2006, 10-19 Permit App: 06004189 MHProject Number: 06004189 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Date: 10/19/2006 Page 1 of 2
Permit Use: PLACE 2006 27X56 SKYLINE MFH
Setbacks: Front Left: Right: Rear:
Site Information:
Contact: CLAYTON HOMES
Address: 15906 E SPRAGUE AVENUE
C - S - Z: SPOKANE VALLEY, WA 99037
Phone: (509) 891 -9996
Group Name:
Project Name:
Plat Key: Name: MISSION MEADOWS MHP MFG HOME PK 123 UNITS District: East
Parcel Number: 55083.9601 Block:
SiteAddress: 19414 E AUGUSTA LN
Location:: CSV
Zoning: UR -7
Water District:
Urban Residential -7
Lot:
Owner: Name: CLAYTON HOMES
Address: 15906 E SPRAGUE AVENUE
SPOKANE VALLEY, WA 99037
Hold: ❑
Area: 0 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Review
Flood Plain
Released By.
Building Plan Review
RleadBy
Landuse /Zoning/HE Conditions
Released By
Sewer Review
Released By:
Permits:
Operator: AMB Printed By: AMB Print Date: 10/19/2006
Permit Center
SliUkane 11707 E Sprague Ave, Suite 106 a
Spokane Valley, WA 99206 i
(509)688 -0036 FAX: 09)688 -0037
Community Development www.spokanevalley.or \ 00 1 2
OTHER
Manufactured Home
Permit Application
PERMIT NUMBER: 41 g
PERMIT FEE:
SITE ADDRESS: / 4/9 f+tr/ivjk Lane.
ASSESSORS PARCEL NO: 5-5093, LEGAL DESCRIPTION: L07 7(2 5 /do Mad d•zv S AP
Building Owner:
Name: (/ a.9 ,fo, ,j j. es
Name: u�A- 116LO✓I
Address: l Sgot • S/Ak_e_ five
City:5,, 61, '/U /l State:IA/4
Zip:9f037
Phone: - $ q., ._.. III Fax:
City:
Contact Person
Name: K l ' QI/ 17/1/71
Phone: O — 9s 3 392- 3
Contractor:
Name: u�A- 116LO✓I
Address:
City:
State:
Zip:
Phone:
Fax:
Contractor Lic No:
Exp Date:
City Business Lic. No:
Describe the scope of work in detail: 6e4 maka 4 I
MANUFACTURED HOME
Width: 27 !co
Length: 56 '...1.0//
Year: zoo C,
Pit Set: ye s
ewer:, j
Manufacture: 5 k-y 1 h
Previous Address:
Proposed Use: Res ?1- ( 1I-ow e
The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of 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) This 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
Method of Payment:
❑ Cash ❑ Check
Bankcard #:
Authorized Signature:
REVISED 8123!2005
❑ Mastercard
Expires:
Date O l8; 2006
❑ VISA
VIN #:
PAGE 04/04
SKYLINE HOMES SALES
5034729511
08/14/2006
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DIVIsTONS
Thi
341
112 344
115 345
125 355
13i 528
143 531
16'3 535
171 538
181 538
552 tr,
553 7
0
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812
BOX LENGTH
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DIME DI/J/20:6 IinCir
?off
SHEET : GI
DRAWING NUMBER
•I 1221)-CT
Pier
Spacing
Under
Main
I-Beams
(Ft.)
I
6
v
9
10
Wt. Per Foot
See Note 5
NOTES:
20' WIDE HOMES
- - -• ..,. a I ric '4urritMbNTS (Cont
TABLE 2
PIER LOADING UNDER MAIN I -BEAMS
DOUBLE -WIDE HOMES
24' WIDE HOMES
26' & 28' WIDE HOMES
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
1810
2270
2720
3170
3630
4080
4540
Pier Load
(Lbs)
20 PSF
Roof
Zone
2060
2580
3100
3610
4130
4640
5160
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
2170
2710
3260
3800
4340
4880
2100
2630
3150
3680
4200
4730
32"
Pier Lc
(Lbs
20 PS
Roof
Zone
5420 5250
516
116111
2390
2980
3580
4180
4770
5370
5970
597
2560
3190
3830
4470
5110
5750
6380
638
2360
2950
3540
4130
4720
5310
5900
590
2630
3350
4020
4690
5360
6030
6700
670
2940
3670
4410
5140
5880
6610
7340
80
3350
4020
4690
5360
�+ ,+
6700
670
1. See Table 4 for minimum footing sizes based on pier Toads and allowable soil bearing ca
loads are minimum required for the applicable conditions. The footing shall not be smaller than
square inches. 9 pacities. The foc
the pier it
2. The maximum spacing of supports is not to exceed 10 feet.
3. Where it is impractical to maintain spacing, such as in the axle area, the average of the di
may be used to determine support requirements. For example: if the distar.Les to the adjacent su
the average spacing would be 7' -0 ". stance to each
pports $.0‘
„
t
6_0
l t I < $,_6„
1
Pier A
Pier B
Pier C
The average spacing for pier B would be (6 + 8) / 2 = 7 ft., therefore, pier B would be designed for
4. Concentrated Toads at marriage line (see Table 3). g 7 ft pier
5. The last line in the above Table is the weight per foot each main I -beam is carrying. Multiply l this number by
is carrying to determine the required capacity of that pier.
i
14
prNDATION AND SUPPORT REQUIREMENTS (Continued)
TABLE 3
PIER LOADING UNDER CENTERLINE BEAMS
Span
3etween
'.olumns
(Ft.)
See note 1
20' WIDE
HOMES
Ar. •Ea.,._
24' WIDE HOMES
• •v W•tr_v
26' & 28' WIDE HOMES
32' WIDE E
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
_
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Lo
(Lbs;
30 PS
Root
Zone
6
900
1200
1500
1080
1440
1800
1260
1680
2100
1350
180Q
3000
10
1500
2000
2500
1800
2400
3000
2100
2800
3500
2250
12
1800
2400
3000
2160
2880
3600
2520
3360
4200
270Q
3600
14
2100
2800
3500
2520
3360
4320
2940
3920
4900
3150
4200
16
2400
3200
4000
2880
3840
4800
3360
4480
5600
3600
4800
18
2700
3600
4500
3240
4320
5400
3780
5040
6300
4050
4500
540Q
6000
20
3000
4000
5000
3600
4800
6000
4200
5600
7000
24
3600
4800
6000
4320
5760
7200
5040
6720
8400
5400
7200
TOTES:
Where a column is located between two openings, sum the loads for each opening to obtain the required pier load.
See table 4 for minimum footing sizes based on pier loads and allowable soil bearing capacities.
The concentrated load consist of roof load only.
Pier locations at the marriage wall are marked with paint or metal indicator straps.
Piers used side by side to obtain the required load are permissible.
PIER LOADING AND INSTALLATION UNDER SIDEWALL DOORS AND WINE
:Unit sidewall
Typical door or window
opening - Width varies
t
- see table below.
Floor joists
4 block, 4" longer
3n joist spacing.
Stalled such that it
ans joists on either
ie of door jamb.
Pier installed when
joist s not under
door jamb.
Pier installed when
joist is under
door jamb.
See note 6:
Unit sidewall
SECTION A -A'
Floor joists
Typical Pier
Nominal
Unit
Width
(Ft.)
48" OPENING
78.5" MAX. OPENING
108" MAX. OPENING
121" MAX. 0
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Load
(Lbs)
30 PSF
Roof
Zone
Pier Load
(Lbs)
40 PSF
Roof
Zone
Pier Load
(Lbs)
20 PSF
Roof
Zone
Pier Loa
(Lbs)
30 PSF
Roof
Zone
12
500
640
790
810
1050
1280
1110
1440
1760
1250
1610
14
550
710
870
890
1160
1430
1230
1600
1960
1370
1780
16
600
780
960
980
1270
1570
1340
1750
2260
1500
1960
18
650
840
1040
1050
1380
1700
1450
1890
2340
1620
2120
20
440
570
690
720
920
1130
990
1270
1550
1100
1420
24
500
640
790
810
1050
1280
1110
1440
1760
1250
1610
26
520
680
830.
860
1110
1360
1180
1520
1870
1320
1710
28
540
700
860
880
1140
1400
1210
1570
1930
1350
1750
32
590
760
940
950
1240
1530
1310
1710
2110
1470
1910
IOTES:
Piers are required at all entry doors and window openings greater than four feet.
Piers are also required at bay windows where the sidewall opening is greater than four feet.
Piers are not required at door and window openings located along endwalls.
Piers are not required at some door and window locations if the floor has been reinforced at the factory. Contact the division that built your
determine if this is applicable to your home.
See table 4 for minimum footing sizes based on pier loads and allowable soil bearing capacities.
Maximum pier setback is 6 ". If pier load (from table 3A) is 1240 lbs. or less, and nominal unit width is 12', 14', 20', 24', 26', or 28', then sett
max. If pier load (from table 3A) is 1930 lbs. or less, and nominal unit width is 18', 18', or 32', then setback may be 10" max.
For piers between multiple openings, sum the loads for each opening to obtain the required load.
11A
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TABLE 6
SEE NOTE #1
STRAP ANGLE STRAP ANGLE
ANCHOR TO BE RATED FOR 36844' OF WORKING STRESS, TOTAL FOR BOTH
STRAPS.
(INSTALLED PER ANCHOR MANUFACTURER'S INSTRUCTIONS SEE NOTE 3)
SINGLE -WIDE
INSTALL Si
6'-8
5'
4'-0" @
FOR f.
SING
SEE TABLE F
STRAP AN(
P
I_li
--I
(
STRAP ANGLE
19 I 1
I—T—I I I— r - -I PI
~j--i I 1-1-I 1--I-
T
1 STRAP ANGLE
ANCHOR TO BE RATED FOR 36844' OF WORKING STRESS, TOTAL FOR BOTH
STRAPS.
(INSTALLED PER ANCHOR MANUFACTURER'S INSTRUCTIONS SEE NOTE 3)
DOUBLE -WIDE
* USE 24' WIDE RESULTS FOR 12' HALF OF 22' WIDE DOUBLE WIDES
SEE N
WIDTH
12'
14'
W ND ZONE II
MIN. & MAX.
ELEVATION
12' SHED ROOF
14" TO 25"
12" TO 27"
MIN. & MAX.
DIAGONAL STRAP ANGLE
25° TO 40°
14' SHED ROOF
16'
18'
20' OR22'•
24'
28'
25.2"TO 34.6"
23.4" TO 38.4"
16" TO 36"
20" TO 44"
12"TO 15"
12" TO 22"
32'
16' SHED ROOF
12" TO 23.5"
12" TO 33"
21 "TO 27.5"
20.5° TO 40°
41°T050"
36° TO 50°
20.5° TO 40°
20.5° TO 40°
34° TO 40°
24.5° TO 40°
23° TO 40°
MIN. & MAX.
ELEVATION
14" TO 26"
12"TO 28"
WIND ZOI
DIA
25.2"TO 34.6"
23.4" TO 38.4"
15.5" TO 38"
16.6° TO 39 -3°
25.9° TO 32.4°
19" TO 47"
12" TO 16"
12" TO 23.5"
12" TO 25.5"
12"TO 36"
21 "TO 27.5"
NOTES:
1) FOR STRAP MATERIAL SPECIFICATION, CONNECTION TO FRAME I -BEAM & OTHER SETUP INFORMATION, REFER TO SK,
MANUAL
2) FOR ANCHORING SYSTEMS, THE INSTRUCTIONS SHALL INDICATE: A) THE MINIMUM ANCHOR CAPACITY REQUIRED; B)
CERTIFIED BY PROFESSIONAL ENGINEER, ARCHITECT OR A NATIONALLY RECOGNIZED TESTING LABORATORY AS TO 1
BASED ON THE MAXIMUM ANGLE OF DIAGONAL TIE AND /OR VERTICAL TIE LOADING AND ANGLE OF ANCHOR INSTALLA
IN WHICH THE ANCHOR IS TO BE INSTALLED; C) GROUND ANCHORS SHOULD BE EMBEDDED BELOW THE FROST LINE /
INCHES ABOVE THE WATER TABLE; D) GROUND ANCHORS SHOULD BE INSTALLED TO THEIR FULL DEPTH, AND STABILI2
BE INSTALLED TO PROVIDE ADDED RESISTANCE TO OVERTURNING OR SLIDING FORCES; E) ANCHORING EQUIPMENT
BY A PROFESSIONAL ENGINEER OR ARCHITECT TO RESIST THESE SPECIFIED FORCES IN ACCORDANCE WITH TESTIN(
STANDARD SPECIFICATION FOR STRAPPING, FLAT STEEL AND SEALS.
3) ANCHORS RATED @ 3150# OF WORKING STRESS TOTAL FOR BOTH STRAPS, MAY BE USED IF STRAP & ANCHOR SPACIN
@ WIND ZONE II AND 4' -6" @ WIND ZONE III. STRAPS AND ANCHORS MAY BE INSTALLED 4' -0" O.C. ON SHED ROOF SINGI
ANCHORS RATED @ 3150 #.
4) THE A -B CHANCE STRAP SEAL DEVICE DEPICTED BY FIG. 5 -12 MAY BE USED AS DIRECTED FOR ATTACHING THE REQUIF
CENTERLINE STRAPS TO GROUND ANCHORS.
5) STANDARD TIE -DOWN DETAILS ARE NOT APPLICABLE TO 5/12 ROOF PITCH DOUBLEWIDES @ WIND ZONE II & III.
30
SKYI