2013, 08-26 Permit App: BLD-2013-1691 Accessory Bldgspokan�a e�
jvalley.
Community Development Department
Permit Center
11703 East Sprague Avenue, Suite B-3
Spokane Valley, WA 99206
Tel: (509) 688-0036
Fax: (509) 688-0037
Perm itcenter@ spoka neva I ley.or4
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ff Use Only)
MBER'
'
RESIDENTIAL CONSTRUCTION PERMIT APPLICATION
0 NEW CONSTRUCTION F ADDITION/ REMODEL ACCESS Y BUILDING
C[ DECK Q OTHER
SITE ADDRESS: I I a 19 E hJn�Dt v1r1
ASSESSORS PARCEL NO.: LEGAL DESCRIPTION:
BUILDING OWNER NAME:
NAME' 6"1 3 f"C-5
ADDRESS'
CITY' ,] GJ4rje. VipZIP:
STATE: �
PHONE: Q9- 151---7.5-37 FAX: CELL:
CONTACT NAME:
PHONE: / /a j Aj? VVE' FAX: CELL:
CONTRACTOR NAME:
MAILING ADDRESS�,:��//;)/7
fC�vJ I ci,q
CITY: �o/44,1 I/A,I, STATE: (�/a, ZIP:
PHONE: %S 3 -7 FAX: CELL:
CONTRACTOR LICENSE NO.: EXPIRES: CITY BUSINESS LICENSE NO.:
DESCRIBE THECOPE OF WORK IN DETAIL AND INDICATE USE & PROPOSED USE:
vNtt�o -� -� AccN3 Y -Y 51,�-GE kY l0:S J' V(n
****YOU MUST COMPLETE THE FOLLOWING****
MARK N/A IF NOT APPLICABLE
Height to Peak:
Dimensions: /y
No. of Stories:
Total Habitable
v1 L,
a'3
1
Space: L`t
Main Floor SQ FT:
Upper Floor S_Q FT:
Unfinished Basement SQ
Finished Basement SQ
FT: n/A
FT: •Nil
Garage SQ FT:
Deck/Covered Patio SQ
Impervious Surface
30% Slopes on
FT: nA
Area: }QX -3q'
Property: ^✓R
No. of Bedrooms: /L/.A
Construction Type: -tIi,l(
Heat Source: ^jA
Sewer or Septic:
TOTAL COST OF PROJECT: $ 3 1,000
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 1,3 Date:
Updated 1-11-11 Page 1 of 1
http://www.spokanevalley.org/filestorage/124/938/210/948/1496/Building_Permit= _Residential_ii-il-ii.doc
RESIDENTIAL CHECK LIST DIRECTIONS:
Place a check mark in box next to each document required for complete submittal.
❑ SITE PLAN
❑ Property lines and dimensions ❑ Setbacks to property lines
❑ Direction arrow pointing North and orientation to streets ❑ Distance between buildings
❑ Proposed/existing buildings (footprint and dimensions) ❑ Right of way/easement location & sizes
❑ Utilities, septic tank/drain field locations and distances ❑ Driveway approach size and location
BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned)
❑ Elevations (Front/Rear/Sides) with roof peak and wall height including basement:
❑ Foundation Plan (crawlspace, basement or slab on grade):
❑ Footing sizes and locations ❑ Supporting wood cripple walls or beams
❑ Perimeter concrete foundation wall sizes ❑ Thickened concrete pads supporting
❑ Crawlspace ventilation beams or girder trusses
❑ Floor Plan of each level (finished or unfinished) with dimensions:
❑ Floor Joist direction, size and spacing ❑ Window and door location and sizes
❑ Header, beam or concrete lintel sizes ❑ Window well locations if applicable
❑ Brace wall panel locations ❑ Room usage labels
❑ Water heater and furnace locations ❑ Smoke detector locations
❑ Exhaust fan locations ❑ Attic and crawl space access locations
❑ Deck or concrete patio sizes and locations ❑ Fire Wall construction
❑ Roof Plan:
❑ Engineered truss direction and spacing
❑ Rafter and over frame direction, size and spacing
❑ Wall Section Detail including:
Roof
❑ Slope/ roofing material/ underlayment/ ice dam protection
❑ Sheathing size and type
Ceiling
❑ Joist size and spacing
Wall
❑ Height/ top plate/ stud size and spacing/ sole plate
❑ Exterior sheathing size and type
Floor
❑ Joist size and spacing
Foundation Wall
❑ Concrete or Masonry unit width
❑ Earth to wood separation distance
Footing
❑ Size
Radon
❑ Passive system with Emil vapor barrier
Miscellaneous Construction Details
❑ Deck:
❑ Floor plan/ side view/ dimensions
❑ Floor Joist/ decking direction, size and spacing
❑ Stairway tread rise & run and nosing
❑ Ridge, eave and valley lines
❑ Beam and girder size and location
❑ Truss or rafter size, spacing & connection
❑ Attic insulation/ air space baffle/ ventilation
❑ Size of ceiling gypsum wall board
❑ Siding/ exterior house wrap/ anchor bolts
❑ Insulation, vapor barrier, gypsum wall board
❑ Sheathing or concrete floor size/ insulation
❑ Footing bottom to finished ground level depth
❑ Horizontal & vertical reinforcement if any
❑ Reinforcement if any
❑ Active system with 6 mil vapor barrier
❑ Footings/ post/ and beam size and locations
❑ Handrail / Guard height & spacing
11219 E. Sundown -Site Plan
Project #V' - (
45333.1009
45333.1011
45333.1605
45333:1102
93.8
46.90 93.8 Feet
This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise
reliable.
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City of
SPOKANE VALLEY BUILDING DEPARTMENT
11707 E. Sprague Avenue #106, Spokane Valley, Washington 99206 - Tel 509-688-0036 - Fax 509-688-0037
Following is a typical cross-section for a residential garage. It may not represent the proposed project. If you are using this detail
as a portion of your plan submittal, please complete the requested information in the boxes provided on both sides of this sheet
This completed sheet, along with any additional information needs to be submitted with your apllication and be on site at the time
of inspection.
PROTECTION AND OPENINGS BETWEEN
DWELLINGS AND PRIVATE GARAGES SHALL HAVE:
1) MATERIALS APPROVED FOR ONE HOUR FIRE
RESISTIVE CONSTRUCTION ON THE GARAGE SIDE:
• 5/8" TYPE "X" GYP BOARD (HABITABLE SPACE ABOVE)
" 1/2" GYP BOARD (RESIDENCEIATTIC, FLOORICEILING)
2) OPENINGS BETWEEN GARAGE AND RESIDENCE
SHALL BE EQUIPPED WITH SOLID WOOD DOOR, SOLID OR
HONEYCOMB CORE STEEL DOORS NOT LESS THAN 13/8-,
OR 20 MINUTE FIRE RATED DOORS.
ALTERNATE FOUNDATION FOR
ACCESSORY BUILDINGS FROM
400 SQ. FT. TO 3000 SQ. FT.
NOTE:
Diagonal wall bracing required on
each comer and every 25 feet of wall.
Walls within 3 feet of a property line or
within 6 feet of a dwelling must be 1 hour
rated. (5/8" type "X" gypsum sheathing
on both sides of wall). Openings are not
permitted in these walls. Garages over
3,000 sq. ft. require protection when
closer than 20 feet to the property line.
Parapets may be required.
ENGIN E�F1lJSS OR
RAFTER SIZE AND SPACING
Z x `� @ O.C.
SECTION A -A ROOFING MATERIAL
AIZ ROOFING PAPER
ROOF
SHEATHING
_. .• e• DOUBLE TOP PLATE
_ • a: _ SOLID BLOCKING WALL HEIGHT f
BETWEEN.TRUSSES
I — 24" MIN.
(2)#4 REBAR—
. �I _ WALL SHEATHING
(---� z --� 2x l� C� O.C.
P. SIDING I
PRESSURE TREATED
SOLE PLATE
d •4 ' ,' ' 'Alf ' 3-112" CONCRETE SLAB
a . .�. 6" MIN. 6" MIN. t
• }1- r ANCHOR BOLTS
�e 24"MIN. 24" MIN. 6"MIN. a
1/2"xg" MIN.
(7" INTO CONCRETE)
60. C. OR APPROVED
(2) #4 REBAR 6"x12" ANCHOR INSTALLED
FOOTING PER MANUFACTURER.
36-0-0 ,,,
VALLEY BESTWAY
CAMERON NAPORA
GARAGE
18112
- per^ � �►� �: �
�ra�Fc�tSt-
Roof Loading
TC Live: 30.00 psf
TC Dead: 7.00 psf
BC Live: 0.00 psf
BC Dead: 10.00 psf
TC Stress Inc: 15.00
BC Stress Inc: 15.00
SDacina: 2- 0- 0 o.c.
Account: CAMERON
Job: Q55113
Designer: CO
Checker:
Date: 08-13-13
Left OH Right OH Enbineerine
Job
Mark Quan Type Span P1 -H1 0 0
55113 A2 1*2P TR 300000
NAPORA
SL 18-0-5
6x6- HO 8-15
HH 4
SL 18-0-5 D
HO 8-15 W3^
HH 4 3x7= 3x7 -
C E
_ TCU _ %CU1
TCU
8 2x4'. 3x5:.
3x5. F 7x8
7.8 B sl
S2 2x4
10-8-15m L
2x4 1
J 1 p TCL
W1
TCL W1 W2 5x6
-
G
5x6
W2 - - - - ` -14- 0- 0 --- -- rn
A
BCL
B1M S4 H I
BCL I S3 6x6= 4x7.: W:508
4x7.: 6x6- R:3296Cantil- 0- 0
W:508 U: 289
Cant:,- 0- 0 R:3296
U: 289 25-7-0 30-0-0
15 0-0 170114 22-1-12 3-5-4 _
EP 4-5-0 7-10-4 12-10-2 4-11-14-- - - 3 5 7_10=44_-5'�-
4-11-14 _ 2-1 141_2011,4-_1._. - _ _
3-5_4 ; -
TC- -- _ 4-5-0 _ - - 14-3-8 30-0-0
BC 7-10-4 7_10-4 22-1-12 - - - ,.-
EP 7-10-4 _._.
Scale: 0.19A" = 1
ALL PLATES ARE MT2020
Online Plus -- Version 30.0.023
RUN DATE: 13 -AUG -13
* 2 -Ply Truss
***************
CSI -Size- ----Lumber----
TC 0.72 2x 8 DFL -SS
BC 0.61 2x10 DFL -SS
WB 0.33 2x 4 DFL -STUD
ACT 0.83 2x 4 DFL -STUD
AWT 0.02 2x 4 DFL -STUD
Brace truss as follows: To
O.C. From
TC 48.0" 0- 0- 0 30- 0- 0
BC 120.0" 0- 0- 0 30- 0- 0
Cont. Attic Chords (Top)
or 57.0" Attic Chords (Top)
psf-Ld Dead Live
TC 7.0
BC 10.0 0.0
TC+BC 17.0 30.0 36.0"
Total 47.0 Spacing
Lumber Duration Factor 1.15
Plate Duration Factor 1.15
Fb Fc Ft Emin
TC 1.00 1.00 1.00 1.00
BC 1.00 1.00 1.00 1.00
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 3297 289 U 343 R
G 3297 289 U 343 R
it Brg Size Required
A 5.5'
G 5.511 1.611
Online
Plus'" APPROX. TRUSS WEIGHT:
324.8 LBSI
MT20
4.Ox
7.0
Ctr-1.3
0.59
0.97
MiTeko
Plus
2 Unbalanced Load Cases
S3
MT20
6.Ox
6.0
Ctr Ctr
0.97
Plus
1 UBC LL Load Case(s)
S4
MT20
6.Ox
6.0
7.0
Ctr Ctr
Ctr-1.3
0.59
Plus
1 DL Load Case(s)
2 Load Case(s)
H
MT20
4.Ox
2.Ox
4.0
Ctr Ctr
0.16
Plus
1 Attic
K
MT20
LC# 1 Attic Loading
Dur Fctrs - Lbr 1.00 Pit 1.00
plf - Dead Live* From To
TC V 21 90 0.0' 30.0'
BC V 30 0 0.0' 30.0'
TC V 21 0 8.0' 12.6'
TC V 21 0 17.4' 22.0'
BC V 15 120 8.0' 22.0'
MA V 21 0 12.8' 17.2'
WB S 21 0 B I
WB S 21 0 F H
Plus 6 Wind Load Case(s)
Membr CSI P Lbs Axl-CSI-Bnd
--Top Chords ----------
A -J 0.28 4644 C 0.01 0.27
J -S2 0.65 4204 C 0.03 0.62
S2_B 0.70 4090 C 0.01 0.69
B -C 0.72 2893 C 0.00 0.72
C -D 0.58 1153 T 0.03 0.55
D -E 0.58 1153 T 0.03 0.55
E -F 0.72 2893 C 0.00 0.72
F -S1 0.70 4090 C 0.01 0.69
S1 -L 0.65 4204 C 0.03 0.62
L -G 0.28 4643 C 0.01 0.27
--Bottom Chords ---------
A -I 0.30 3671 T 0.10 0.20
I -S3 0.61 3047 T 0.09 0.52
S3 -S4 0.61 3047 T 0'09 0.52
S4 -H 0.61 3047 T 0.09 0.52
H -G 0.30 3671 T 0.10 0.20
-------------Webs-------------
J -I 0.10 798 C
I -B 0.33 2092 T
H -F 0.33 2092 T
H -L 0.10 798 C
--Attic Chords (Top) ------
C -K 0.83 4408 C 0.68 0.15
K -E 0.83 4408 C 0.68 0.15
--Attic Webs (Top)-------
- -D 0.02 JOB T
TL Defl -0.66" in I -S4 L/489
LL Defl -0.42" in I -S4 L/0776
53
Shear // Grain in B -C
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT2H 20 Ga, Gross Area
it Type Pit Size X Y JSI
A MT20 5 -Ox 6.0 Ctr Ctr 0.68
J MT20 2.Ox 4.0 Ctr Ctr 0.16
S2 MT20 7 -Ox 8.0 Ctr Ctr 0.96
B MT20 3.Ox 5'0 Ctr 0.9 0.48
C MT20 3.Ox 7.0-0.8 Ctr 0.72
D MT20 6.Ox 6.0 Ctr Ctr 0.58
E MT20 3.Ox 7.0 0.8 Ctr 0.72
F MT20 3.Ox 5.0 Ctr 0.9 0.48
S1 MT20 7 -OX 8.0 Ctr Ctr 0.96
L MT20 2.Ox 4.0 Ctr Ctr 0.16
G MT20 5.Ox 6.0 Ctr Ctr 0.68
......... .........^ o ne, "'. t
REFER TO ONLINE PLUS GENERAL
NOTES ADDITIONAL S PECIFICATIONOLS SHEET SR
NOTES:
Trusses Manufactured by:
Valley Best Way
Analysis Conforms To:
IBC/IRC2009
TPI 2007
2 COMPLETE TRUSSES REQUIRED.
Fasten together in staggered
pattern. (1/2" bolts -OR-
SDS3 screws -OR- 10d nails
as each layer is app
_-Spacing (In) ----
Rows Nails Scrrews Bolts
TC 2 12 24 0
BC 3 12 8
WB 1 8
Design checked for SO psf non -
concurrent LL on BC.
Partial -length live loads
checked.
Wind Loads - ANSI / ASCE 7-05
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 90 mph
Mean Roof Height: 25-0
Exposure Category: C
Occupancy Factor : 1.00
Building Type: Enclosed
Zone location: Exterior
0 psf
TC Dead Load 6.0 psf
BC Dead Load : 4644 Lbs
Max comp. force
Max tens. force 3671 Lbs
Connector Plate Fabrication
Tolerance = 15% for a
creep This p designed factor of which
is used to calculate total
load deflection.
Job
55113
NAPORA
SL 18-0-5
Ho 8-15
HH 4
10-8-15
TCL
SAA6
Mark �',n��#Oon�00�t
Left OH Right OH
A I D 0
SL 18-0-5
6x6= HO 8-15
D HH 4
W3
3x7-
3,,7-
TCU
E
TCU K
CU' TCU 20G-MT2H-8xl4:.
2OG-MT2H-8x14 Si
2x4: 3x5;'
S2 3x5"
8 B F
2x4 i W
J ,
0
W2
W:508
Cantil- 0- 0 8:2197
U: 192
EP: 4-5-0 7-10-4
TC. 4-5-0 3-5-4
BC 7-10-4
EP 7-10-4
14- 0- 0---
Engineering
,�� 2x4:
L
TCL
W2
5G6:
2 S3 Bim S4 H BCL Fc
CIO . 7x8-- 7x8- 4xIO`
W:508 Cantil- 0- 0
R:2197
U: 192
12-10-2 15-0-0 170114 22-1-12 25-7-0 30-0-0
4-11-14 2-1-14: 20114 4=11=14 _ 3-5-4 _ 4-5-0 .
_ 14-3-8, 7-10-4
22-1-12 30-0-0
30-0-0
EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale: 0.194" = 1'
MiTek"-' Online Plus" APPROX.
TRUSS WEIGHT: 324.8
LBS
S1 MT2H 8.0x14.0-0.2-0.3 0.80
Online Plus -- Version 30.0.023
Plus 6 Wind Load Case(s)
L MT20 2.Ox 4.0 Ctr Ctr 0.27
RUN DATE: 13 -AUG -13
Plus 2 Unbalanced Load Cases
Case(s)
G MT20 5.Ox 6.0 Ctr Ctr 0.90
Plus 1 UBC LL Load
Plus 1 DL Load Case(s)
I MT20 4.0x10.0 Ctr-0.9 0.79
CSI -Size- ----Lumber----
Plus 1 Attic 2 Load Cases)
S3 MT20 7.Ox 8.0 Ctr Ctr 0.83
TC 0.83 2x 8 DFL -SS
S4 MT20 7.Ox 8.0 Ctr Ctr 0.83
BC 0.76 2x10 DFL -SS
Membr CSI P Lbs
Axl-CST-Bnd
H MT20 4.0x10.0 Ctr-0.9 0.79
WB 0.45 2x 4 DFL -STUD
----------Top Chords----------
K MT20 2.Ox 4.0 Ctr Ctr 0.32
ACT 0.75 2x 4 DFL -STUD
A -J 0.32 3096 C
0.01
0.31
AWT 0.02 2x 4 DFL -STUD
J -S2 0.72 2803 C
0.01
0.71
REFER TO ONLINE PLUS GENERAL
truss as follows:
S2 -B 0.82 2727 C
0.01
0.81
NOTES AND SYMBOLS SHEET FOR
Brace
B -C 0.83 1929 C
0.00
0.83
ADDITIONAL SPECIFICATIONS.
O.C. From
TC Cont. 0- 0- 0 30-
To
0- 0
C -D 0.68 769 T
0.04
0.64
or 42.0" 0- 0- 0 30-
0- 0
D -E 0.68 769 T
0.04
0.64
NOTES:
Manufactured by:
BC Cont. 0- 0- 0 30-
0- 0
E -F 0.83 1929 C
0.00
0.83
Trusses
90.0" 0- 0- 0 30-
0- 0
F -S1 0.82 2727 C
0.01
0.81
Valley Best Way
or
Cont. Attic Chords
(Top)
SI -L 0.72 2803 C
0.01
0.71
Analysis Conforms To:
or 30.0" Attic Chords
(Top)
L -G 0.32 3096 C
0.01
0.31
IBC/IRC2009
--Bottom Chords---------
TPI 2007
psf-Ld Dead Live
A -I 0.36 2447 T
0.12
0.24
Design checked for 10 psf non -
TC 7.0 30.0
I -S3 0.76 2032 T
0.12
0.64
concurrent LL on BC.
BC 10.0 0.0
S3 -S4 0.76 2032 T
0.12
0.64
Partial -length live loads
TC+BC 17.0 30.0
S4 -H 0.76 2032 T
0.12
0.64
0.24
checked.
Wind Loads - ANSI / ASCE 7-05
Total 47.0 Spacing 24.0"
H -G 0.36 2447 T
0.12
Truss is designed as a Main
Lumber Duration Factor 1.15
-------------Webs-------------
0.20 532 C
Wind -Force Resistance System.
Plate Duration Factor 1.15
J -I
Wind Speed: 90 mph
Fb Fc Ft
Emin
I -B 0.45 1394 T
H 0.45 1394 T
Mean Roof Height: 25-0
TC 1.15 1.10 1.10
BC 1.10 1.10 1.10
1.10
1.10
-F
H -L 0.20 532 C
Exposure Category: C
------Attic Chords
(Top)------
Occupancy Factor : 1.00
Total Load Reactions (Lbs)
C -K 0.75 2939 C
0.57
0.18
Building Type: Enclosed
it Down Uplift Horiz-
K -E 0.75 2939 C
0.57
0.18
Zone location: Exterior
A 2198 193 U 229 R
-------Attic webs
(Top)-------
TC Dead Load 4.0 psf
6.0
G 2198 193 U 229 R
K -D 0.02 72 T
BC Dead Load psf
Max comp. force 3096 Lbs
it Brg Size Required
TL Deft -0.89" in
I -S4 L/366
Max tens. force 2447 Lbs
Plate Fabrication
A 5.5" 2.2"
LL Defl -0.56" in
I -S4 L/582
Connector
G 5.5" 2.2"
Shear // Grain in
B -C
0.71
Tolerance = 15%
This truss is designed for a
LC# 1 Attic Loading
Plates for each ply
each face.
creep factor of 1.5 which
is to calculate total
Dur Fctrs - Lbr 1.00 Pit 1.00
Plate - MT20 20 Ga,
Gross
Area
used
load deflection.
plf - Dead Live* From
To
Plate - MT2H 20 Ga,
Gross
Area
TC V 14 60 0.0'
30.0'
it Type Pit Size
X Y
JSI
BC V 20 0 0.0'
30.0'
A MT20 5.Ox 6.0
Ctr Ctr
0.90
TC V 14 0 8.0'
12.6'
J MT20 2.Ox 4.0
Ctr Ctr
0.27
TC V 14 0 17.4'
22.0'
S2 MT2H 8.0x14.0
0.2-0.3
0.80
BC V 10 80 8.0'
22.0'
B MT20 3.Ox 5.0
Ctr 0.9
0.64
MA V 14 0 12.8'
17.2'
C MT20 3.Ox 7.0-0.8
Ctr
0.97
WB S 14 0 B
I
D MT20 6.Ox 6.0
Ctr Ctr
0.58
-
WB S 14 0 F
H
E MT20 3.Ox 7.0
0.8 Ctr
0.97
F MT20 3.Ox 5.0
Ctr 0.9
0.64
;55;Tl
MT_��
an�TPR�3
Span Pl-Hl Left OH Right OH
3 00000 8 0 0
NAPORA
SL 18-0-5
SL 18-0-5 5x6.- Ho 8-15
HO 8-15 B HH 2-5
HH 2-5
*2x4:12 *2x4'
*2x4 X P *2x4:
*2x4. y II 6x6
6x6 T� TCd2x4'' S1
S2 KK
i.SW1L R MM
EE
8 - *2x4: i'R.4- V *2x4'. *2x4.
i
00
10-8-15 +2x41 CC I G 5 0 *2x4' � *2x4..
SCI G: 4 W3 W3 G 4 524
` 0 '
G32 I I J1 1IR0- 0 ,::. I G 5 i G�2 ` TCL
5A6 / I I GM3 I I I*nL 3
I *2x4 I I G II ( 5C6
Online Plus -- Version 30.0.023
RUN DATE: 13 -AUG -13
CSI -Size- ----Lumber----
TC 011 2x 6 DFL -1800£-1.5E
BC 0..23 2x 4 DPL -1B
GW 0.19 2x 4 DFL -1B
-- 0.18 2x 4 DFL -STUD
BB -AA DD -CC FF -S2 HH -GG
V -B X -W LL -KK NN -S1
PP -00 RR-QQ
PB --- 2x 4 DFL -STUD
Brace truss as follows:
O.C.From To
TC 48.0" 0- 0- 0 30- 0- 0
BC 120.0" 0- 0- 0 30- 0- 0
Continuous Lateral Restraints
req'd at third -points of webs
X -X
psf-Ld Dead Live
TC 7.0 30.0
BC 10.0 0.0
TC+BC 17.0 30.0
Total 47.0 Spacing 36.0"
Lumber Duration Factor 1.15
Plate Duration Factor 1.15
Fb FC Ft Mnin
TC 1.00 1.00 1.00 1.00
BC 1.00 1.00 1.00 1.00
Total Load Reactions (Lbs)
it Down Uplift Horiz-
K 5267 658 U 347 R
it Brg Size Required
K 336.0" 12" -to- 348"
LC# 1 Attic Loading
Dur Fctrs - Lbr 1.00 Pit 1.00
plf - Dead Live+ From To
TC V 21 90 0.0' 30.0'
BC V 30 0 0.0' 30.0'
MA V 21 0 12.5' 17.5'
MA V 15 120 12.5' 17.5'
TC V 64 0 12.4' CL -LB
TC V 64 0 17.6' CL -LB
Plus 6 wind Load Case(s)
Plus 2 Unbalanced Load Cases
Plus 1 UBC LL Load Case(s)
Plus 1 DL Load Case(s)
Plus 1 Attic 2 Load Case(s)
Membr CSI P Lbs Axl-CSI-Bnd
--Top Chords ----------
A -AA 0.11 354 C 0.00 0.11
AA -CC 0.08 207 C 0.00 0.08
CC -S2 0.02 170 C 0.00 0.02
S2 -GG 0.02 144 C 0.00 0.02
GG -Y 0.04 132 C 0.00 0.04
Y -N 0.10 234 T 0.00 0.10
N -B 0.10 219 C 0.00 0.10
B -P 0.10 219 C 0.00 0.10
Eagitieeritig
>B1 K Be DD 331''F HH O Y7 4 JJ LL "-MN PP RR M
*2x4:1*2x4 *2x4 *2x4. Z *2x4': *2x4 *2x4:: *2x4:;*2x4': *2x4;1*2x44*2x41'
*2x4 X
*2x4
S3
3x5-
7,
x5-- -
EP 15-0-0 30-0-0
TC, 15-0-0BC
EP o - 29-0-0 �'
co co
m r0;
--- 30-0-0 _ - ---
ALL PLATES ARE MT2020 Scale: 0.148" = 1'
MiTek'°' Online Plus" APPROX. TRUSS WEIGHT:
308.5 LBS
P -II 0.10 234 T
0.00
0.10
C MT20 5.Ox 6.0-2.1 0.9 0.55
II -KK 0.04 132 C
0.00
0.04
BB MT20 2.Ox 4.0 Ctr Ctr 0.00
KK -S1 0.02 144 C
0.00
0.02
DD 2.0x 4.0 Ctr Ctr 0.00
MT20 2.Ox
S1-00 0.02 177 C
0.00
0.02
gp 4.0 Ctr Ctr 0.00
QO-QQ 0.08 207 C
0.00
0.08
HH MT20 2.Ox 4.0 Ctr Ctr 0.00
QQ-C 0.11 C
0.00
0.11
ZZ MT20 2.Ox 4.0 Ctr Ctr 0.00
--Bottomm Chords ---------
C
0 KT20 2.Ox 4.0 Ctr Ctr 0.00
A -K 0.23 336 T
0.01
0.22
S3 MT20 3.Ox 5.0 Ctr Ctr 0.39
K -BB 0.22 0 T
0.00
0.22
X MT20 2,Ox 4.0 Ctr Ctr 0.00
BB -DD 0.03 0 T
0.00
0.03
Q MT20 2.0x 4.0 Ctr Ctr 0.00
DD -FF 0.02 0 T
0.00
0.02
JJ MT20 2.0x 4.0 Ctr Ctr 0.00
FF -HH 0.02 0 T
0.00
0.02
LL MT20 2.Ox 4.0 Ctr Ctr 0.00
HH -Z 0.02 0 T
0.00
0.02
NN MT20 2.Ox 4.0 Ctr Ctr 0.00
Z -O 0.01 0 T
0.00
0.01
PP MT20 2.0x 4.0 Ctr Ctr 0.00
0 -S3 0.01 0 T
0.00
0.01
RR MT20 2.Ox 4.0 Ctr Ctr 0.00
S3 -X 0.03 0 T
0.00
0.03
V MT20 2.Ox 4.0 Ctr Ctr 0.00
x -Q 0.04 0 T
0.00
0.04
W MT20 2.Ox 4.0 Ctr Ctr 0.00
Q -JJ 0.03 0 T
0.00
0.03
S MT20 2.Ox 4.0 Ctr Ctr 0.00
JJ -LL 0.02 0 T
0.00
0.02
R MT20 2.Ox 4.0 Cts Ctr 0.00
LL -NN 0.02 0 T
0.00
0.02
U MT20 2.Ox 4.0 Ctr Ctr 0.00
NN -PP 0.02 0 T
0.00
0.02
T MT20 2.Ox 4.0 Ctr Ctr 0.00
PP -RR 0.03 0 T
RR -M 0.22 0 T
0.00
0.00
0.03
0.22
REFER TO ONLINE PLUS GENERAL
M -C 0.23 336 T
0.01
0.22
NOTES AND SYMBOLS SHEET FOR
----------Gable Webs----------
ADDITIONAL SPECIFICATIONS.
BB -AA 0.07 305 C
DD -CC 0.07 206 C
NOTES:
FF -S2 0.13 227 C
Trusses Manufactured by:
HH -GG 0.18 200 C
Valley Best Way
Z -Y 0.14 184 T
Analysis Conforms To:
O -U 0.07 663 C
0.07
0.00
IBC/IRC2009
U -S 0.19 484 C
0.06
0.13
TPI 2007
S -N 0.10 443 C
0.00
0.10
Design checked for 10 psf non -
V -B 0.02 59 T
concurrent LL on BC.
X -W 0.10 445 C
Truss designed for wind loads
Q -T 0.07 663 C
0.07
0.00
in the plane of the truss
T -R 0.19 484 C
0.06
0.13
only. For studs exposed to
R -P 0.10 443 C
0.00
0.10
wind (normal to the face),
JJ -II 0.14 184 T
see Standard Industry Gable
LL -KK 0.18 200 C
End Details as applicable,
NN -S1 0.13 227 C
or consult qualified
PP -00 0.07 206 C
Building Designer as per
RR-QQ 0.07 305 C
ANSI/TPI 1.
Partial -length live loads
TL Defl 0.01" in
RR -M L/999
checked.
Wind Loads - ANSI / ASCE 7-05
LL Defl 0.00" in
in
RR -M L/999
L/580
Truss is designed as a Main
LL Cant -0.02"
in
M -C
A
0.46
Wind -Force Resistance System,
Shear // Grain
-K
Wind Speed: 90 mph
Plates for each ply each face.
Mean Roof Height: 25-0
Plate - MT2D 20 Ga, Gross
Area
Exposure Category: C
Plate - MT2H 20 Ga,
Gross
Area
occupancy Factor • 1.00
Enclosed
it Type Pit Size
X Y
JSI
Building Type:
A MT20 5.0x 6.0
2.1 0.9
0.55
zone location: Exterior
AA MT20 2.Ox 4.0
Ctr Ctr
0.00
TC Dead Load : 4.0 psf
CC MT20 2.Ox 4.0
Ctr Ctr
0.00
BC Dead Load : 6.0 psf
52 MT20 6.Ox 6.0-0.8
1.2
0.41
Max comp. force 663 Lbs
GG MT20 2.Ox 4.0
Ctr Ctr
0.00
Max tens. force 336 Lbs
Y MT20 2.Ox 4.0
Ctr Cts
0.00
Connector Plate Fabrication
N MT20 2.Ox 4.0
Ctr Ctr
0.00
Tolerance - 15%
B MT20 S.Ox 6.0
Ctr Ctr
0.48
This truss is designed for a
P MT20 2.Ox 4.0
Ctr Ctr
0.00
creep factor of 1.5 which
II MT20 2.Ox 4.0
Ctr Ctr
0.00
is used to calculate total
KK MT20 2.Ox 4.0
Ctr Ctr
0.00
load deflection.
S1 MT20 6.Ox 6.0
0.8 1.2
0.41
'
00 MT20 2.Ox 4.0
Ctr Ctr
0.00
QQ MT20 2.Ox 4.0
Ctr Ctr
0.00
Willey
REVIEW FOR CODE COMPLIANCE
SPO E V/,LLEY DUILDING DIVISION
CITYQW]f