' =
95
------------------
fv/Fv' =
0.33
Bending(+)
fb
= 330
Fb' =
1242
fb/Fb' =
0.27
Live Defl'n
0.02
= <L/999
0.20 =
L/360
0.11
Total Defl1n
0.03
= <L/999
0.40 =
L/180
0.06
FACTORS: F
CD
CM Ct
------------
CL
CF
CV Cfu
Cr
LC#
Fbl+= 900
1.00
1.00 1.00
1.000
1.20
1.000 1.00
1.15
2
Fv' = 95
1.00
1.00 1.00
(CH = 1.000)
2
Fcp'= 625
1.00 1.00
-
E' = 1.6 million
1.00 1.00
2
ADDITIONAL DATA
Bending(+): LC# 2 = D+L, M = 1.37 kip-ft
Shear : LC# 2 = D+L, V = 0.91, V@d = 0.68 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln - dead) + Defln-Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
0 0.
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b6.wbc WoodWorksO Sizer 97c
COMPANY PROJE
Design Build Services, Inc Bob Lodwig
28119- 120th St * SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Beam DESIGN DATA:
material: Glulam Simple
lateral support: Top= Full Bottom-- @Supports
total length: 16.50 (ft]
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically
included<<
Load I Type
I Distribution I
Magnitude I
Location I
Pattern
I
Start
End I
Start End I
Load
1 Dead
-------------- I
Partial UDL
-----------------
38.41
I -----------------
38.41
6.50 16.50
--------
No
2 Live
Partial UDL
287.50
287.50
6.50 16.50
No
3 Dead
Point
0.17
6.50
No
4 Live
Point
1.15
6.50
No
MAXIMUM REACTIONS and BEARING
LENGTHS
(force=kips, length=in)
------------
16.5 ft
A
---------- -------------------
Dead
0.30 0.42
Live
1.57 2.46
Total
1.87 2.87
B.Length
1.0 1.4
###########################################################################
DESIGN SECTION: VG West.DF, 24F-V4, 3.125xl3.5 @10.020 plf
This section PASSES the design code check.
###########################################################################
- - ------------ -------
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion J Analysis Value I Design Value I Analysis/DeSign I
-------------- I ---------------- I ---------------- I ------------------
Shear fv @d = 87 Fv' = 190 fv/Fv' = 0.46
Bending(+) fb = 1555 Fb' = 2400 fb/Fb' = 0.65
Live Defl'n 0.43 = L/462 0.55 = L/360 0.78
Total Defl'n 0.54 = L/367 1.10 = L/180 0.49
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 190 1.00 1.00 1.00 2
Fcp'= 650 1.00 1.00 -
E' 1.8 million 1.00 1.00 2
ADDITIONAL DATA
Bending(+): LC# 2 = D+L, M = 12.30 kip-ft
Shear : LC# 2 = D+L, V = 2.79, V@d = 2.44 kips
Deflection: LC# 2 = D+L
Total Deflection 1.50(Defln-dead) + Defln - Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
Jan. 29, 2001 10:59:46
0 0
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
F-1 I
b7 WoodWorks@ Sizer 97c
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Joist DESIGN DATA:
---- -------
material: . Lumber -soft @ 16.0 (in] spacing
lateral support: Top- Full Bottom-- @Supports
total length: 8.50 (ft)
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
--------------
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- I ----------------- I ----------------- I --------
1 Dead Full UDL 38.41 No,
2 Live Full UDL 287.50 No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
8.5 ft
---------- -------------------
Dead 1 0.20 0.20
Live 1 1.22 1.22
Total 1 1.42 1.42
B.Length 1 1.0 1.0
###########################################################################
DESIGN SECTION: D.Fir-L, No.2, 4x12 @ 9.352 plf
This section PASSES the design code check.
###########################################################################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion I Analysis Value I Design Value I Analysis/Design
Shear
fv @d
= 42
Fv' =
95
fv/Fv' =
0.45
Bending(+)
fb
= 492
Fb' =
1138
fb/Fb' =
0.43
Live Deflln
0.05
= <L/999
0.28 =
L/360
0.18
Total Deflln
0.06
= <L/999
0.57 =
L/180
0.11
-----
FACTORS: F
- -----
CD
------
CM Ct
CL
CF
CV Cfu
Cr
LC#
Fbl+= 900
1.00
1.00 1.00
1.000
1.10
1.000. 1.00
1.15
2
Fv' = 95
1.00
1.00 1.00
(CH = 1.000)
2
Fcp'= 625
1.00 1.00
-
E' = 1.6 million
1.00 1.00
2
ADDITIONAL DATA
- ---------- --
Bending(+): LC# 2 = D+L, M = 3.03 kip-ft
Shear : LC# 2 = D+L, V = 1.42, V@d = 1.11 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln - dead) + Defln-Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
Jan. 29, 2001 11:00:21
0
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b9.wbc WoodWorks@ Sizer 97c
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Beam
DESIGN DATA:
material: Glulam Simple
lateral support: Top= Full Bottom= @Supports
total length: 10.50 (ft]
Load Combinations: ICBO-UBC
INPUT
------- - ---
LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
Load
I Type I Distribution I Magnitude Location I
Pattern
I Start End I Start End I
Load
--------
1
-------------- I ----------------- I ----------------- I
Dead Full UDL 32.15
No
2
Live Full UDL 427.81
No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, lencrth=in)
1
I
10.5
=_ ==
ft
IA
----------
Dead
-------------------
0.20
0.20
Live
2.25
2.25
Total 1
2.45
2.45
B.Length 1
1.2
1.2
########################################################0##################
DESIGN SECTION: VG West.DF, 24F-V4, 3.125x9 @ 6.680 plf
This section PASSES the design code check.
###########################################################################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion I Analysis Value
Design Value I Analysis/Design
-------------- I
Shear
----------------
fv @d
I ----------------
= 112
Fv' =
190
------------------
fv/F,,,' =
0.59
Bending(+)
fb
= 1829
Fb' =
2400
fb/Fb' =
0.76
Live Deflln
0.34
= L/367
0.35 =
L/360
0.98
Total Defl'n
0.39
= L/323
0.70 =
L/180
0.56
FACTORS: F
CD
CM Ct
CL
CF
CV Cfu
Cr
LC#
---- -- - -------
Fb'+= 2400
----
1.00
1.00 1.00
1.000
1.00
1.000 1.00
1.00
2
Fv' = 190
1.00
1.00 1.00
2
Fcp'= 650
1.00 1.00
-
E' 1.8 million
1.00 1.00
2
ADDITIONAL DATA
Bending(+): LC# 2 = D+L, M = 6.43 kip-ft
Shear : LC# 2 = D+L, V = 2.45, V@d = 2.10 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln - dead) + Defln-Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam. Beams shall be laterally supported according to the provisions
of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
Jan. 29, 2001 11:14:06
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
F-1 I I
bl2.wbc WoodWorks@ Sizer 97c Jan. 29, 2001 11:05:30
COMPANY PROJE
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Joist DESIGN DATA:
material: Lumber -soft @ 16.0 (in] spacing
lateral support: Top= Full Bottom-- @Supports
total length: 4.00 [ft)
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
Load
I Type I
Distribution I
Magnitude I
Location I
Pattern
I
Start End I
Start End I
Load
--------
1
Dead
-------------- I
Point
----------------- I -----------------
0.70
I
1.00
No
2
Rf.Live
Point
0.72
1.00
No
3
Dead
Partial UDL
117.27 117.27
0.00 1.00
No
4
Rf.Live
Partial UDL
159.85 159.85
0.00 1.00
No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, lencfth=in)
A
4.0 ft
---------- -------------------
Dead
0.65
0.21
Live
0.68
0.20
Total
1.33
0.41
B.Length
1.0
1.0
########################################################0##################
DESIGN SECTION: D.Fir-L, No.2, 4x10 @ 7.690 plf
This section PASSES the design code check.
########################################################0##################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion
I Analysis Value I
Design
value
I Analysis/Design I
--------------
Shear
I ----------------
fv @d
I ----------------
= 51
Fv' =
109
------------------
fv/Fv' =
0.47
Bending(+)
fb
= 285
Fb' =
1428
fb/Fb' =
0.20
Live Deflln
0.00
= <L/999
0.13 =
L/360
0.03
Total Deflln
0.01
= <L/999
0.27 =
L/180
0.03
FACTORS: F
CD
CM Ct
CL
CF
CV Cfu
Cr
LC#
Fb'+= 900
1.15
1.00 1.00
1.000
1.20
1.000 1.00
1.15
2
Fv' = 95
1.15
1.00 1.00
(CH = 1.000)
2
Fcp'= 625
1.00 1.00
-
E' = 1.6 million
1.00 1.00
2
ADDITIONAL DATA
Bending(+): LC# 2 = D+L, M = 1. 19 kip-f t
Shear : LC# 2 = D+L, V = 1.33, V@d = 1.11 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln - dead) + Defln-Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
0 0
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN I
bl3.wbc WoodWorksS Sizer 97c Jan. 29,2001 il:13:26
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe , WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Beam DESIGN DATA:
material: Lumber n-ply
1 ateral support: Top- Full Bottom= @Supports
total length: 18.50 [ft)
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
-- --------
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- I ----------------- I ----------------- I --------
1 Dead Point 1.07 0.00 No
2 Rf.Live Point 1.27 0.00 No
-------- == ---- ----- == ---------------------
MAXIMUM REACTIONS and BEARING LENGTHS (force -kips, length=in)
1 2.5 16.0 ft
7 ------------------
Uplift 1 0.30
Dead 1 1.32
Live 1 1.47
Total 1 2.79
B.Length 1 1.5
################################################################t##########
DESIGN SECTION: Hem -Fir, No.2, 2xlO 3-Plys @ 8.598 plf
#### WARNING: Member length exceeds typical stock length of 18.0 (ft]
#### WARNING: This section violates the following design criteria:
#### Deflection
################################################################t:##########
SECTION vs. DESIGN CODE (stress -psi, deflection -in)
6C 11.1t -
. aJL
C
c.*&A
�'-' ( " . It 'r__L J
Criterion
I Analysis Value I
Design
Value
I Analysis/Design I
--------------
Shear
I ---------------- I
fv @d = 84
----------------
Fv' -
86
I ------------------
fv/Fv' =
0.98
ws.Ak t%X%A-
Bending(-)
fb = 1098
Fb' -
1205
fb/Fbl =
0.91
Live Defl'n
0.22 - L/136
0.17 -
L/180
1.22
Total Defl'n
0.47 - L/63
0.33 -
L/90
1.�2
Ld
- -------------
(a cantilever span governs
=_=====_== -------------
deflection)
FACTORS: F
CD CM Ct
CL
CF
CV Cfu
Cr
LC#
Fb:-: 850 1.15 1.00 1.00 0.975 1.10 1.000 1.00 1.15 2
Fv 75 1.15 1.00 1.00 (CH = 1.000) 2
Fcpl- 405 1.00 1.00
E' - 1.3 million 1.00 1.00, 2
ADDITIONAL DATA
-------- = ---- --------------- ======== --------
Bending(-): LC# 2 = D+L, M = 5.87 kip-ft
Shear : LC# 2 - D+L, V - 2.34, V@d - 2.34 kips
Deflection: LC# 2 - D+L
Total Deflection 1.50(Defln - dead) + Defln-Live.
(D-dead L-live S=snow W=wind I=impact C-construction)
- ---------- ------- == ----------- === ------ = --------------- : ----------
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requireE
that normal grading provisions be extended to the middle 2/3 of
2 span beams and to the full length of cantilevers and other spans.
3. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous
member (that is, no butt joints are present) fastened togethEir
securely at intervals not exceeding 4 times the depth and that
each ply is equally top -loaded. Where beams are side -loaded,
special fastening details may be required.
0%A___CN_ 4-114)
i (X_ ke &.,
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN j I
biS.wbc WoodWorkslD Sizer 97c Jan. 29,2001 11:20:14
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St . SE 183xx Homeview Drive
Monroe, WA 98272 1 Edmonds, WA
360-793-9659 1
DESIGN CHECK NDS-1997
Beam DESIGN DATA:
------ ------
--------------------------- =-=
material: Glulam Simple
1 ateral support: Top- Full Bottom- Full
total length: 10.50 (ft]
Load Combinations: ICBO-UBC
7-NP-U-T-=L=O-A-D-S�:-(-f-o-r-ce-=-=k=i=p=s,===p=r=es-s-=u=r-e==-p=s=f,--=u-d-l==-p-l-f,---l-o-c-a=t�i=o�n===ft=)====,2===-=--=--
>>Self-weight automatically included<<
D7;;=ribution I Magnitude Location
Loa; I yp I I
I Pattern
I Start End I Start End
I Load
-------------- I ----------------- I -----------------
1 Dead Partial UDL 146.02 146.02 0.00 1.00
--------
No
2 Rf.Live Partial UDL 199.05 199.05 0.00 1.00
No
3 Dead Partial UDL 221.36 221.36 4.00 10.50
No
4 Rf ' Live Partial UDL 281.25 281.25 4.00 10.50
No
5 Dead Point 3.64 1.00
No
6 Rf . Live Point 3.57 1.00
No
7 Dead Point 3.55 4.00
No
8 Rf.Live Point 3.41 4.00
No
----- = ------ _==== --------------------
MAXIMUM REACTIONS and BEARING LENGTHS (force -kips, length=in)
-------------------------- = ---------- -------------- -
10.5 ft
---------- -------------------
Dead 6.16 2..78
Live 1 6.09 2.91
Total 1 12.25 5.69
B.Length 1 3.7 1.7
DESIGN SECTION: VG West.DF, 24F-V4, 5.125xl2 @14.608 plf
This section PASSES the design code check.
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
----- - ----
Criterion I Analysis Value I Design Value I Analysis/Desigr,
-------------- I ---------------- I ---------------- I ------------------
Shear fv @d = 125 Fv' = 218 fv/Fv' = 0.57
Bending(+) fb - 2543 Fb' - 2760 fb/Fbl - 0.92
Live Defl'n 0.17 = L/737 0.35 = L/360 0.49
Total Deflln 0.43 - L/295 0.70 = L/180 0.61
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+- 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' - 190 1.15 1.00 1.00 2
Fcp'- 650 1.00 1.00 -
El - 1.8 million 1.00 1.00 2
ADDITIONAL DATA
Shear LC# 2 - D+L, V = 5.61, V@d - 5.13 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln dead) + Defln Live.
(D=dead L-live S=snow W-wind I -impact C-construction)
DESIGN NOTES:
Please verify that the default deflection limits are appropriate
for your application.
GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
GLULAM: bxd - actual breadth x actual depth.
Glulam Beams shall be laterally supported according to the provisions
of NDS Clause 3.3.3.
GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
1 0 0
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
M.wbc WoodWorks@ Sizer 97c
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183XX Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Joist DESIGN DATA:
material: Lumber -soft @ 16.0 [in] spacing
lateral support: Top= Full Bottom= Full
total length: 6.00 [ftj
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
------------
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- I ----------------- I ------------------ I --------
Dead Full UDL 214.10 No
Rf.Live Full UDL 291.84 No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, lencrth=in)
6.0 ft
---------- I
Dead 1
-------------------
0.67
0.67
Live 1
0.88
0.88
Total 1
1.54
1.54
B.Length 1
1.0
1.0
########################################################P##################
DESIGN SECTION: D.Fir-L, No.2, 4x10 @ 7.690 plf
This section PASSES the design code check.
########################################################P##################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion I Analysis Value I Design Value I Analysis/Design I
-------------- I ---------------- I ---------------- I ------------------
Shear fv @d = 53 Fv' = 109 fv/Fv' = 0.49
Bending(+) fb = 556 Fb' = 1428 fb/Fb' = 0.39
Live Defl'n 0.02 = <L/999 0.20 = L/360 0.12
Total Deflln 0.05 = <L/999 0.40 = L/180 0.12
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2
Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2
Fcp'= 625 1.00 1.00 -
E' 1.6 million 1.00 1.00 2
ADDITIONAL DATA
Bending(+): LC# 2 = D+L, M = 2.31 kip-ft
Shear : LC# 2 = D+L, V = 1.54, V@d = 1.14 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln-dead) + Defln-Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
Jan. 29, 2001 11:21:06
0 0
F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b25.wbc WoodWorks@ Sizer 97c Feb. 2, 2001 12:09:48
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK NDS-1997
Joist DESIGN DATA:
material: Lumber -soft @ 16.0 (in] spacing
lateral support: Top= Full Bottom= Full
total length: 6.00 (ft]
repetitive factor: applied where permitted(refer to online
help)
Load Combinations: ICBO-UBC
- -- - -------- -
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
Load I Type I Distribution' Magnitude I Location
Pattern
Start End I Start End I
Load
--------
-------------- ----------------- I -----------------
1 Dead Full UDL 159.72
No
2 Rf.Live Full UDL 225.00
No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
6.0 ft
A
---------- -------------------
Dead 0.50 0.50
Live 0.67 0.67
Total 1.18 1.18
B.Length 1.0 1.0
###########################################################################
DESIGN SECTION: D.Fir-L, No.2, 4xlO @ 7.690 plf
This section PASSES the design code check.
###########################################################################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion I Analysis Value
Design Value I Analysis/Design
Shear fv @d = 41 Fv' = 109 fv/Fv' =
0.37
Bending(+) fb = 425 Fb1 = 1428 fb/Fb1 =
0.30
Live Defl'n 0.02 = <L/999 0.20 = L/360
0.09
Total Defl'n 0.04 = <L/999 0.40 = L/180
0.09
FACTORS: F CD CM Ct CL CF CV Cfu
Cr
LC#
Fb'+= 900 1 ' 15 1.00 1.00 1.000 1.20 1.000 1.00
1.15
2
Fv1 = 95 1.15 1.00 1.00 (CH 1.000)
2
Fcp'= 625 1.00 1.00
-
E' 1.6 million 1.00 1.00
2
ADDITIONAL DATA
----- - -----
----------------
Bending(+): LC# 2 = D+L, M = 1.77 kip-ft
Shear : LC# 2 = D+L, V = 1.18, V@d = 0.87 kips
Deflection: LC# 2 = D+L
Total Deflection = 1.50(Defln dead) + Defln-Live.
-
(D=dead L=live S=snow W--wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported
according
to
the provisions of NDS Clause 4.4.1.
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
F-11 I
b29.wbc WoodWorksO Sizer 97c Jan. 29, 2001 10:56:24
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe , WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Joist DESIGN DATA:
----------------- --------------------
material: Lumber -soft @ 16.0 (in] spacing
lateral s upport: Top- Full Bottom- @Supports
total length: 9.50 [ftj
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
INPUT LOADS: (force -kips, pressure-psf, udl-plf, location-ft)
>>Self -weight automatically included<<
--------- ----------- = --------------- = ---------------- --------
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- I ----------------- I ----------------- I --------
1 Dead Partial UDL 51.61 51.61 1.50 9.50 No
2 Live Partial UDL 180.00 180.00 1.50 9.50 No
3 Dead Partial UDL 51.61 51.61 0.00 1.50 No
4 Live Partial UDL 180.00 180.00 0.00 1.50 No
5 Dead Partial UDL 51.61 51.61 0.00 1.50 No
6 Live Partial UDL 180.00 180.00 0.00 1.50 No
7 Dead Partial UDL 51.61 51.61 1.50 9.50 No
8 Live Partial UDL 180.00 180.00 1.50 9.50 No
---------------------------------------------------------------------------
MAXIMUM REACTIONS and BEARING LENGTHS (force -kips, length=in)
--------------------
==== -------------------------------------------------
1 9.5 ft
---------- -------------------
Dead 1 0.53 0.53
Live 1 1.71 1.71
Total 1 2.24 2.24
B.Length 1 1.0 1.0
------------------------------------------------------ ----------
###########################################################################
DESIGN SECTION: D.Fir-L, No.2,,4xlO @ 7.690 plf
#### WARNING: This section violates the following design criteria:
#### Bending
###########################################################################
----------------------------
= -------------------------------------- = -------
SECTION vs. DESIGN CODE (stress -psi, deflection -in)
----------------------------- = ---- == -------------------------------
Criterion I Analysis Value I Design Value I Analysis/Design I
-------- I- - --- I --- --- - -- ------ - ----
I ---
N4
87---
Shear fv @d Fv ------ 95---
fv/Fv' 0.91
C-1 0
Bending(+) fb 1277 Fb' - 1242 fb/FbI 1.03
Live Defl'n 0.18 L/638 0.32 - L/360 0.56
Total Defl'n 0.26 L/436 0.63 - L/180 0.41
-----------------
=___= ---------------- = ------ ------
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
---------------------------------------
= ------------- _= ----------
Fb'+- 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2
Fv' - 95 1.00 1.00 1.00 (CH -.1.000) 2
Fcp'- 625 1.00 1.00 -
El 1.6 million 1.00 1.00 2
------------- ==== ------------------------- --------------
ADDITIONAL DATA
--------------------- = ------ ----------------------- ------
Bending(+): LC# 2 - D+L, M 5.31 kip-ft
Shear : LC# 2 - D+L, V 2.24, V@d - 1.87 kips
Deflection: LC# 2 - D+L
Total Deflection - 1.50(Defln-dead) + Defln-Live.
(D-dead L-live S-snow W-wind I -impact C-construction)
DESIGN NOTES:
-------------------- ==== ---------------------------- ==== ---------
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
F1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b3S.wbc WoodWorkadO Sizer 97c
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK NDS-1997
Beam DESIGN DATA:
material: PSL
total length: 28.00 [ft]
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location-ft)
>>Self -weight automatically included<<
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- ----------------- ----------------- --------
1 Dead Point 0.09 2.00 No
2 Snow Point 0.11 2.00 No
3 Dead Point 0.13 8.00 No
4 Snow Point 0.17 8.00 No
5 Dead Partial UDL 11.45 11.45 0.00 2.00 No
6 Snow Partial UDL 18.75 18.75 0.00 2.00 No
7 Dead Partial UDL 97.75 97.75 8.00 28.00 No
8 Snow Partial UDL 150.00 150.00 8.00 28.00 No
9 Dead Point 1.07 16.00 No
10 Snow Point 1.28 16.00 No
11 Dead Trapezoidal 0.00 47.81 0.00 10.00 No
12 Live Trapezoidal 0.00 120.00 0.00 10.00 No
13 Dead Partial UDL 47.81 47.81 10.00 20.00 No
14 Live Partial UDL 120.00 120.00 10.00 20.00 No
15 Dead Partial UDL 27.03 27.03 0.00 28.00 No
16 Live Partial UDL 70.00 70.00 0.00 28.00 No
17 Dead Full UDL 80.00 No
--- = -------------- =__==== ------
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length -in)
--------------------------- = --------
14.0 14.0 ft
---------- ----------------------------
Dead 0.80 5.20 1.26
Live 0.74 6.27 1.35
Total 1.54 11.47 2.61
DESIGN SECTION: 2.OE, 2900Fbf 3.5x9.25 @10.117 plf
This section PASSES the design code check.
################################################################4##########
Criterion I Analysis Value I Design Value I Analysis/Design I
-------------- I ---------------- I ---------------- I ------------------
Shear V @d = 6.37 Vr - 7.07 V/Vr - 0.90
Bending(+) M = 7.84 Mr =14.28 M/Mr - 0.55
Bending(-) M -13.78 Mr =14.28 M/Mr = 0.96
Live Defl'n 0.27 = L/614 0.47 - L/360 0.59
Total Deflln 0.63 - L/264 0.93 - L/180 0.68
FACTORS: F
CD
CM
Ct CL CF
CV
Cfu Cr
LC#
77-1777777;
---
7=70�=�7-00-===i-o=o=o�===l-=03=
---
7-0-0717-0
--- I --- 077=
Fb'-- 2900
1.15
1.00
1.00 1.000 1.03
1.000
1.00 1.00
3
Fv' - 285
1.15
1.00
1.00
(CH -
1.000)
3
Fcp'- 0
1.00
1.00
-
E' 2.0
million
1.00
1.00
-----------
3
---------------
ADDITIONAL DATA
------ ==-= -------
-;e=nding(+):
LC# 3 -
D+L+S,
M - 7.84 kip-ft
Bending(-):
LC# 3 -
D+L+S,
M - 13.78 kip-ft
Shear :
LC# 3 -
D+L+S,
V - 6.83, V@d = 6.37
kips
Deflection:
LC# 3 -
D+L+S
EI- 461.68 million
lb-in2
Total Deflection
-
1.50(Defln dead) + Defln Live.
(D-dead
L-live
S=snow
W-wind I=impact C=construction)
DESIGN NOTES:
Please verify that the default deflection limits are appropriate
for your application.
SCL-BEAMS (Structural Composite Lumber): the attached SCL
selection is for preliminary design only. For final member
design contact your local SCL manufacturer.
Feb. 2, 2001 13:57:06
9
0
171 WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b38.wbe WoodWorks@ Sizer 97c Feb. 2,2001 12:09:12
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe, WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK NDS-1997
Joist DESIGN DATA:
material: Lumber -soft @ 16.0 (in] spacing
lateral support: Top= Full Bottom-- @Supports
total length: 6.00 [ft]
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- I ----------------- I ----------------- --------
1 Dead Trapezoidal 46.87 11.45 0.00 6.00 No
2 Rf.Live Trapezoidal 75.00 18.75 0.00 6.00 No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
6.0 ft
A
---------- -------------------
Dead 0.12 0.09
Live 0.17 0.11
Total 0.29 0.20
B.Length 1.0 1.0
----------
###########################################################################
DESIGN SECTION: D.Fir-L, No.2, 4x8 @ 6.027 plf
This section PASSES the design code check.
###########################################################################
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
- - ------ ------ -
Criterion I Analysis Value I Design value I Analysis/Design I
-------------- I ---------------- I ---------------- ------------------
Shear fv @d = 13 Fv' = 109 fv/Fv' = 0.12
Bending(+) fb = 146 Fb' = 1547 fb/Fb' = 0.09
Live Deflln 0.01 = <L/999 0.20 = L/360 0.04
Total Defl'n 0.02 = <L/999 0.40 = L/180 0.04
-------- - ---
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fbl+= 900 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.15 2
Fv1 = 95 1.15 1.00 1.00 (CH 1.000) 2
Fcp'= 625 1.00 1.00 -
E' 1.6 million 1.00 1.00 2
ADDITIONAL DATA
- -----------
Bending(+): LC# 2 = D+L, M = 0.37 kip-ft
Shear : LC# 2 = D+L, V = 0.29, V@d = 0.22 kips
Deflection: LC# 2 = 6+L
Total Deflection 1.50(Defln-dead) + Defln-Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
. the provisions of NDS Clause 4.4.1.
0 0
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
b13 WoodWorksO Sizer 97c Feb. 26, 2001 il:45:47
COMPANY PROJECT
Design Build Services, Inc Bob Lodwig
28119- 120th St. SE 183xx Homeview Drive
Monroe , WA 98272 Edmonds, WA
360-793-9659
DESIGN CHECK - NDS-1997
Beam DESIGN DATA:
material: Lumber n-ply
lateral support: Top= Full Bottom- @Supports
total length: 18.50 [ft]
repetitive factor: applied where permitted(refer to online help)
Load Combinations: ICBO-UBC
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
>>Self -weight automatically included<<
�o=;;=I==T=�y=p=e====I==D=i;;-r=i;u==t=i;=n==I ---- =Ma-=g=n-i=t=u=d=e====i====�=L-o=c=at==io==n�==�a=l�=P�at�=t=e=r=n=
I Start End I Start End I Load
-------------- I ----------------- I ----------------- --------
1 Dead Point 1.06 0.00 No
2 Rf.Live Point 1.27 0.00 No
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
1 2.5 16.0 ft
---------- ----------------------------
Uplift 1 0.25
Dead 1 1.38
Live 1 1.47
Total 1 2.85
B.Length 1 1.0
####################;;#;#;#;#;#;#;#;#;#;# ################# #############k##########
DESIGN SECTION: Hem -Fir, o.2, 2xlO 5-Plys 14.329 plf
This section PASSES the desig code check.
#### WARNING: Member length e deeds t P'stock length of 18.0 (ft)
##4######## # ##
############################### ##4############O###O######k##########
-------------
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
C riterion I Analysis Value I Design Value I Analysis/Design I
-------------- ---------------- I ---------------- I ------------------
Shear fv @d = 51 Fv' = 86 fv/Fv' = 0.59
Bending(-) fb = 660 Fb' = 1237 fb/Fbl = 0.53
Live Deflln 0.13 = L/228 0.17 = L/180 0.59
Total Deflln 0.27 - L/109 0.33 = L/90 O.E2
(a cantilever span governs deflection)
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'-= 850 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2
Fv' = 75 1.15 1.00 1.00 (CH 1.000) 2
Fcp'= 405 1.00 1.00 -
El = 1.3 million 1.00 1.00 2
ADDITIONAL DATA
7 in (-):
=77-=L # 2 = L, M = 5.88 kip-ft
Shear : LC# 2 = D+L, V = 2.33, V@d = 2.35 kips
Deflection: LC# 2 = D+L
Total Deflection 1.50(Defln - dead) + Defln_Live.
(D=dead L=live S=snow W=wind I=impact C=construction)
DESIGN NOTES:
Please verify that the default deflection limits are appropriate
for your application.
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires
that normal grading provisions be extended to the middle 2/3 of
2 span beams and to the full length of cantilevers and other spans.
3. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous
member (that is, no butt joints are present) fastened together
securely at intervals not exceeding 4 times the depth and th&t
each ply is equally top -loaded. Where beams are side -loaded,
special fastening details may be required.
�t 17
EXP I PC S
F-1
I WoodWorks@ Sizer SOFTWARE
FOR WOOD DESIGN
Wxbc WoodWorksS Sizer 97c
Feb. 26, 2001 12:00:54
COMPANY PROJECT
Design Build Services, Inc I Bob Lodwig
28119- 120th St. SE I 183xx Homeview Drive
Monroe, WA 98272 1 Edmonds, WA
360-793-9659 1
DESIGN CHECK - NDS-1997
Beam DESIGN DATA:
- ----------- = - ------ - ---- - -- = -------- == -- - ----
material: Glulam Simple
lateral support: Top- Full Bottom- @Supports
total length: 15.50 [ft]
Load Combinations: ICBO-UBC
--------------- === ------------ = ---------- == -----------------
INPUT LOADS: (force -kips, pressure-psf, udl=plf, location-ft)
>>Self -weight automatically included<<
--------------------------------------------------------------- I -------
Load I Type I Distribution I Magnitude I Location I Pattern
I Start End I Start End I Load
-------------- I ----------------- I ----------------- I --------
1 Dead Point 0.65 15.50 No
2 Snow Point 0.76 15.50 No
3 Dead Point 0.14 3.00 No
4 Live Point 2.20 3.00 No
---------- - - - = --- - ----- - -- - ----------------------- = ----- - --
MAXIMUM REACTIONS and BEARING LENGTHS (force -kips, length -in)
---------------- = ---- =-==--= ------------------- ---------
13.0 2.5 ft
--------------
---------- ----------------------------
Uplift 1 0.09
Dead 1 0.05 0.91
Live 1 1.69 1.41
Total 1 1.74 2.32
B.Length 1 1.0 1.0
------- - ------------ =_ ---------
################################################################4##########
DESIGN SECTION: VG West.DF, 24F-V4, 5.125x9 @10.956 plf
This section PASSES the design code check.
###########################################################################
------ - --------- = ------ = -------- =-== --------
SECTION vs. DESIGN CODE (stress -psi, deflection -in)
--------------- ==---== ---- =-= ---- = --------- === ---- ---------
Criterion I Analysis Value I Design Value I Analysis/Design I
-------------- I ---------------- I ---------------- I ------------------
Shear fv @d - 56 Fv' - 190 fv/Fv' - 0.�o
Bending(+) fb - 900 Fb' - 2400 fb/Fb1 - 0.
Bending(-) fb - 615 Fb' - 1380 fb/Fb' - 0.45
Live Defl'n 0.10 - L/287 0.17 - L/180 0.63
Total Defl'n 0.03 - <L/999 0.33 - L/90 0.08
(a cantilever span governs deflection)
---------- = ----------------------- === ------------------
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
---------
- - - = - - -- - -------------------- - ---- = ----------------- ---
Fbl+- 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1_00 2
Fb'-- 1200 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3
Fv' - 190 1.00 1.00 1.00 2
Fcpl- 650 1.00 1.00 -
E' - 1.8 million 1.00 1.00 2
-----------
----------- = ----------------------------- ----------
ADDITIONAL DATA
-------------- = -------------------- = ---------------------------- 1= ---------
Bending(+): LC# 2 - D+L, M - 5.19 kip-ft
Sending(-): LC# 3 - D+L+S, M - 3.55 kip-ft
Shear : LC# 2 - D+L, V - 1.74, V@d - 1.74 kips
Deflection: LC# 2 - D+L
Total Deflection - 1.50(Defln-dead) + Defln-Live.
(D-dead L-live S-snow W-wind I -impact C-construction)
- ------- - --------- ----------------
DESIGN NOTES:
---------- = ----- == --------- -------- = ----------
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of' Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. Grades with equal bending capacity in the top and bottom edges
of the beam cross-section are recommended for continuous beams.
4. GLULAM: bxd - actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions
of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
City of Edmonds PermitNo:
RIGHT-O&WAY CONSTRUCTION PERMIT, issueDate: Q-26-01
A. Address or Vicinity of Construction:
B. Type of Work (be specific): ;=—d AJZ2�W_Z .2
A,4. -3,1
C. Contractor: -,Zooet11;3'
Mailing Address: 121�'d'_r 15L2 Z�l 4dele
State License #: --*' 490W,,',Vn� 1"�'
D. Building Permit # (if applicable)':
Contact:
z-- 40 A Z,4",
Phone: z 2;.z
Liability Insurance:' 7q& r Bond: $ .4 A/1/11.
Side Sewer Permit # (if applicable):
E. Commercial [-] Subdivision R City Project [] EUC (PLID, GTE, PSE, CHAMBERS, OVWD)
Multi -Family El Single Family Other
INSPECTOR-
F. PAVEMENT: YES 2-NO G. SIZE OF CUT x H. Charge: $
CONCRETE CUT: YES 94<6-
APPLICANT TO READ AND SIGN
JDEMNITY: Applicant understands by hislher signature to this application helshe holds the -City of Edmonds harmlessfrom injuries,
damages or claims of any kind or description whatsoever, foresleen or unforeseen, that may be made against,the City of Edmonds or
any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERMLS FOR A PERIOD OF ONE YEAR FOLLOWING THE F]NAL
INSPECTION AND ACCEPTANCE,OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT.
* Traffic'control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their po ' ssession..
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit application.
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENEV AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature:
(Contractor or
41 - -
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CIT!
Appro*ed by:,
,Time Authorized: oid After 161
Specia[Conditions; QW9- Sag= l?Q2 iS
J7dW
'k 1�
,QT
P,
USE ONLY,
Right-of-way Fee:
Disruption Fee/Fund 111:
Restoration Fee:
Total Fee:
Receipt No: 6�4
Issued by*-_4.,41� ,
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMOND
COMMUNITY DEVELOPMENT CODE.,
FINAL APPROVAL OF PERMITTED WORK, , C�W��Mlat'A f
INSPECTOR'.ViG IRE DATE: (0111,01
For inspection requirements see Engineering Information Handout- I A
.DATE RECEIVED
PERMIT EXP :7
IRES
A/6
USE PERMIT
ZONE
CITY OF EDMONDS N U M 8 E R;Y�)
CONSTRUCTION'PERMIT APPLICATION JOB SUIT . E /APT#
ADDRESS
OWNER NAME/NA,ME OF BUSINESS
PLAT NAM E/SUBDIVI SION N6. LOT NO. LID NO.
IX MAILING ADDRESS LID FEE $
W
z TESCP Approved LI
31: PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
0 J RW Permit Required
Street Use Permit Req'd
CITY ZIP TELEPHONE EXISTING Ld> PROP SED Inspection Required
Sidewalk Required D
7 4 Underground
REQUIRED DEDICATION FT
Wiring required 0
NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED
H YE, NO 0
cc
ADDRESS REMARKS z
3 OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
2- z
W
CITY ZIP TELEPHONE 6e.w7Xe�/
V�
NAME
-"C
(A
ENGINEERING REVIEWED/DATE
IX ADDRESS
FIRE REVIEWED BY DATE LU
CITY ZIP TELEPHONE
z %
0 LL
VARIANCE OR CU SHORELINE OR ADB# INSPECTION BOND
'tT�AT :ICENSE NUMBER EXPIRATION DATE C . HECKED BY REO'D
11 1 .;� IPOSTED
0 YES XNO
_y
SERA REVIEW SIGN AREA HEIGHT
-j PROPERTY TAX ACCOUNT PARCEL NO.
COMPLETE I EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED
W
zi EXP I.X.
LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.)
mil NEW RESIDENTIAL PLUMBING MECH ALLOW PPOPOSED FRONT SIDI REAR FRONT UR SIDE REAR
o COMPLIANCE OR
0 AUDITION COMMERCIAL z
CHANGE OF USE A' z
PARKING I LOT AREA I PLANNI�GREVIEWE�BY,`,!/'� DATE
0 REMODEL APARTMENT F it " , / 1. 1 " '. ,
SIGN REO'D :D CL
I- P ROVI . Dj!.
FENCE
—1 ;Win 1:1 (
F REPAIR rZA . GRADING 1
., CYDS X FT) REMA�K§i , f
DEMOLISH TANK OTHER
Z GARAGE ROETAINRING WALL C:] RENEWAL
CARPORT R CKE Y
r- (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
CHECKEDBY jTYPE,,CE_�6NS JION C OCCUPANT
NUMBER OF
GROUP
ZU NUMBER CRITICAL
0 OF
DWELLING AREAS /Y'/- SPECIAL INSPECTOR AREA OCCUPANY
-2
0 STORIES UNITS NUMBER,,,%,/� REQUIRED [] YES
DESCRIBE WORK TO BE DONE
REMARKS
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION RE
Q'D
M
r
15�
VALUATION
FEE
PLAN CHECK FEE
I I
HEAT SOURCE GLAZING % LOT SLOPE %
7' BUILDING 1.4
0, L _,)v
PLAN CHECK �O: VESTED DATE PLUMBING
MECHANICAL q
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
t BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
2 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE GRADING/FILL
M SEPARATE PERMISSION.
STATE SURCHARGE
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS ENG. REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESORS ENG. INSPECTION FEE
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
L*NDSCA'PING C.i*',
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
CC W8akGT4eN FEE
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE RE EIPI
0 DEEMED TO MODIFY. WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE PLAN CHECK DEPOSIT
_j �/
0, NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- ssaj
R CJP�
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION TOTAL AMOUNT DUE
GIVEN IS CORRECTAND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF, APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILLAt EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON" AELA-rINo Tp�' FOR IN PECTI receipt is acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. ON
ATURE
�F,,,JCIALS SIGN !ATE
SIGNATUREe'OWNER�OR AGENT DATE SIGN D (425) 0
X�,
771-0220 Rel_�AS BY DATE
ATTENTION EXT/333
IT IS UNLAWFUL TO USE OR OC'6UPYA BUILDING OR STRUCTURE UNTIL �T_
A FINAL INSPECTION HAS BEE - N MADE AND APPROVAL OR A CERTIFI- 771-0221
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL -FILE YELLOW - INSP�CTOR
FAX PINK -OWNER - COLD - ASSESSOR
0
Aj,j<
0
K
f Eb.
A
CITY OF EDMONDS.
SINGLE FAMILY/DUPLEX COVER SHEET
Directions: Applicants are to complete the Information In the WHITE BOXES ONLY (Shaded boxes are for City
use only ). This cover sheaf must accompany 9sch building psrmij application for a now single-family
PROJECT ADDRESS / JZal z�.
PROPERTY TAX ACCOUNT PARCEL # �W aOO -- 406;2-
DESCRIPTION OF WORK VP��
0 W N E R ,-' adka 242aze4- J�', P H 0 N E
s�- PHONE
CONTACT PE
E-MAIL FAX
MAILING ADDRESS
13 FAX CORRECTIONS MAIL CORRECTIONS E-MAIL CORRECTIONS
BY SIGNING THIS STATEMENT I UNDERSTAND THAT I AM THE CONTACT PERSON FOR THIS PROJECT. IT 16 MY
RESPONSIBILITY TO COORDINATE ALL SUBMITTALS WITH THE CITY AND ONLY I CAN MAKE INQUIRIES ON THE
STATUS OF THE APPLICATION. I UNDERSTAND IT IS MY RESPONSIBILITY TO DETERMINE IN ADVANCE OF PERMIT
SUBM17TAL ANY DISCRETIONARY PERMITS THAT MAY BE APPLICABLE TO THIS PROJECT. I ACKNOWLEDGE
THAT To THE BEST OF MY ABILITY : HAVE SUB TED ALL NECESSARY DOCUMENTATION IN ORDER 70 MAKE A
COMPLETE APPLICAIMMAND NO D SCRETIONA Y APPI��ILS ARE REQUIRED.
SIGNATUR
DATE �/J�
ZONING INFORMATION
ZONE LOT AREA
NUMBER- OF DWELLING VNITS' EXISTING DEMOLISHED PROPOSED
DISCRETIONARY APPROVALS CA 40,0 Determination
SUBDIvISION_/y,jEL - CU VARIANCE SHORELINE
SEPA f Expires OTHER�
LOT COVERAGE INF ORMATION
tTAL SF
EXISTING SF PROPOSED SF.
CALCULATION INFORMATION
B
DATUM _Zj2g Cy
D
AVE X AC
SETBACK INFORMATION
11EWLIRM FRONT 96 SIDE__ZQ S* 9*97> REA
eaQEk= F R 0 N T �2 SIDE Sl 7-7 -2�Sk REAR
ESONO FLAG-LOT[DYEi'M�D El Y
AnU STATEMENT REQUIRED YES NO RECORDING 0
.STAFF COMMENTS:
ENGINEERING INFORMATION
DRIVEWAY SLOPE % GRADING CYDS
EASEMENTS . AZ
A7 0;A-6g_v"r
EXISTING IMPERVIOUS AREA CONSTRUCTED BEFORE 1977 SO.FT
E XISTING IMPERVIOUS AREA INSTALLED 1977 OR LATER Q.FT.
PROPOSED NEW NET IMPERVIOUS SURFACE
City'Use Only
NES [:]NO
SIDEWALK REQUIRED []YES []NO DRAINAGE PLAN REQUIRED 117
UNDERGROUND WIRING REQUIRED E]YES []NO
STREET DEDICATION 0(149 LID#
STAFF COMMENTS:
SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT (City Use Only)
ROILSO
START OF WORK
EXCAVATION & GRADING
SHORING INSTALLATION &.1MONITORING
PROOF ROLLING
11PLACEMEN I f OF FILL & CO . MPACTION
SUBSURFACE DRAINAGE
VERIFY SOIL BEARING
PILE. PLACEMENT
EROSION CONTROL
DGENERAL SITE MONIT ORING BY THE
GEOTECHNICAL ENGINEER OF RECORD
EIGENERAL SITE MONITORING BY THE
GEOTECHNICAL ENGINEER OF RECORD
'DURING WET WEATHER CONSTRUCTION
OFINAL GRADING & FIELD R. EPORT
DOTHER
OPLACEMENT OF REINFORCEMENT
1:1 PLACEMENT OF CONCRETE
13BOLTS INSTALLED IN CONCRETE
[:]STRUCTURAL . MASONRY
E3 STRUCTURAL STEEL ERECTION
HIGH STRENGTH BOLTING
WELDING (WABO CERTIFIED ONLY)
DOTHER
PLAX CRECIE If t!:�3;0
DATE RECISIVED c;Q1,1t0Z_
BUILDING CONSTRUCTION INFORMATION
CODE EDITIONS 1991 uBC, UMC, UPC. WSEC, VIAG WITH AMENDMENTS
DESIGN CRITERIA WIND EXPOSURE 13 WIND SPEED 80 MPH SEISMIC ZONE 3
Floor Live Load_-4-0 Root Snow/Live Load_A'5 Balcony Live Load -I.&
Floor Dead Load 10 Root Dead Load — Balcony Dead Losd__M
NUMBER OF STORIES BASEMENTS FLOOD ZONE
LOT SLOPE % SOILS REPORT PROVIDED C] YES NO
FLOOR AREA (MEASURED TO EXTERIOR FACE OF EXTERIOR WALL)
Existing Proposed Total
Living Space b I
Garage (a $L
Carport
DecklCovered Porch
Other
ENERGY CODE COMPLIANCE INFORMATION
FUEL TYPE 0 GAS. OIL ELECTRIC OTHER
f;AFORCED AIR HEAT PUMP []HYDRONIC [:] OTHER
LAI 0
nV UPTHnn
rofinm.L um
PRESCRIPTIVE: List Option
TARGET UA APPROACH: Provide UA Calcustions
SYSTEMS ANALYSIS: Provide Computer Analysis
ENERGY1VENTILATION WORKSHEETS PROVIDED
WINDOW SCHEDULE PROVIDED
_R CITY USE ONLY
Coiling InsuIAIloA_ff_.
Wall Insulation---g-
Floor Insulation
Door U-Valu
Window U-Vaiu#--#&
Skylight U-VsIu*__.tI
Glazing % e
VENTILATION CODE COMPLIANCE INFOR MATION
KITCHEN FAN CFM 100 . BATHROOM FAN(S) CFM_AIZL LAUNDRY FAN CFM-I-ZO
WHOLE HOUSE VENTILATION SYSTEM
0 EXHAUST OPTION
FRESH AIR TO BE PROVIDED TO WINDOW V . ENTS WALL PORTS
EACH HABITA13LE ROOM WITH:
.—EXHAUST FAN-TO-SE-CONTROLLED-WITH�24-HOURTIMER-AND-SIZED-AS-F-OLLOWS�:-,
0 1 - 2 BEDROOMS: 50 - 75 CFM 4 BEDROOMS: 100 - 150 CFM
0 3 13EDR06MS: 80 - 120 CFM 5 BEDROOMS: 120-160 CFM
k"VAC INTEGRATED OPTION
DEDICATED HEAT RECOVERY VENTILATI ON 0 PTION
SEPARATE PERMITS (City Use Only)
t4*A
RIGHT OF WAY CONSTRUCTION PERMIT OMECHANICAL PERMIT
C]ENCROACHMENT PERMIT OPLUMBING PERMIT
IKYSTATE ELECTRICAL PERMIT WATER METER
I=.
OFEkCE PERMIT SIDE SEWER PERMIT
0 RESIDENTIAL FIRE SPRINKLER PERMIT E]IFIRIGATION (SPRINKLER SYSTEM)
0 OTHER 0OTHER
Any request lot modification. variance or other administrative deviation (herinaller *v8rl1InC0")
must be specifically called out and Identified. Approval Of any plat or plan containing provisions
which do not Comply with the city code and for which a vlfisncs has not been specifically
identified, requested and considered by the appropriate city official In accordance with the
ppropriate provision of city code of state law does not approve any Items not to code
:Pacification.
PERMIT ISSUANCE APPRI)VALS.
PLANNING REVIEW & APPROVAL-
CONDITIONS OF APPROVAL:
Wity Use Only)
DAT
ENGINEERING REVIEW & APPROVAL
CONDITIONS OF APPROVAL:
DATE
BUILDLNG REVIEW& APPROVAL �;:�;,04
CONDITIONS OF APPROVAL:
&'bATE
I
of
f 7A F, C, e, 4 - C..,