2006, 05-31 Permit App: 06002065 AdditionProject Number: 06002065 Inv: I Application Date: 05/31/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: ADDITION OF GREAT ROOM Contact: CORNERSTONE CONSTRUCTION GRO
Address: 11327 E MONTGOMERY STE #3
C - S - Z: SPOKANE VALLEY, WA 99206
Setbacks: Front Left: Right: Rear: Phone: (509) 927-5088
Group Name:
Site Information: Project Name:
TOMMM
Plat Key: Name: Range District: Nort
Parcel Number: 45092.0784 Block: Lot:
SiteAddress: 11118 E FAIRVIEW AVE
Location:: CSV
Zoning: UR -3.5 Urban Residential 3.5
Water District:
Area: 10,437 Sq Ft Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Owner: Name: HITCHCOCK, EDWARD RAYMO
Address: 11118 E FAIRVIEW AVE
SPOKANE, WA 992064685
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review Information:.
Review
Building Plan Review Released By:+. I Dia
Landuse/Zoning/HE Conditions
Sewer Review
Released By:(
Released I
Permits
--- — -- -- --- Building Permit - - - - —
Contractor: CORNERSTONE
Address: 11327 E MONTGOMERY #3
SPOKANE VALLEY, WA 99206
Firm: CORNERSTONE CONSTRUCTION
Phone: (509) 927-5088
Operator: AMB Printed By: AMB Print Date: 05/31/2006
S�1 � � 1 Nl 11111 .. .....
�nokane 7 E Sprague Ave, Suite 106
Vallev' - ' I1ey�-WA 99206
.7 i' (SQA) B-b'036WsjL0037
Community Development ,i iw.spokanevalley.ore
M Y 2006
Residential Consi tiq
Permit Applica�ticSn
SITE ADDRESS V
ASSESSORS PARCEL NO:
PERMIT NUMBER: r 1 U
PERMIT FEE:
JFew Construction
Addition/Remodel
Other:
LEGAL DESCRIPTION:
-
Name: y
Phone: SD f%S y
Describe the scope of work in detail:
t
a—
❑ Accessory Bldg
❑ Deck
Name: C`rsrwti trn s7 ark
Address: J 1 r-,A,;4q6Aar,1Sk iI
City: SZ ��� State: V°e Zip: ;eb
IN 144",Phone: 5b4. 7_05 Fax: �z� , 92;�
ContractorRc No: Hq D.Exp Date: 3 0 zu
City Business Lic. No:
Cost of Project: $ 26L
r r m a a a a a a +�r+•r+L r 11 __:...' AATTerr 1.^.....r,..lntn. f"v vfn N/A if nn* annlirahlPl**4e�F$et�Y*�Y**dr�e�t�k**** �Y,k
iu
HEIGHT TO PEAK:
DIMFPIONS: ,.
# OF STORIES:
TOTAL HABITABLE SPACE:
MAIN FLOOR TO SQ.
2 FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
FTG: ( V
AREA:
FINISHED BASEMENT
GARAGE SQ. FTG:
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
SQ. FTG:
p
PROPERTY:
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE:
SEWER OR SEPTIC?
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 � kT Date"
Method of Payment.
❑ Cash ❑ Check ❑ Mastercard VISA
Bankcard #: Expires: VIN#:
Authorized Signature:
REVISED 8/25/2005
l�s� i f'►l�i,`V'
D
`WSEC TABLE 6-2
PRESCRIPTIVE REQUIREMENTS0•1 FOR GROUP R OCCUPANCY
CLIMATE ZONE 2
* Reference Case
0. Nominal R -values are for wood frame assemblies only or assemblies built in accordance with
Section 601.1.
1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio
to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing
option (or higher). Proposed designs which cannot meet the specific requirements of a listed option
above may calculate compliance by Chapters 4 or 5 of this Code.
2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings.
3. Requirement applicable only to single rafter or joist vaulted ceilings.
4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10, or on the
interior to the same level as walls above grade. Exterior insulation installed on below grade walls
shall be a water resistant material, manufactured for its intended use, and installed according to the
manufacturer's specifications. See Section 602.2.
5. Floors over crawl spaces or exposed to ambient air conditions.
6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended
use, and installed according to manufacturer's specifications. See Section 602.4.
7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-5
insulation.
COOPERATIVE EXTENSION
WSEC Builder's Field Guide 5th Edition WASHINGTON STATEUN1VERSITY 1-7
GY PROGRAM
Glazing
Glazing U -Factor
Door9
Wall'Z
Wall?
Wall?
SIab6
Option
Area'0:
U-
Ceiling2
Vaulted
Ceiling
above
int
Below
eX14
Below
Floors
on
% of floor
Factor
Grade
Grade
Vertical
Overhead"
Grade
Grade
I.
10%
0.40
0.58
0.20
R-38
R-30
R-21
R-21
R-12
R-30
R-10
int?
II.
15%
0.40
0.58
0.20
R-38
R-30
R-19+
R-21
R-12
R-30
R-10
R-56
III.
17%
0.37
0.58
0.20
R-38
R-30
R-19+
R-21
R-12
R-30
R-10
R-56
IV.
25%
0.35
0.58
0.20
R-38 /
R-30 /
R-21
R-15
R-12
R-30 /
R-10 /
Group R-1
U=0.031
U=0.034
int' /
U=0.029
F=0.54
Occupancy
U=0.054
Only
V.
Unlimited
0.35
0.58
0.20
R-38
R-30
R-21
R-21
R-12
R-30
R-10
Group R-3
int'
Occupancy
Only
VI.
Unlimited
0.32
0.58
0.20
R-38 /
R-301
R-21
R-15
R-12
R-30 /
R-10/
Group R-1
U=0.031
U=0.034
int' /
U=0.029
F=0.54
Occupancy
U=0.054
Only
—
-
----
* Reference Case
0. Nominal R -values are for wood frame assemblies only or assemblies built in accordance with
Section 601.1.
1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio
to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing
option (or higher). Proposed designs which cannot meet the specific requirements of a listed option
above may calculate compliance by Chapters 4 or 5 of this Code.
2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings.
3. Requirement applicable only to single rafter or joist vaulted ceilings.
4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10, or on the
interior to the same level as walls above grade. Exterior insulation installed on below grade walls
shall be a water resistant material, manufactured for its intended use, and installed according to the
manufacturer's specifications. See Section 602.2.
5. Floors over crawl spaces or exposed to ambient air conditions.
6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended
use, and installed according to manufacturer's specifications. See Section 602.4.
7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-5
insulation.
COOPERATIVE EXTENSION
WSEC Builder's Field Guide 5th Edition WASHINGTON STATEUN1VERSITY 1-7
GY PROGRAM
Decking
inhuman center.
stenos atm edge of
amber to ceder of
bolt to be I-41"
minimum
If puler than 4'-0"
psorid' • min. of
4A4 bn.es at poel-
lo•be.m comedians
(Miltown Poet
Height shall not be
more than 10 fest)
Pal
end basecap
t" mid above concrete or
provide treated wood
6" min
24" minimum
•i:111r i
Natural Grade
"*'•'-- r min to daylight
inimum 2000 psi
holing
3" minimum
If power Wan 4'_0"
provide a mid of
4e4 breves d posh
to -beam eemeeaose
(Mulmun Post
Heigh shuli not be
mon Ian 10 Ibet)
elsl basecap
1" mid above concrete or
Ids healed wood
Post Jc Beam Connection detail (interior condition)
Post cap Installed per n.nuhclunt'.Iusltncaon
ry
■
1000 psi concrete (minimum
3" minimum
Natural Grade
6" minimum
Y '
24" minimum
11"
11" mid
(4n4)
Knee breve
sv.ljesus
Two 1/r Wangler lag
bolls lop and bollmn ypied
Pat
le" mid (4a4)
=rats
24" max.
Overhang
Isdpr mnchmem must be bolted through
Post & Beam Connection detail
at up hsialI.d psr mannlhelunr's Innructiun
11" mid
(4a4)
Knee brace
11" mid (4a4,
Knee blase
learn
Two l/2" diameter Ing
bolls lop and bottom typical
FULL 98 IN. MIN GUARD
HEIGHT PER SECT.
8318.1 AT LANDING
4 -IN. SPHERE CANNOT
PASSTHROUGH
34 IN. MIN GUARD HEIGHT PER SECT. 8318.
138 IN. MAX FOR HANDRAIL PER SECT. 8318.1
8 -IN. SPHERE CANNOT
PASSTHROUGH
I -_'v. —i
4,, 7
NOM OMIT OP4 St MINIMOBTAINEDWITHt THE WIDEST
PORTION OP '! IN. HANDRAIL
TYPES HANORAIL-
OMSRSHAPES MU. ALlOWOR(
HANDRAIL
ANDR ILLVITIN MIAERR
PRDWDL'IOUNMINT OR
ORASRISWIY
TYPI I NAAORAR.
HANDRAILTfAT R NarancuLAR
GRASPINGSUAF CE;OLTHE
SPECIFIED CIRCULAR CROSS
MOTIONS
NONOIRCLISAR /ANORAIL
OPEN RISER PERMfrrED-4 IN.
SPHERE WILL NOT PASS
THROUGH OR WHERE HEIGHT OF
STAIR IS LESS THAN 30 INCHES
MIN
f 1
MINN
VARIATION OF RISER HEIGHTS
OR TREAD DEPTHS SHALL
NOT EXCEED Ills IN.
Footing / Foundation Layout
3LOCKrN(; OLUMNS
novo S AND SHE
0
00
;UBLEJON' [CH ALL WALLS
10 SPAN U '� •_.
; E
DOUBLE S' rA'" i ' C n -.
ALL HP ANL ::;uSSE.
VIDE SHEAR C T • , , P' • ERIOR
JR WALLS TO i riuJJtJ Un Jura-', S ABOVE.
EXISTING STRUCTURE
Radon Mitigation System Required
If Vents Subject to Closure
6 mil Vapor Barrier Required
Minimum depth for frost protection in the City of
Spokane Valley is 24 inches measured from the bottom
of the footing to finish grade. Grade slope away from
building a minimum 6 inches in first 10 feet.
x
CRAWL, SPACE VENTING— (1sf/150sf)
650sf/150sf= 4.333sf of venting required -
18"x8" F. Vents = 1 sf venting/vent => 5 Vents Required
Under floor accessible
by 18" x 24"
Under floor
Clearance 18"
CONCRETE TO COMPLY TO IRC TABLE 404.1.1(1)
LH
FOUNDATION WALLS - 3000 # PSI
SLABS, GARAGES, CARPORTS
& PORCHES - 3500 # PSI
J
ALL FOOTINGS MUST BE CONTINUOUS I
36-6g"
O
W
vez
zo
ccz
o=
ao6a®ar0111 aa6lC11els
17616 6. Ipp1ew
8poloese Valley. L 66016
mew. size
SMILISEi
Delia: Minute
Date: 5/22/05
8eale: N/A
lof
By Mik Westsido Ce-signs on: uo-za-z- _ a.. ..... .-.
>roiect: HiTGHCOCK-CORNERSTONE -Location: Bay Beam
umrv:
3m..
•.5.125 IN x 9.O IN x 12.0 FT / 24F-V4 - Visualiv Graded Western Species -Ory Use
Modulus / oeptn Required
8.46 In
Controlling Factor: Section
Section Adequate By: 1 3.3% Cc
7efiactlons:
Dead Load:
IDL-00=
LLD=
0.19
0.46
IN
IN = L/315
Live Load:
TL-D=
0.65
IN L/222
Total Load:
Reactions CEach End):
LL-Rxn=
3300
LB
Live Load:
OL-Rxn=
1372
LB
Dead Load:
TL-Rxn=
4672
LB
Total Load:1.40
Bearing Length Required (Beam only, support capacity not checked):
C=
0.29
IN
iN
Camber F2egd.:
3eam Cata:
L=
12.0
2.0
FT
FT
Span:
Maximum Unbraaed Span:
Lu=
RP=
4
: 12
Pitch Of Mo-Of:
V
240
Live Load Daflact. Criteria:
L/
180
Total Load Deflect. Criteria:
CAF=
1.5
X CLC
Cambar Adjustmant Factor:
Roof Loading:
L-1=
40.0
PSF
Roof Liva Load-Side Ono:
DL1 =
15.0
PSF
Roof Dead Load-Side Ona:
Tvv1 =
12.75
FT
Tributary Width-Side Ona:
Lam=
40.0
PSF
Roof Live Load-Side Two:
DL2=
15.0
PSF
Roof Cead Load-Side Two:
-rW2=
1.0
FT
Tributary Width-Side Two:
Cd=
1.15
Roof Curation Factor:
BSvy=
11
PL-F=
Beam Salf Weight-
Slope/Pitch Adjusted Langths and Loads:
Ladi=
12.0
FT
Adlustad Beam Length:
wL=
550
PLF
Beam Uniform Live Load:
wo_adi-
229
PLF
Beam Uniform Dead Load:
w-r=
779
PLF
Total Uniform Load:
Properties For: 24F-\/4- Visually Gradad Wastam Species
Fb=
2400
PSI
Bending Stress:
Fv=
190
PSI
Shear Stress:
Ex=
1800000
PSI
Modulus of Elasticity:
Ey=
1600000
PSI
G
Stress erpenicular to rain:
Pd
Fperp=
c
Fb_cpr=
650
1200
PSI
PSI
Banding Stress of Comp. Faces in Tansion:
Adjustad Properties
Fb'=
2754
PSI
Fb' (Tension):
Adjustment Faotors: Cd=1.15 C-1-1 .00
Fv.=
219
PSI
Adfustmant Factors: Cd=1.15
Design Requiromants:
M=
14015
FT-LB
Controlling Moment:
6.0 ft from loft support
by combining all dead and live loads.
Critical moment creatad
Controlling Shear:
V=
4111
LB
At a distance d from support.
Critical shear creatad by combining all dead and live loads.
Comparisons With Required Sections:
Sro o-60
Section
Modulus (Moment):
9.9
IN3
Aropg,=
28.22
IN2
Area (Shear):
46.13
IN2
Iraq =
252.23
IN4
Moment of Inertia (Daflectlon):
1=
311.34
IN4
'": MIK , vVEsSa>�aao vc� a •� �••• -- --
- Location: Porch Beam
>roiect: F.3tchoock-Comerstono
Summary:
3.125 IN x 9.0 IN x 7.5 FT \o'4 24F -V4 - Visually Gradad Westem Species - Dry Use
Factor: Area / Depth Required 8.16 In
Section Ade,quata Sy: 21.2-1- Controlling
Dafiactions:
Daad Load:
DLD=
LLD-
0.07
0.17
IN
IN = L/533
Live Load:
TLD=
0.23
IN = L/383
Total Load:
Reactions (Each End):
LL-F2xn-
3038
LB
Liva Load:
DL-Fixn-
1189
LB
Dead Load:
TL-IRxn=
4227
LB
Total Load: not checicad):
2.08
IN
Bearina Lanath Required (Beam only, support capacity
O -
0.10
IN
Cambar F;Zagd.:
Seam Data:
L=
7.5
2.0
FT
FT
Span:
Maximum Unbrace,d Span:
Lu-
RP=
2.5
: 12
Pitoh Of Roof:
L/
240
Liva Load Deflect. Criteria:
L/
180
Total Load Defle,ct. Criteria:
CAF=
1-5
X OLD
Camber Adjustment Factor:
Roof Loadina:
LL1=
40.0
PSF
Roof Liva Load -Side Ona:
MLI =
15.0
PSF
Roof Dead Load-Sada Ona:
TW1=
18.25
FT
Trlbutary Width -Side One:
LL -2-
40.0
PSF
Roof Liva Load-Sada Two:
DL -2=
15.0
PSF
Roof Dead Load-Sicla Two:
Tyy2=
2.0
FT
Tributary Width -Side Two:
Cd=
1.15
Roof Duration Factor:
E3 --.W=
7
PLF
Beam Self Weight:
Slope/Pitch Adiustod Lanaths and Loads:
Ladl=
7.5
FT
-Adjusted Beam Lonath:
wL-
810
PLF
Beam Uniform Liva Load:
wo_adj=
317
PLF
Beam Uniform Mead Load:
wT=
1127
PLF
Total Uniform Load:
Properties For: 24F-\/4- Visually Gradad Western Species
Fb=
2400
PSI
Banding Stress:
Fv=
190
PSI
Shear Stress:
Ex=
1800000
PSI
Modulus of Elasticity:
Ev=
1600000
PSI
Stress Paroand icu lar to Grain:
FFbp cp
1200
PSI
Bandina Strass of Comp_ Face in Tension:
Adjustad Proparties
F=W-
2742
PSI
FW (Tansion):
Adjustment Factors: (--d=1.15 CI=0.99
Fv.=
219
PSI
Adlustmant Factors: 06=11 .15
Design Maauiromonts:
M=
7925
FT -LB
Controllina Moment:
3.75 ft from loft Support
Critical moment created by combining all dead and live loads.
LB
Controllina Srlaar:
V=
3381
At a distance, d from support_
Critical shear create,d by combining all dead and live loads_
Comparisons With Macluirad Sections:
caraa=
34.68
IN3
Section Modulus (Moment):
S=
42.19
IN3
Area=
23.21
1 N
Area (She,ar):
A=
28.13
IN2
Moment of Inertia (Defloctton):
Ireci=
1=
89.14
189.84
I1,14
IN4
j1
N
EXISTIN TRUCTURE
On
6 15/16" HEEL
0
0
CO
22'1 "8
6'8"0 4'10"0
4'0"0 _ I
•
\313/
16" HEEL
2.5/12 <---
--->2.5/12
4 15/16" H
EEL
n
MSG
36'6"5
4'0"0 _I
CORNERSTONE: WO# 8680
MATCH EXISTING; SPOKANE, WA
30-7-0-10 P.S.F. ROOF LOADING
LUMBEiNiENSDATE: 5/12006PITCHE1 AS "DESIGNER: MCH
TRUSS DIVISION FfiI: 509424-242 J FA):: 50k-924-2583 BIU 14&65617
—
__.—
-T uss
_ ---- _---_
Truss Type
Oty �PIy-ji.,Ckeference
ITHCOCK(
x,8680
�IA1SG
COMMON
o tional _
P—�
MiTek Industries, Inc. Wed —May 16.24:28 2006 Page 1 i
Lumbermen's Building
Centers, Spokane, WA 99206.42.20, MIKE HAMMER
6.200 s Oct 18 2005
i
14-1-1 20-5-13
40-6-5 - 42-6-5
26-10-9— F ------- ---------- --I
-2-0-0
F --f- —
7-8-5
--- .------!--
—1----- ---- --- —
---2-0-0
6-4-12
�- ----
6-4-12 13-7-12 5.r"=1:72.41
2-0-0
7-8-5
6-4-12
IMM
2.50 9T
10-0-9 1t1-11-14 20-5-13
10-0-9 1-11-5 8-5-15
Plate Offsets (X,Y): [2:0-5-1,0-1-6], [17:0-3-B4O-0-4] 12a:o_1-13,0-0-12 , [27:0-1-13,0-0_12]_L
LOADING (psf) SPACING 2-0-0 CSI
TCLL 30.0 Plates Increase 1.15 TC 0.99
(Roof Snow=30.0) Lumber Increase 1.15 BC 0.65
TCDL 7.0 Rep Stress Incr YES I WB 1.00
BCLL 0.0
BCDL 10.0
00 I Code IRC2003/TP12002 (Matrix)
LUMBER �t
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 180OF 1.6E
WEBS 2 X 4 DF Stud/Std 'Except'
W2 2 X 4 HF 240OF 2.0E, W3 2 X 4 HF 1800F 1.6E, W5 2 X 4 HF 180OF 1.6E
W7 2 X 4 HF 2400E 2.0E
OTHERS 2 X 4 DF Stud/Std
SLIDER Left 2 X 4 DF Stud/Std 3-1-14
24-6-10 30-11-1 36-3-9 36-�6-5 40-6-5_�
4-0-13 6-4-7 5-4-8 0-2-12 4-0-0
DEFL in (loc) I/deft L/d PLATES GRIP
Vert(LL) -0.23 2-21 >613 240 MT20 185/148
Vert(TL) -0.57 2-21 >253 180
Horz(TL) 0.05 15 n/a n/a
Weight 1871b
BRACING
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 15-16
4-5-1 oc bracing: 13-15.
JOINTS 1 Brace at Jqs): 22
REACTIONS (Ib/size) 2=761/0-5-8.17=673/0-5-8,20=1277/0-5-8.15=1389/0-5-B
Max Horz2=44(load case 7)
Max Uplift2=-175(load case 5), 17=-75(loadcase 6), 20=-91 (load case 5), 15=-258(load case 6)
Max Grav2=1034(load case 2), 17=769(load case 3), 20=1520(load case 2), 15=1794(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0152, 23=-1601/212, 3-4=-1508/219, 4-5=-849/142, 5-6=759/149.6-7=-861/166,7-8=-839/24, 8-9=8071311, 9-10=-769119,
10-11=-10151136,11-12=-1095/127,12-13=-441/2377,13-14=0/40
BOT CHORD 2 -21= -219/1486,20 -21=-30/682,19-20=-30/682,18-19=30/682,17-18=-35/1075, 16-17=31/1007,15-16=-293/927,13-15=-2237/452
WEBS 4-21=-819/108, 21-23=-143/316,7-23=-164/117, 7-18=0/379, 8-18=-105/124,18-22=-441/96,10-22=-422/94,10-16=1671201, 12-16=-19/357,
12-15=-3517/495, 20-23=-1214/154, 17-22=-577/57, 6-23=-549172, 9-22=-474147
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ;end
vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek 'Standard Gable End Detail"
3) TCLL: ASCE 7-98; Pf=30.0 psf (flat roof snow); Exp B; Partially Exp.; L= 0-0-0
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live
loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Gable studs spaced at 2-0-0 oc.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 2, 75 lb uplift atjoint 17, 91 Ib uplift atjoint
20 and 258 lb uplift at joint 15.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
8680 iA2
L I---
Lumbennen's Building Centers, Spokane,
14-1-1 20-5-13 26-10-9 40-605.--- 42-6-5
2-0 0 8 -,
--- 7 -5---- -- --- - - -- --I----- --- 13 7-1
2-0-0 7-S-5 6-4-12 6-4-12 6-4-12 2 2-0-00
;tea_,:
— - — - IIQty - I .. ...-THITCHCOCK
Truss ype
COMMON 19 1
2 Job Reference Loptional
6 )
-- �,x,=p--------- -- - ---- - — 00 a Oct 16 2005 MiTek industries, Inc. Wetl May 10-16 24
2.60 12
15:0 - 3x6-
6 IY'
3x)
-4.��'
0-.
3
U16 = 3.9 3.9 -
3x6 = 17
3x4 = 5x10 MT18H W8=
10-0-9
10-0-9
LOADING(psf)
SPACING
2-0-0
TCLL 30.0
Plates Increase
1.15
(Roof Snow=30.0)
I Lumber Increase
1.15
TCDL 7.0
i Rep Stress Incr
YES
BCLL 0.0
Code IRC2003/TP12002
LUMBER
TOP CHORD 2 X 4 HF 210OF 1.8E 'Except"
T3 2 X 4 HF 180OF 1.6E, T4 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 2100F 1.8E 'Except"
B3 2 X 4 HF 180OF 1.6E
WEBS 2 X 4 DF Stud/Std -Except-
W8 2 X 4 HF 1800F 1.6E
SLIDER Left 2 X 4 DF Stud/Std 3-1-14
REACTIONS (Ib/size) 2=1841/0-5-8, 13=2260/0-5-8
Max Horz2=44(load case 7)
Max Uplitt2--359(load case 5), 13=417(load case 6)
Max Grav2=2218(load case 2), 13=2594(load case 3)
20-5-1'
10-5-4
d
a
6 5 14
3x6 -. 3x10 WIBH= U4 =
30-11-1
10-5-4
3x6
9
3,12 =
10
---sz
1 3.8 =
13
44
36-3-9 364P-5 40-6-5
5-4-8 0-2-12 4-0-0
CSI DEFL in (loc) I/deft L/d PLATES GRIP
TC 0.97 Vert(LL) -0.7016-18 >627 240 MT20 185/148
BC 0.97 Vert(TL) -1.3716-18 >319 180 MT18H 185/146
WB 0.87 Horz(TL) 0.26 13 n/a n/a
Weight: 153 Ib
(Matrix)
BRACING
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 6-16
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/52, 2-3=-7202/1076, 3-4=-7106/1084, 4-5=-6391/1002, 5-6=-6326/1011, 6-7=-3638/627, 7-8=-3605/630, 8-9=-3359/617,
9-10=-3410/607,10-11=-445/2411,11-12=0/40
BOT CHORD 2-18=1060/6956, 17-18=-815/5279, 16-17=815/5279, 15-16=-592/3775, 14-15=592/3775, 13-14=-470/2585, 11-13=-2274/456
WEBS 4-18=900/116, 6-18=-183/1133, 6-16=1970/287, 7-16=191/1012, 8-1 6=-7 0 311 0 9, 8-14=-604/90, 10-14=153/855, 10-13=5379/665
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end
vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=30.0 psf (flat roof snow); Exp B; Partially Exp.; L= 0-0-0
3) Unbalanced snow toads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live
loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 Ib uplift at joint 2 and 417 Ib uplift at joint 13.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
NOTt 11emized ORDER Estimate
t,UMBE ENS
TRUSS DIVISION
10310 E Montgomery
Spokane, WA 99206-4220
(509) 924-2420 - (800) 486-9617
Fax: (509) 924-2583
ORDER #
REQ. QUOTE DATE
ORDER DATE
DELIVERY DATE
DATE OF INVOICE
ORDERED BY
CUSTOMER ACCT #
SUPERINTENDENT
JOBSITE PHONE #
s
D
T
0
CORNERSTONE
JOB NAME: HITCHCOCK
MODEL: TAG:
DELIVERY INSTRUCTIONS:
BUILDING DEPARTMENT
SPECIAL INSTRUCTIONS:
! /
ORDER #
18680
05/10/06
QUOTE #
SALESMAN
05/16/06
CUSTOMER ACCT #
355548944
PLUMB YES I GABLE STUDS 124 IN. OCI
CUSTOMER PO #
I I JOBSITE
I 1
INVOICE #
11 DESINGED I
2.501
TERMS
COMMON
40-06-05 140-06-05 2 X 4 2 X 4 02-00-00
SALES REP
MARK PATCHETT
SALES AREA
CDA
LOT # SUBDIV:
JOB CATEGORY:
OVERHANG INFO HEEL HEIGHT ; 00-03-12
REQ. LAYOUTS
REQ. ENGINEERING QUOTE MH 105/10/06
END CUT RETURN
TCLL-TCDL-BCLL-BCDL
SALESMAN
1
� SALESMAN
1 LAYOUT
PLUMB YES I GABLE STUDS 124 IN. OCI
TYPE
I I JOBSITE
I 1
1 1 1 JOBSITE
11 DESINGED I
ROOF TRUSSES
LOADING
BOT
STRESS ]NCR.
ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
TCLL-TCDL-BCLL-BCDL
I RIGHT
INFORMATION
30.0,7.0,0.0,10.0
1.15
PROFILE QTY PITCH
TYPE
BASE I O/A
LUMBER OVERHANG CANTILEVER STUB
PLY
I TOP
BOT
ID
SPAN SPAN TOP BOT LEFT
I RIGHT
LEFT RIGHT LEFT I RIGHT
1
2.501
0.00
COMMON
Al SG
40-06-05 40-06-05 2 X 4 2 X 4 02-00-00
02-00-00
04-00-00
9
2.501
0.00,
COMMON
40-06-05 140-06-05 2 X 4 2 X 4 02-00-00
02-00-00
04-00-00
ITEMS
QTY ITEM TYPE SIZE
LENGTH PART NUMBER
NOTES
FT -IN -16
ZU I HANGERS I H2.5
ACCEPTED BY SELLER I ACCEPTED BY BUYER Truss Price: $1,261.36
PURCHASER: Misc. Items: $5.80
SUB -TOTAL: $1,267.16
BY: TITLE: Delivery: $225.00
BY: _ � ADDRESS_---------- ------------
TITLE:--- --. -- Sales Tax: $0.00
DATE OF ACCEPTANCE: PHONE: DATE: Selling Price: $1,492.16
Price good until 0;/30/06
WARNING: We warn that trusses can cause property damage or personal injury if improperly installed or braced. Customer's or his
agent's acceptance hereof shall constitute his affirmative representation that he is fully trained in the proper and safe methods of truss
installation and bracing. Refer to the provided pamphlet entitled "Bracing Wood Truss: Commentary and Recommendations",
published by Truss Plate Institute, Inc. Do not cut, alter, or use damaged trusses without engineering approval. It is the customer's
responsibility to provide access to the job site. Trusses remain our property until full payment is made.
Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4
Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6
Min. 16, 18 or 20 in. APA Portal Frame Bracing
Engineered Shear Wall Bracing
24F -V4 GLS.
I�
REMOVE EXISTING BAY WALL n
TO CREATE ACCS55 1 c'
.p m 11 x
TTI
0
.Y�
GREAT ROOM
o v� B' cw • cARPEr
7 a �a
0 �
ry 1
4x4 P05r5
TPP. �
V 1 N
SW
FACTORY -BUILT FIREPLACES:
Combustion Air Required
Hearth Clearances per Manufacturer's Instructions
Tight Fitting Doors Required
CONCRETE NOTES:
L ALL CONCRETE 15 TO BE MIXED TO A 2500 P51 RATING W(4' MAX. SLUMP.
2. ALL BACIGILL AND SOIL BELOW SLABS AND FOOTINGS MUST BE COMPACTED
TO 15--0 PBF MIN.
3. CONTRACTOR 15 TO PROVIDE MIN (2) V2^x10' ANCHOR BOLTS PER PLATE AT
72-0 C.
2.OC. AND
12' FROM CORNERS, AT ALL PERIMETER FOUNDATION WALLS AND ALL
AND ALL INTERIOR BEARING WALLS. PER IRC SEC.R403
4. CONTRACTOR IS RESPONSIBLE FOR ALL REINFORCEMENT IN CONCRETE WALLS
AND BELOW SLABS WHERE REQUIRED. ALL REINFORCEMENT IS TO MEET LOCAL
CODES AND 15 TO BE INSPECTED BY BUILDING DEPT. OFFICIALS.
5. CONTRACTOR MUST INSTALL A MECHANICAL VENTING SYSTEM FOR TWE REMOVAL
OF
RADON GAS FROM BELOW LIVING ARA SLABS AND CRAWL SPACES. ALL VENTS
MU
5T PROJECT UP r,4RU TWE ROOF (PER LOCAL BUILDING CODE).
F. CONCRETE PADS/SPOT FOOTINGS TO BE A MIN 8' DEEP W/ 4 BARS MAX. 12. OC.
EACW WAY AND MAINTAIN 1' MIN COVERAGE ON EACW SIDE. (COEUR D'ALENE ONLY)
CRAWL NOTES:
ALL MUD SILL PLATES AR TO BE PRESSURE TREATED 2x6'.
ALL FTGS. TO BEAR ON UNDISTURBED SOIL MIN. 1300 Ib. P.SF.
VERIFY CONTROL JOINTS IN GARAGE SLAB WITW BUILDER
PROVIDE MIN (2) ANCWJR BOLTS * FND. PLATE a ALL LOAD
BEARING WALLS 0 72' OC.. D' FROM ALL CORNER LOCATIONS
I -JOIST FRAMING NOTES:
I. ALL I-JOIBTS ARE TO BE rJI A5 NOTED, AND M.2'0,C. OR AS ENGLNEERED.
2. PROVIDE A CONTINUOUS RIM RIBBON AT PERIMETERS.
3. ALL CANTILEVERED I-JO15r5 ARE TO WAVE LATERAL SUPPORT
�' DCKIF:2 Ai BEARI'* L DCATIDN5. - E=E P --A\15
4. PROVIDE PROPER BLOCKING IF REQUIRED AROUND ALL
FLOOR PENETRATIONS.
S. PROVIDE 1 -JOIST HANGERS AT ALL LOCATIONS IN WWICH 1 -JOIST
BUTT UP TO BEAMS OF OTWER BUILT-UP I -JOIST.. SEE PLANS
6. PROVIDE LVL WEADER5 AND SIMPSON HANGERS AT STAIR OPENING LOCATIONS.
7. PROVIDE PRE55URE TREATED OR GALV. FLASWMG SEPARATION
BETWEEN 1-JOI5T AND CONCRETE.
B. REFER TO 1-JOI5T MANUFACTURERS IN57ALLATION DOCUMENTS
FOR MI SC. FRAMIFG SITUATIONS.
9. ENGINEERED [-JOIST SHEETS MUST BE ON TWE JOB SITE FOR FRAMING INS.— VON
DECKS: Ledger board requires %" lag bolt @ 16" o.c. with
flashing behind. Guardrail 36 in. high required if floor more than
30 in. above grade. Picket spacing no more than 4 in. apart. Posts
require approved base and beam connectors. Min. 24 in. frost
protection to finish grade with min. 12 in. footing base.
BRACED WALL PANELS
• PANELS SWALL BEGIN NO MORE TWAN 12'-6' FROM EACW
END OF BRACED WALL LINE.
• BRACED WALL LINE 5WALL BE IN LINE. EXCEPT TWAT OFFS_ TS
OUT•OF-PLA.NE OF UP TO 4' SHALL BE PERMITTED PROVIDED
:•'AT •`+E TGTAL G0'•TO-OUSE G SET I51•Li, i/,ORE T,AN 81.
-EXTERIOR BRACED WALLS USE MErWOD 3 FROM
2003 IF,— SEC. 692103 p 25' O.C.
-INTERIOR BRACED WALL LINES USE MErWOD 5 FROM
2003 IRC SEC. 602.103 E 35' OC.
.EACW METWOD 3 BRACED WALL PANEL TO BE A FULL 4'x0' (MIN.)
NOT TO BE CUT, NOTCWEO OR DRILLED a BLOCKED 6 ALL EDGES
• EACW METWOD 5 BRACED WALL PANEL TO BE 8' IN LEFPTW MIN.
WWEN APPLIED TO ONE FACE a 4' WWEN APPLIED TO TWO FACES
• BRACE PANEL$ P CRIPPLE WALLS TO BE EQUAL TO WALL ABOVE
• ALTERNATE BRACED WALL PANELS PER 2003 IR: SEC. 602.10b
OR SEG 602.105 USING TABLE 602.105
• BRACED WALL PANELS ON MULTIPLE STORIES ARE TO ALIGN WITW
WITW PANELS BELOW WITW EXCEPTIONS LISTED IN IRREGULAR
CONSTRUCTION PER 2003 IP_- SEC. R3012.27]
BRACED WALL PANELS TO MEET MIN REQUIREMENTS OF 2003 IRC
TABLE 602.101 SEE BRACED WALL LINES DIMENSION LINE FOR
MINIMUM REQJIREMENi5
TRUSS NOTES:
ALL rRU5SE5 SWALL CARRY MANUFACTURERS STAMP
ALL TRJ55E5 SWALL BE INSTALLED L BRACED TO
MANUFACTURERS SPECIFICATIONS.
ALL TRUSSES WILL NOT BE FIELD ALTERED WITHOUT
PRIOR BUILDUP DEPT. APPROVAL OR ENGINEERING
CALCULATIONS.
ENGINEE(ZED TRU95 SWEETS MUST BE ON THE JCB
SITE FOR FRAMING INSPECTION
NON BEARING WALLS SHOULD BE WELD DOWN FROM
TWE TRUSS BOTTOM CHORD W/ SIMPSON STC TO INE.M2E
TWAT TWE TRUSS BOTTOM CWORD WILL 140T BEAR
ON THE WALL.
ALL CONNECTIONS OF RAFTERS, JACK OR WIP TRUSSES TO
MAIN GIRDER TO BE PROVIDED BY TRU55 MANUFACTURER
WJRRICANE CLIPS m EACW TRUSS
EXISTING CRAWL SPACE
3/8'
(CRAWL ACCESS
pS.
i �-K SSEil
m
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I
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CRAWL SPACE
I
I
I
PROVIDE C. MIL, VAPOR BARRIER
LLJ O
LLJej
v N
OVER FINISWED GRADE AND MIN.
3
z
Q
R-30 FLOOR INSULATION
o �
U 0
ALL
I
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0 �
(REFER TO ENEF C -Y CALCULATIONS)
I
I
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I I
I
(3�
U � U
W
Q
L
(2)2e10 WOR
2x4 BEARING WAL
�w/12'x6' GRADE BLEAM
(2)2x10 WDR
DRAWN BY:
MIK BOND'JRANT
—
— — — — —
— — — — —
A-1
I
7'•0'
12'x6' CRAWL
y10 I
I
SPACE VENTS IN
FOUNDATION WALL.
(TYP. 9 PLACES)
I R q W
I
IIF
L_------4
— — --
— — — — — — — — — — — —
— — -------- —J
/
— — — — — — — — — — — -_ — — — — — — — — — — — — — — — — — — — — — — — —
3/8'
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DATE=
5.17.06
PLOT SCALE:
I/4' • I'-0' (24x36)
•or• -0' (11x17)
DRAWN BY:
MIK BOND'JRANT
JOB NO:
0601
SWEET NO.:
A-1
TOP PLATE
Irig
:H L 1�
REAR ELEVATION
EXI'STINCz ; TRUCTURE
SIDE ELEVATION
OOF CONSTRUCTION
RODFING PER SPECS.
B/32' OSA. 514EA T WINS
TRUSSES ! 24. on.
1/2' GAS.
TRU55 INSULATION PER ENERGY CALCULATIONS
EXTERIOR WALL CONSTRUCTION
61DIW- PER BUILDERS SPECS.
15/32' WOOD STRUCTURAL PANEL 5WEATWIN1-
2x6 STUDS • 24. O.G.
V2' GWB.
WALL INSULATION PER ENERGY CALCULATIONS
FLOOR CONSTRUCTION
FINISW FLOOR COVERING ON 3/4' T [ G SUBFLOOR SWEA
TWINS
G/I 'INSTRUCTURE
FLOOR I -JOISTS PER SUPPLIERS SPECS.
FLOOR INSULATION PER ENERGY CALCULATIONS
N1101.3.1— Attic insulation certification required as to
R — value or coverage. Markers, attached to trusses or
rafters, required for every 300 sf of attic space with 1
inch high numbers for installed thickness of insulation.
1/8" GAP
BE vVEEN SHEATHINGSECTION NOTES.
OAPPROVED ROOFIWG OVER 30' FELT, 15/32' OSB SWEATWING AND PRE-ENGINEERED
TRUSSES AT 24' OC. OR 2X OVER-RAMED RAFTERS -SEE ROOF FRAMING PLAN.
3O. R-30 MIN. INSULATION (OR REFER TO ENERGY CALCULATIONS)
PROVIDE V AIR GAP AT EAVES WITW INSULATION BAFFEL.
CEILING: '/2" GWB if perpendicular to rafters or
trusses 24" o.c. and no water based texture used—
otherwise 5/8" GWB.
Attic Ventilation
1 Sq Ft per
ace
ventilated with at ilea t 50%q Ft in of the upper
portion of roof area.
O112' 014.5, Cd WALLS WITH PVA (POLYVINYL ACETATE) VAPOR 5ARRIER I CEILINGS
5/5' TYPE 'X' 5ETWEEN LIVING AREA GARAGE AND UNDER STAIRCASES.
4O. I5/32- STUCTURAL PANEL SWEATWING OVER 2x6 STUDS AT 24' O.C. v/R•pi KRAFT
BACK INWLATION Li
TOP PLATE O LP. INNER5:AL FASCIA PANEL WITH 2X BACKER
O6. LP. SOFFIT PANEL WITW CONTINUOUS SAYE VENT.
.s -yr r
7O. 3/4' TIG PLYWOOD 5WEATWING OVER ENGINEERED I -JOIST U "•8
(GLUE AND SCXTW SWEATWIW.).
io
O8. VENTED CRAWL SPACE WITW & MIL VAPOR BARRIER FOR GROUND COVER
WITW INOPERABLE VENTS OR RADON MITGATION SYSTEM
OR O9. 2X PRE9SR
IE TREATED PLATES AT ALL INTERIOR BEARING WALLS IN SA5EMENT.
w/G.I. FLASWNG BETWEEN ALL CONCRETE AND WOOD.
CONTRACTCR 15 TO PROVIDE MIN. (2) 1/2'x67' ANCWOR BOLTS PER PLATE
13. AT 72' O.C. AND U' FROM CORNERS AT ALL PERIMETER FOUNDATION WALLS
AND ALL INTERIOR BEARING WALLS. PER IRC S.
R403
ODAMP PROOF WALL PRIOR TO BACKFILLING. TYP.
IN felt for ice
dam protection
Ta
3r r
Attic Accessible
by 22'x 30"
I'✓V
SECTION - CRAWL SPACE
CRAWL SPACE
p'2 1/4' . 1'-0' (11x17) -1121 . 1'-0' (24x36)
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DATE:
5.21.06
PLOT SCALE:
I/4' . I'•0' (14x361
DRAWN 5Yz
MIK BCNDURANT
JOB NO.:
0601
SWEET NO.:
A-2
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
SYSTEMS PRIOR TO FRAN11i 46
CTIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS