2011, 06-06 Permit App: 11001610 Storage, PC)
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Spokane
,,;ow*Val ley
Community Development Department
Permit Center
11703 East Sprague Avenue, Suite B-3
Spokane V,r;lley, WA, 99206
Tel: (509) 688-0036 �r
Fax: (509) 688-0037
(Staff Use Only)
PERMIT NUMBER:
PERMIT FEE:
RESIDENTIAL CONSTRUCTIOWPERMIT APPLICATION
❑ NEW CONSTRUCTION ❑ ADDITION/ REMODEL ❑ ACCESSORY BUILDING
❑ DECK ❑ OTHER
SITE ADDRESS: (? GZ yr S '\ c(
ASSESSORS PARCEL NO.: LEGAL DESCR PTION:
BUILDING OWNER NAME:
NAME: 1; C— n
ADDRESS: 3009
CITY: CS Loo e- STATE: ZIP:
PHONE:E5-019� Ij • v-`3 5 FAX: 5 ,' S �f / CELL: cJC✓ ��' 7�J /
CONTACT NAME: A / e-
-
x f.Q lip
PHONE: FAX: CELL:
CONTRACTOR NAME: cri�A hex &nv ko
MAILING ADDRESS:
CITY: STATE: Zip:
PHONE: FAX: CELL:
CONTRACTOR LICENSE NO.: EXPIRES: CITY BUSINESS LICENSE NO.:
DESCRIBE H SCOPE OF WORK I DETAIL AND INDICATE USE & PROPOSED USE:
C�-
****YOU MUST COMPLETE THE FOLLOWING****
MARK N /A TF lUnT ADDI Treat P
Heig t Peak•
Dimensions:
a
No. of Stories:
Total Habitable
-e'
Z Z `< Z
Space:
Main Floor SQ FT:
Upper Floor SQ FT:
Unfinished Basement SQ
Finished Basement SQ
FT:
FT:
Garage SQ FT:
Deck/Covered Patio SQ
Impervious Surface
30% Slopes on
a (S FT
FT:
Area:
Property:
No. of Bedro s:
Construction Type:
Heat Source:
Sewer or Septic:
TOTAL COST OF PROJECT: $
DISCLAIMER
The permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction or on a dwelling, the dwelling is/will
be served by potable water. 2) Ownership of this City of Spokane Valley permit inure to the property owner. 3) The signatory is the property
owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of
Spokane Valley Development code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of
Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional
information may be required to be submitted and subsequently approved before this application can be processed.
Signature , �T �� Date: 6 -6 —2p�/,
Updated 1-11-11 Page 1 of 1
http://www.spokanevalley.org/filestorage/124/938/210/948/1496/Building_Permit_-_Residential_11-11-11.doc
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PLA IN, D A)PRO E
BY:
ATE: Fsv RECEIVED
PERMIT ERMiT CENTER
JUN. 0
roi
Name
Submittalf
�+ qtr 3004 S, bqvl
REE N R�
g3" sit
Spokane
,,;W0Va11ey@,)
For City Use9nl
PLUS Project Number /
Project Address
11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206
509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevalley.org
As part of our on-going commitment to customer service during the review process of your project
application, we are providing you with a TARGET DATE for the initial technical application review. If for
any reason we cannot meet this date, we will contact you with a revised
%target date.
Your application review TARGET DATE is l r rrt I
The TARGET DATE is the date we estimate your project application will have had its initial technical
review. It is not the date for approval or permit issuance.
Tips for a Smoother Project Application Review
➢ Submit complete, accurate plans and documents.
Extra time may be required for re -submittals as project application reviewers work on multiple applications and it
may be several days before they can look at your new or revised information.
Designate a specific contact person to communicate with the City.
While the person designated as the applicant's contact person with the City can be changed, one individual with the
expertise for dealing with reviewer comments would be the best choice for the entire review process.
Call staff regarding the status of your project only after the target date shown at the top of the page.
Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us
by your target date. Staff may contact you before the target date if the initial review is complete. By following this
procedure, you will save time and allow the reviewers to complete the work more expeditiously.
Steps in the Permit Process
1. Counter Complete. Your application has been accepted as counter complete. This means all of the required
documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred
submittal. This does not prevent technical staff from requesting additional information as a result of their technical review.
2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free
from substantive flaws that would prevent technical staff from completing the technical review once it is started. When
this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it
comes up for review.
3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance
review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by
phone, fax; email, or mail by your TARGET DATE once the initial technical compliance review is complete.
4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re -
submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections
of the application are received, a Permit Specialist will process the application and contact the person specified on your
application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by
the Permit Specialist at that time.
WHITE -APPLICANT PINK - BUILDING FILE REV 9/07
Site Address: 3009 S DAVIS RD
Parcel Number: 45274.1203
x Project
Transmittal
City, of Spokane Valley
Community Development
Department
11703 E. Sprague Ave, Suite B3
Spokane Valley, NX'A 99206
Phone: 509.688.0036
Neu -project E]
Precious pre -app mee[ing 0
Plan revisions El
Transmittal Date:
_Xk,)nda.v,Junc 06, 2011
Project Number: 11001610
Zoning: R-3 Water District: VERA
Fire District: I'D 01
Applicant: KRAVCHENKO, LILIYA & ALEX / NI Owner: KRAVCHENKO, LILIYA & ALEX / NI
3009 S DAVIS RD 3009 S DAVIS RD
SPOKANE VALLEY, WA 99216 SPOKANE VALLEY, WA 99216
(509) 921-5957
e-mail: e-mail:
Contact: KRAVCHENKO, LILIYA & ALEX / NI Occupant:
3009 S DAVIS RD e-mail:
SPOKANE VALLEY, WA 99216
(509) 921-5957
e-mail:
Contractor: OWNER Arch / Engineer:
0 �o ECHWE DD
ti ' k.;
e-mail:
Project 22 X 12 STORAGE BLDG
Description:
I D) _"_a
F.A0 C)
J d�0�yt//�/Gi �
/o/
7'
C7(O
Please send all plan review and project comments via e-mail to the
highlighted individuals.
ECLIPSE
ENGINEERING INC.
Structural Calculations
Floor and roof joists
3009 S. Davis Residence
Spokane Valley, WA
421 W. RIVERSIDE AVE. STE 717. SPOKANE. WA 99201
PH: (509) 921-7731 FAX: (509) 921-5704
WWWECLIPSE- ENG INEE NING.COM
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Eclipse Engineering, Inc. 3009 S.
Davis Residence
6/6/2011
Consulting Engineering
fir joists
Lee French, PE
SIMPLE SPAN BEAM DESIGN
IRlf ,:= lb - ft-
>:= lb• ft 2
si := lb - in- 2
Design criteria:
Allowable Stresses for - Fb := 900.1.15.1.1•psi Fb
= 1138.5 -psi E := 1400000psi
Grade DF #2
F,:= 180 -psi F,
= 180 -psi
Total Roof Dead Load -
wr:= (10+ 0.0)•psf
wr= 1o•psf
Total Live Load -
WP := (70)•psf
wP = 70•psf
Span -
L,:= 12 -ft
Roof Tributary Width -
Wr:= 1.33 -ft
Roof Distributed Load -
Wf := Wr wr + Wr WP
wf = 106.4•plf
Additional Dist. Load -
wa:= o•plf
Total Distributed Load -
W:= wa + wf
w = 106.4 ft 1 lb
Total Point Load -
P:= 0.0 -lb
P = 0
Dist From Point Load to End -
a:= 6 -ft
Dist From Pt. Load to opp end
- b, := L - a
b, = 6 ft
Maximum Design Moment -
M :_ w•L2 P•a•b, +
M = 1915.2 ft•lb
8 L
Maximum Design Shear -
P -b'
w=L + —
V = 638.4 lb
^VM:=
2 L
TRY: (1) 1.5" x 9.25"
b := 1.5 -in
d:= 9.25 -in
b•d2
b d3
b • d
I.-6
I _
12
A = 13.9•in2
S = 21.4•in3
I = 98.9•in4
Actual Shear Stress -
Actual Bending Stress -
Total Load Deflection -
fv 3 V L - 2•d f, = 60.1 -psi OK
2 A L
fb := M fb = 1074.41 -psi OK
S
5w -L4 P•a•bl•(a + 2•b1)3•a a + 2•b,
384•E•I 27•E•I•L
0 = 0.358•in I= = 401.8 OK
O
(1)1.5" x 9.25" DF#2 joists at 16" oc are Adequate.
Eclipse Engineering, Inc. 3009 S.
Davis Residence
6/6/2011
Consulting Engineering roof joists
Lee French, PE
SIMPLE SPAN BEAM DESIGN
elf := lb -ft- 1
> := lb -ft- 2
Nsi:= Win 2
Design criteria:
A
Allowable Stresses for - Fb := 900.1.15.1.15.1.1 -psi Fb
= 1309.3 -psi E:= 1400000psi
Grade DF #2
F,:= 180.1.15•psi F,
= 207 -psi
Total Roof Dead Load -
w,:= (12 + 0.0)•psf
w7 = 12•psf
Total Live Load -
wp := (30)•psf
WP = 30•psf
Span -
1241
ML,�:=
Roof Tributary Width -
Wr:= 1.6 -ft
Roof Distributed Load -
Wf := WT Wr + Wr WP
wf = 67.2•plf
Additional Dist. Load -
Wa:= o•plf
Total Distributed Load -
w:= Wa + Wf
w = 67.2 ft 1 lb
Total Point Load -
P:= 0.0•1b
P = 0
Dist From Point Load to End -
a:= 6 -ft
Dist From Pt. Load to opp end
-b, := L - a
b, = 6ft
Maximum Design Moment -
W*L2 P•a-bl
M :_ +
M = 1209.6ft- lb
8 L
Maximum Design Shear -
v := Ww—L + P•b
V = 403.2 lb
2 L
TRY: (1) 1.5" x 7.25"
A := b•d
A = 10.9•in2
Actual Shear Stress -
Actual Bending Stress -
Total Load Deflection -
b := 1.5. in
b•d2
S :_
IOA 6
S = 13.1 -in 3
d := 7.25 -in
b d3
1
12
I = 47.6•in4
f, = 50 -psi OK
fb = 1104.6 -psi OK
0 5w•L4 + P•a•b,•(a + 2•b1)3•a a + 2•b,
384•E•I 27•E•1•L
0 = 0.47 -in L = 306.3 OK
0
(1)1.5" x 7.25" DF#2 joists at 19.2" oc are Adequate.
3
V
L
- 2•d
f _
� .
2
A
L J
/
_M
fb
S
d := 7.25 -in
b d3
1
12
I = 47.6•in4
f, = 50 -psi OK
fb = 1104.6 -psi OK
0 5w•L4 + P•a•b,•(a + 2•b1)3•a a + 2•b,
384•E•I 27•E•1•L
0 = 0.47 -in L = 306.3 OK
0
(1)1.5" x 7.25" DF#2 joists at 19.2" oc are Adequate.
Eclipse Engineering, Inc. 3009 S. Davis Residence
6/6/2011
Consulting Engineering
roof joists
Lee French, PE
SIMPLE SPAN BEAM DESIGN
luf := lb -ft - 1
sS:= lb -ft 2as
:=
lb -in- 2
Design criteria:
Allowable Stresses for - Fb :=
900.1.15.1.15.1.1 -psi Fb =
1309.3•psi
E:= 1400000psi
Grade DF #2
F,:=
180.1.15•psi F, =
207•psi
Total Roof Dead Load -
wr:= (12 + 0.0)•psf
wr = 12•psf
Total Live Load -
wp :_ (30)-psf
wp =
30•psf
Span -
L := 12. ft
Roof Tributary Width -
Wr:= 2 -ft
Roof Distributed Load -
wf := Wr wr + Wr wp
wf = 84•plf
Additional Dist. Load -
wa := 0•plf
Total Distributed Load -
W:= wa + wf
w =
84 ft- l lb
Total Point Load -
P:= 0.0•lb
P =
0
Dist From Point Load to End - a:= 6 -ft
Dist From Pt. Load to opp end - b, := L - a
b, =
6 ft
Maximum Design Moment -
M :_ w•L2 P•a•b, +
M =
1512ft- lb
8 L
Maximum Design Shear -
P -b'
W* + —
V =
5041b
�V,:=
2 L
TRY: (1) 1.5" x 9.25"
b:= 1.5 -in
d:=
9.25 -in
2
b•d
3
b•d
A:= b•d
S .-
I :-
6
12
A = 13.9•in2
S = 21.4•in3
I = 98.9•in4
Actual Shear Stress - f� 3 v CL - 2•dl
2 A L J fv = 47.5 psi OK
Actual Bending Stress - fb := M fb = 848.22 -psi OK
S
Total Load Deflection - o
Sw•L4 + Ra•bl•(a + 2•b,)3•a a + 2•b,
:_
384•E•I 27•E•1•L
0 = 0.283•in L = 508.9 OK
0
(1)1.5" x 9.25" DF#2 joists at 24" oc are Adequate.
Tom Melbourn
From: Lee French [LFrench@eeimt.com]
Sent: Tuesday, June 07, 2011 4:43 PM
To: Tom Melbourn
Subject: Re: Kravenko Residence
thanks tom I will look at the questions and get back to you on them. the home owners originally just wanted me
to size the roof joists
Sent from my Verizon Wireless Phone
----- Reply message -----
From: "Tom Melbourn" <tmelbourn@spokanevalley.org>
To: "Lee French" <LFrench@eeimt.com>
Subject: Kravenko Residence
Date: Tue, Jun 7, 20114:22 pm
Lee
Thanks for the timely response. There are some other questions related to the structure.
1. Size and location of pier footings. A building less than 600 sf can meet frost depth at 12 inches.
2. The floorjoists appear to be cantilevered, but the joists are running parallel to beams which are not sized.
3. The distance between the earth and joists or beams is not provided. Are the joists and beams pressure treated?
4. The brace wall requirement could be met by continuous sheathing if the openings are a minimum of 24 inches
from the corners.
5. The size of the roof, floor and wall sheathing is not given.
6. The roof felt size and covering is not provided.
7. The siding is not mentioned either.
If you have any questions contact me directly.
Tom (509)720-5315
From: Lee French [mailto:LFrench@eeimt.com]
Sent: Tuesday, June 07, 20113:22 PM
To: Tom Melbourn
Subject: Kravenko Residence
Hello Tom,
I received your call regarding the Kravenko Residence at 3009 S. Davis. The wall sketch and floor layout was all I was
given, so I checked the floor joists for a max allowable live load and then gave them options for the roof framing size and
spacing. Attached you'll find a max (2)2x6 header opening calc. If they want to span farther then that I can definitely let
them know what they need. As for the lateral calculations, I think it fits under the IRC. From the sketch they gave me it
only has a standard door and window across the front which meets the requirements of R602.10.
Let me know if you need anything else,
Lee
Lee French, P.E.
Eclipse Engineering
421 W. Riverside Ave, Ste 717
Spokane, WA 99201
PH/509-921-7731*Cell/509-768-4574
www.eclipse-engineering.com
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421 WEST RIVERSIDE AVE. SPOKANL, WA 99201 ae"-),ao
SUITE 717 PH! (509) 921-7731
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TRY: (3) 1.511 x 9.25"
W:= b -d
A = 41.6•in2
Actual Shear Stress -
Actual Bending Stress -
Total Load Deflection -
b:= 4.5 -in
b•d2
6
S = 64.2•in3
3 V L - 2•d
2 A L
_M
fb S
0
d := 9.25 -in
b•d3
I :_ —
12
I = 296.8•in4
f,. = 74.9 -psi OK
fb = 1101.2 -psi OK
5w.1,4 + P•a•bl•(a + 2•b,)• 3•a a + 2•b
384•E•I 27•E•I•L
0 = 0.23 -in L = 495.2 OK
O
(3)1.5" x 9.25" DF#2 joists are Adequate.
Eclipse Engineering, Inc. 3009
S. Davis Residence
6/8/2011
Consulting Engineering
Fir edge beam
Lee French, PE
SIMPLE SPAN BEAM DESIGN
4f,:= Ib•ft 1
psf�:= lb. ft- 2
psi := lb-in2
Design criteria:
Allowable Stresses for - Fb :=
900.1.15.1.15.1.1 -psi Fb
= 1309.3 -psi E:= 1400000psi
Grade DF #2
F,.:=
180.1.15•psi F,. =
207 -psi
Total Roof Dead Load -
w,:= (12 + 10)•psf
w,= 22•psf
Total Live Load -
WP := (35 + 30)•psf
wp = 65•psf
Span -
Lam:= 9.5 -ft
Roof Tributary Width -
w,:= 6•ft
Roof Distributed Load -
w,• := w,•w, + w,•wn
wr = 522•plf
Additional Dist. Load -
W':= 0•plf
Total Distributed Load -
W:= wa + wr
w = 522 ft 1.16
Total Point Load -
P:= 0.0.lb
P = 0
Dist From Point Load to End
- a := 6 -ft
Dist From Pt. Load to opp end - b, := L -a
b, = 3.5 ft
Maximum Design Moment -
g
M := + �`L2 P a b�
M = 5888.8 ft. lb
8 L
Maximum Design Shear -
v:= b' w•L PP
h +
_ 2479.5 lb
2 L
TRY: (3) 1.511 x 9.25"
W:= b -d
A = 41.6•in2
Actual Shear Stress -
Actual Bending Stress -
Total Load Deflection -
b:= 4.5 -in
b•d2
6
S = 64.2•in3
3 V L - 2•d
2 A L
_M
fb S
0
d := 9.25 -in
b•d3
I :_ —
12
I = 296.8•in4
f,. = 74.9 -psi OK
fb = 1101.2 -psi OK
5w.1,4 + P•a•bl•(a + 2•b,)• 3•a a + 2•b
384•E•I 27•E•I•L
0 = 0.23 -in L = 495.2 OK
O
(3)1.5" x 9.25" DF#2 joists are Adequate.
Title: 214tie�'q tC, Job #
ECLIPSE ejPro
Proect Desc.:
ENGINEERING INC. Project Notes:
Description:
Main Beam;T�
Service loads entered. Load Factors will be applied for calculations.
Loadforor Span Number 1
Material Properties
Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05
Analysis Method:
Load Combination
Allowable Stress Design
2006 IBC & ASCE 7-05
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Point Load: D=1.250, L=20, S = 1.70 k (d� 0.0 ft
Fb - Compr
900.0 psi
Ebend- xx 1,600.Oksi
Wood Species
: Douglas Fir - Larch
Fe - Prll
Fc - Perp
1,350.0 psi
625.0 psi
Eminbend - xx 580.0 ksi
Wood Grade
: No.2
Fv
180.0 psi
Load for Span Number 3
Beam Bracing
Beam is Fully Braced against lateral -torsion
Ft
buckling
575'0 psi
Density 32.210pcf
D(1.2�(��
3-2x10
Span = 1.50 It
3-2x10
Span = 19.0 ft
r3 -2x10
Span = 1.50 ft
• w .
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Loadforor Span Number 1
----
----- -
Uniform Lead. D = 0.010, L = 0.050, Tributary Width = 1.0 ft
Point Load: D=1.250, L=20, S = 1.70 k (d� 0.0 ft
Load for Span Number 2
Uniform Load : D = 0.010, L = 0.050 , Tributary Width = 1.0 ft
Load for Span Number 3
Uniform Load : D = 0.010, L = 0.050 , Tributary Width
= 1.0 ft
Point Load: D = 1.250, L = 2.0, S = 1.70 k (a, 1.50 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
-0;; 1
Maximum Shear Stress Ratio -
Section used for this span
3-2x10
Section used for this span
0.713: 1
fb :Actual =
FB:
1,138.99 psi
fv : Actual -
3-2x10
147.61 psi
Allowable =
1,138.50psi
Fv : Allowable
207.00 psi
Load Combination +D+0.750L+0.750S+H
Location of maximum on span =
Load Combination
+D+0.750L+0.750S+H
Span # where maximum occurs =
19 COOft
Span # 2
Location of maximum on span =
1.500 ft
Span #where maximum occurs =
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.228 in Ratio=
Max Upward L+Lr+S Deflection
-0.629 in Ratio=
Max Downward Total Deflection
0.316 in Ratio
=
Max Upward Total Deflection
-0.884 in Ratio
=
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
- --
Summary of Moment Values
- - - - ----
Summary of Shear Values
Segment Length Span # M
e9 9 V C d
--- --- -
C F1V C r
C m
- - - -
C MactuaI fb-des n Fb-allow
t +9
- - ---
Vactual Iv -design Fv-allow
+0
--
-
_
Length =1.50 ft 1 0.356 0.253 1.000
Length =19.0 ft 2 0.356 0.253
1.100 1.000
1.000
1.000 -1.89 352.72 990.00
1.27 45.59 180.00
1.000
Length -1.50 ft 3 0.356 0.253 1.000
1.100 1.000
1.100 1.000
1.000
1.000
1.000 -1.89 352.72 990.00
1.26 45.59 180.00
+D+L+H
1.000 -1.89 352.72 990.00
1.26 45.59 180.00
Length =1.50 t 1 0.934 0.669 1.000
Length =19.0 ft 2
1.100 1.000
1.100 1.000
1.000
1.000
1.000
1.000 494 924.24 990.00
3.34 120.36 180.00
0.934 0.669 1.000
Length = 1.50 ft 3 0.934 0.669
1.100 1.000
1.000
1.000 -4.94 924.24 990.00
3.29 120.36 180.00
1.000
1.100 1.000
1.000
1.000 -4.94 924.24 990.00
3.29 120.36 180.00