2013, 04-29 Permit App: BLD-2013-0752 Addition/ -- */ 3 0752, .,.,
i munity Development Department
wlikilPinit Center
11703 East Sprague Avenue, Suite B-3
S�� Spokane Valley, WA 99206
Tel: (509) 688-0036
Fax: (509) 688-0037
VallepermitcenterCasookanevaliev.orq
4000
...y_
RESIDENTIAL CONSTRUCTION PERMIT APPLICATION
(Staff Use Only)
PERMIT NUMBER:
PERMIT FEE:
iffl NEW CONSTRUCTION It ADDITION/REMODEL ilk ACCESSORY BUILDING
DECK 1► 111 OTHER
SITE ADDRESS: N S1 ?,A ()co_ SS
ASSESSORS PARCEL NO.: LIS") Ny ,f 09 i 3 LEGAL DESCRIPTION:
BUILDING OWNER NAME:
NAME: r-RtC.Aeat O4 ?•10 U1 t6,( 4
ADDRESS: Iv •I' ?A rvesi.,
CITY: . DJ1Ga.(ilOth
PHONE:
Sacs -113 -'Sq 'O
CONTACT NAME:
PHONE:
STATE: (ffk
FAX: CELL:
ZIP: 910 3%
Fax: CELL:
CONTRACTOR NAME:
MAILING ADDRESS:
CITY:
STATE: ZIP
PHONE:
FAX:
CELL:
CONTRACTOR LICENSE No.:
EXPIRES: CITY BUSINESS LICENSE NO.:
DESCRIBE THC SCOPE p F WORK IN DETAIL AND INDICATEtUSE, PROPOSED USE:
vvknr� 0(ISt-�� tc u + Adm cryo X t4 ,Acts e`tffah tw rtte,(�
****YOU MUST COMPLETE THE FOLLOWING****
19NR1% 1M( h .L • ■.v • .+. . .__�”.---
Height to Peak: '3 l
Dimensions: 90
)4 �
�
No. of Stories:
f
Total Habitable
Space: vg
Main Floor SQ FT:
Upper Floor SQ FT: OA.
Unfinished Basement.SQ
FT: 5 if
Finished Base � SQ
Garage SQ FT:
Nt.FT:
Deck/Covered Patio SQ
Nom.
Impervious Surface . ,
Area: )� ,
30% Slopes on !
Property: ,1,) „
No. Bedrooms: 3
Construction Type:( r 7ru4
Heat Source:;,.
Sewe or Septic:
of
TOTAL COST OF PROJECT: $ Z4-; cc o
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 Develop - • code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of
Spokane Valley perm s not • permit or approval for any violation of federal or local laws, codes or ordinances. 6) Plans or additional
information may b equire o be submitted and subse en ly app oved b r- i application can be processed.
Date: /-1-/
Signature
Page 1 of 1
Updated 1-11-11
http://www.spokanevalley.org/filestorage/124/938/210/948/1496/Building_Permit_=Residential_11-11-11.doc
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Boise Cascade
Single 5-1/8" x 9" BOISE GLULAM® 24F-V4/DF Roof Beam\Rick Penfield\RB02
Friday, August 29, 2014
BC CALC® Design Report - US
Build 2627
Job Name:
Address:
City, State, Zip:,
Customer:
Code reports: AITC 117-2004, LA - FB02035
Dry1 1 span I No cantilevers 1 0/12 slope
File Name: BC CALC Project
Description: Designs\Rick Penfield\RB02
Specifier:
Designer:
Company:
Misc:
3e0.....0 5
12
BO
12-00-00
Total of Horizontal Design Spans = 12-00-00
B1
ERR 3.8z9
Reaction Summary (Down / Uplift) ( lbs )
Bearing Live
BO
B1
Load Summary
Tag Description
1 Standard Load
Dead
1,189 / 0
1,189/0
Snow
2,640 / 0
2,640 / 0
Wind
Roof Live
Live Dead Snow Wind Roof Live Tri b.
Load Type Ref. Start End 100% 90%
Unf. Area (Ib/ft^2) L 00-00-00 12-00-00 17
Controls Summary Value
Pos. Moment 11,488 ft -lbs
End Shear 3,304 lbs
Total Load Defl. L/271 (0.531")
Live Load Defl. L/393 (0.366")
Max Defl. 0.531"
Span / Depth 16
% Allowable Duration Case Location
72.2% 115% 4 06-00-00
35.3% 115% 4 00-09-14
66.4% n/a 4 06-00-00
61.1% n/a 5 06-00-00
53.1% n/a 4 06-00-00
n/a n/a 0 00-00-00
Cautions
For roof members with slope (1/4)/12 or less final design must ensure that ponding instability
will not occur.
For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow
surcharge load.
Notes
Design meets Code minimum (L/180) Total Toad deflection criteria.
Design meets Code minimum (L/240) Live load deflection criteria.
Design meets arbitrary (1") Maximum total load deflection criteria.
Minimum bearing length for BO is 1-1/2".
Minimum bearing length for B1 is 1-1/2".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing +
1/2 intermediate bearing
Calculations assume Member is Fully Braced.
Design based on Dry Service Condition.
Deflections less than 1/8" were ignored in the results.
Page 1 of 1
115% 160% 125%
40 11-00-00
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code -accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232-0788 before installation.\n\nBC
CALC®, BC FRAMER®, AJSTM
ALLJOIST®, BC RIM BOARDTM, BCI® ,
BOISE GLULAMTM SIMPLE FRAMING
SYSTEM® , VERSA -LAM®, VERSA -RIM
PLUS® , VERSA -RIM®,
VERSA -STRAND®, VERSA -STUD® are
trademarks of Boise Cascade Wood
Products L.L.C.
® WAS; Cascade
Single 5-1/8" x 7-1/2" BOISE GLULAM® 24F-V4/DF Roof Beam\...\RBO1
Dry 1 1 span I No cantilevers 1 0/12 slope Friday, August 29, 2014
BC CALC® Design Report - US
Build 2627
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: AITC 117-2004, LA - FB02035
File Name: BC CALC Project
Description: Designs\Rick Penfield\RB01
Specifier:
Designer:
Company:
Misc:
12
V 'V
r V V -
V V
BO
06-00-00
Total of Horizontal Design Spans = 06-00-00
Reaction Summary (Down / Uplift) ( lbs )
Bearing Live
BO
B1
Load Summary
Tag Description
1 Standard Load
Controls Summary
Pos. Moment
End Shear
Total Load Defl.
Live Load Defl.
Max Defl.
Span / Depth
Load Type
Unf. Area (Ib/ft^2)
Value
1,709 ft -lbs
874 lbs
L/999 (0.034")
L/999 (0.023")
0.034"
9.6
Dead
360/0
360 / 0
Ref. Start
L 00-00-00
Snow
780/0
780/0
Wind
Roof Live
Live Dead Snow Wind Roof Live Trib.
End 100% 90% 115% 160% 125%
06-00-00 17 40 06-06-00
% Allowable Duration
15.5% 115%
11.2% 115%
n/a n/a
n/a n/a
n/a n/a
n/a n/a
Case Location
4 03-00-00
4 00-08-06
4 03-00-00
5 03-00-00
4 03-00-00
0 00-00-00
Cautions
For roof members with slope (1/4)/12 or less final design must ensure that ponding instability
will not occur.
For roof members with slope (1/2)/12 or Tess final design must account for Rain -on -Snow
surcharge load.
Notes
Design meets Code minimum (L/180) Total load deflection criteria.
Design meets Code minimum (L/240) Live load deflection criteria.
Design meets arbitrary (1") Maximum total Toad deflection criteria.
Minimum bearing length for BO is 1-1/2".
Minimum bearing length for B1 is 1-1/2".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing
1/2 intermediate bearing
Calculations assume Member is Fully Braced.
Design based on Dry Service Condition.
Deflections less than 1/8" were ignored in the results.
Page 1 of 1
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code -accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232-0788 before installation.\n\nBC
CALC®, BC FRAMER® , AJST"",
ALLJOIST®, BC RIM BOARDTM, BCI® ,
BOISE GLULAMTM' SIMPLE FRAMING
SYSTEM® , VERSA -LAM®, VERSA -RIM
PLUS® , VERSA -RIM®,
VERSA -STRAND®, VERSA -STUD® are
trademarks of Boise Cascade Wood
Products L.L.C.
Column Table & Allowable Stresses
BOISE GLULAM® COLUMNS
Allowable Axial Load - Combination 3 Column Grade
Column
31/8" Wide
Allowable Axial
31/8" X 6"
Column
Load Ib
31/8 x 7'/2"
51/8"
51/8" x 51/8'
Wide Column
Allowable Axial Load lb
51/8' X 6"
5'/8" x 71/2"
Length
[ft]
100%
115%
125%
100%
115%
125%
100%
115%
125%
100%
115%
125%
100%
115%
125%
4
20,200
22,160
23,340
25,260
27,710
29,180
31,380
35,530
38,170
5
16,940
18,150
18,850
21,180
22,690
23,570
29,520
33,080
35,340
35,890
40,450
43,330
6
13,890
14,650
15,090
17,370
18,320
18,860
27,360
30,300
32,110
33,760
37,640
39,950
7
11,400
11,920
12,210
14,260
14,890
15,270
24,990
27,300
28,690
31,060
33,850
35,520
34,870
37,470
38,990
8
9,460
9,820
10,030
11,830
12,280
12,530
22,530
24,270
25,290
27,870
29,960
31,180
30,990
32,950
34,080
9
7,940
8,210
8,360
9,930
10,260
10,450
20,110
21,440
22,210
24,780
26,340
27,250
27,470
28,960
29,830
10
6,750
6,950
7,060
8,440
8,690
8,830
17,900
18,920
19,520
21,970
23,160
23,850
24,380
25,550
26,220
11
5,800
5,950
6,040
7,250
7,440
7,550
15,940
16,760
17,230
19,490
20,430
20,970
21,700
22,640
23,190
12
5,030
5,150
5,220
6,290
6,440
6,530
14,240
14,900
15,280
17,350
18,110
18,530
19,400
20,160
20,600
13
4,400
4,500
4,550
5,500
5,620
5,698
12,770
13,310
13,610
15,520
16,120
16,480
17,420
18,050
18,410
14
11,500
11,940
12,200
13,930
14,440
14,720
15,720
16,240
16,540
15
10,400
10,770
10,980
12,570
12,980
13,220
14,240
14,670
14,930
16
9,440
9,750
9,930
11,380
11,740
11,930
12,950
13,320
13,530
17
8,600
8,860
9,010
10,350
10,650
10,820
11,820
12,140
12,320
18
7,860
8,090
8,220
9,450
9,710
9,850
10,830
11,110
11,270
19
7,220
7,410
7,520
8,660
8,880
9,010
9,960
10,200
10,340
20
6,640
6,810
6,910
7,960
8,160
8,260
9,190
9,390
9,510
21
6,130
6,280
6,370
7,340
7,510
7,610
8,580
8,780
8,900
22
23
24
Column
63/4" Wide
Allowable Axial
63/4" X 6"
Column
Load
63/4"
Ib
x 71/2"
83/4" Wide Column
Allowable Axial Load Ib
83/4" X 9"
Notes:
1) Table assumes that the column is braced at
, column ends only. Effective column length is
equal to actual column length.
2) Allowable loads are based on one-piece
column members used in dry service
conditions.
3) Allowable loads are based on an eccentricity
value equal to 0.167 multiplied by the column
thickness or width (worst case).
4) Allowable loads are based on axial loading
columns using the design provisions of the
National Design Specification for Wood
Construction (NDS), 2001 edition. For side
or other combined bending and axial loads,
use BC COLUMN software to analyze such
conditions.
5) See below for allowable design stresses.
6) Load values are not shown for short lengths
due to loads exceeding common connector
capacities. Load values are not shown for
longer lengths if the controlling slenderness
ratio exceeds 50 (per NDS).
7) It may be possible to exceed the limitations
of the table by analyzing a specific
application with the BC COLUMN software.
Length
[ft]
4
100%
115%
125%
100%
115%
125%
100%
5
6
7
8
9
35,920
38,870
40,620
10
32,700
35,020
36,390
11
29,620
31,470
32,540
12
26,820
28,310
29,180
39,870
42,340
43,790
13
24,310
25,530
26,240
36,390
38,420
39,600
14
22,080
23,100
23,680
33,240
34,920
35,900
15
20,100
20,960
21,460
30,410
31,830
32,640
16
18,360
19,090
19,500
27,870
29,070
29,760
17
16,820
17,440
17,800
25,620
26,650
27,230
18
15,460
15,990
16,300
23,600
24,480
24,990
19
14,250
14,710
14,970
21,800
22,570
23,000
20
13,170
13,570
13,800
20,180
20,850
21,240
21
12,200
12,550
12,750
18,730
19,320
19,650
22
11,330
11,640
11,820
17,430
17,940
18,240
39,360
41,030
41,950
23
10,550
10,820
10,980
16,250
16,710
16,970
36,940
38,400
39,250
24
9,840
10,090
10,230
15,180
15,590
15,820
34,710
36,020
36,760
25
32,660
33,830
34,510
26
30,780
31,840
32,440
27
29,060
30,010
30,560
28
27,460
28,330
28,830
29
26,000
26,780
27,240
30
24,630
25,360
25,780
BOISE GLULAM° Column Allowable Design Stresses
ty ` tion 3 Column Grade
Compression
Parallel
to Grain
Fc [psi]
Bending F. [psi]
Modulus of Elasticity E [psi]
Load Perpendicular
to Gluelines
Load Parallel
to Gluelines
Load Perpendicular
to Gluelines
Load Parallel
to Gluelines
2300 2000 2100 1,900,000 1,900,000
Compression
Perpendicular to
Grain (limiting
direction
F0 [psi]
Tension
Parallel to Grain
Ft [psi]
650
1450
Equivalent specific gravity for fastener design: SG = 0.5.
Feb 2009
BOISE GLULAM' Specifier Guide