2009, 02-25 Permit App: 09000358 ResidenceProject Number: 09000358 Inv: 1 Application Date: 2/25/2009 Page 1 of 3
I I
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: SFR W/ATT GAR
Setbacks: Front
Site Information:
Plat Key:
Left: Right: Rear:
Contact: VIKING CONSTRUCTION DBA VIKING
Address: 2605 W HAYDEN AVE
C - S - Z: HAYDEN, ID 83835
Phone: (208) 762-9106
Group Name:
Project Name:
Name: Range
District: East
Parcel Number: 55191.3204
SiteAddress: 711 S MOEN ST
Location:: CSV
Block:
Lot:
Owner: Name: VIKING CONSTRUCTION DBA VI
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Zoning: R-3 SF Res District
Water District: 134 CONSOLIDATED ID #19 Hold: ❑
Area: 9,111 Sq Ft
Nbr of Bldgs: 0
Review Information •
Width: 0
Nbr of Dwellings: 0
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
Released By: '
Driveway/Approach
.Released By:
Landuse/Zoning/HE Conditions
Sewer Review
Originally Released: 2/25/2009 By: CJJANSSE
Released -By: --r;
Permits _ .
Operator: JD Printed By: JD
Print Date: 2/25/2009
Project Number: 09000358 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 2/25/2009 Page 2 of 3
Contractor: VIKING CONSTRUCTION
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Item Description
APPROACH -CONST IN ROW
Contractor: VIKING CONSTRUCTION
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Description Grp Type
1&2 FAMILY R-3 VB
2ND FLOOR R-3 VB
GARAGE U-1 VB
Item Description
RESIDENTIAL PERMIT FEE
WSBCC SURCHARGE
SF PLNS RVW < 7999 SQ FT
Notes
Contractor: VIKING CONSTRUCTION
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Item Description
GAS WATER HEATER
GAS APPLIANCE<=100,000BTU
GAS PIPING
HEAT PUMP OR A/C 0-3 TONS
VENTILATING FANS 1 DUCT
RANGE
Approach
Firm: VIKING CONSTRUCTION
Phone (208) 762-9106
Units Unit Desc
1 NUMBER OF
Permit Total Fees:
Building Permit
Fee Amount
$50.00
$50.00
Firm: VIKING CONSTRUCTION
Phone: (208) 762-9106
This Application: Total Project:
Sq Ft Valuation Sq Ft Valuation
1,220 $118,132.60 1,220 $118,132.60
1,590 $118,741.20 1,590 $118,741.20
483 $9,177.00 483 $9,177.00
Totals: 3,293 $246,050.80 3,293 $246,050.80
Units Unit Desc
I SELECT
1 SELECT
1 SELECT
Permit Total Fees:
Mechanical Permit
Units
1
4
1
4
1
Operator: JD Printed By: JD
Fee Amount
$1,816.95
$4.50
$726.78
$2,548.23
Firm: VIKING CONSTRUCTION
Phone: (208) 762-9106
Unit Desc
NUMBER OF
NUMBER OF
# OF UNITS
NUMBER OF
NUMBER OF
NUMBER OF
Permit Total Fees:
Print Date:
Fee Amount
$11.00
$13.00
$4.00
$13.00
$44.00
$10.00
$95.00
2/25/2009
Project Number: 09000358 Inv: I
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 2/25/2009
Contractor: VIKING CONSTRUCTION
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Item Description
TOILETSBIDETS
SINKS
SHOWERS
TUBS
DISH WASHERS
CLOTHES WASHER
WATER SOFTENER
MISCELLANEOUS FIXTURES
Notes:
Plumbing Permit
Page 3 of 3
Firm: VIKING CONSTRUCTION
Phone: (208) 762-9106
Units Unit Desc
3 NUMBER OF
5 NUMBER OF
2 NUMBER OF
2 NUMBER OF
1 NUMBER OF
1 NUMBER OF
1 NUMBER OF
3 NUMBER OF
Permit Total Fees:
Fee Amount
$18.00
$30.00
$12.00
$12.00
$6.00
$6.00
$6.00
$18.00
$108.00
Payment Summary:
Permit Type
Approach
Building Permit
Mechanical Permit
Plumbing Permit
Fee Amount Invoice Amount Amount Paid Amount Owing
$50.00 $50.00 $0.00 $50.00
$2,548.23 52,548.23 $726.78 $1,821.45
$95.00 $95.00 $0.00 $95.00
$108.00 $108.00 $0.00 $108.00
$2,801.23
$2,801.23 $726.78
$2,074.45
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 2/25/2009
Spokane
Vafley®
For City Use Only
PLUS Project Number ()9(fl' ssj
Project Address -
(I[SN!nett
11703 E Sprague Ave Suite B-3 t,' 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 ,df your project:
application, we,are providing you:with a TARGET DATE for the initial technical applieation-revie'w If for!
any reason we cannot meet this date, we will contact ou with a re /u_ c'14
' ' r
Jv'/R(��\\I P.1 \\ Fp0
Your ap)ilication-review'TARGET DATE is
11t
The TARGET DATE is.the date we estimate your project application will have4had its initial. technical:
review. It is not the date for approval or permit issuance. .
Tips for a Smoother Project Application Review
i Submit complete, accurate plans and documents. -
Evtra time may be required for re,snhmittals as project application reviewers work on multiple applications and -it
may be several darns before they can look at your new or revised mfbrmation.
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 conanents would he the hest 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 017 or by the target date, please feel free to contact us if you haven't heard from zis
by your target date. Staff may contact you before the target date if the initial review is complete. By following this
procedure, rou 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 resultpf 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 itis 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 cornpliance
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 eontact 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 REV9/07
V)
Stio
% Valley
Community Development
Residential Construction 171New Construction
Permit Application Addition/Remodel
Other:
Permit Center
11703 E Sprague Ave, Suite B-3
Spokane Valley, WA 99206 ,
(509)688-0036 FAX: (509)688-0037
www. s o o k an e v a l I ev. o r e
PERMIT NUMBER:
PERMIT FEE:
Accessory Bldg
Deck
SITE ADDRESS:
71( 5.. MOBN sr
ASSESSORS PARCEL NO- 5Wt 1 Ja0`-I
LEGAL DESCRIPTION: l ot- 'BIL Tr.ns, 01.
Building Owner:
Contractor:'''�",,,
Name:\Iiiiig,
Address:
! 1.
Name: VI�(,.nr\ (1h1'5I�H,'ue-1Dn�
Address: i&'II DOS LO. \-1eAt pUl Out
City: I�l�l to t 11 State:_ri Zip: papal
City: State: Zip:
Phone: Fax:
Phone: ,Th...,u) Fax:xflu},L6r\�
"-
iir)- nf j l.J
FINISHED BASEMENT
SQ. FTG. N/A
Contractor Lic V &u\30 o N-Eixp Date:
Contact Person -
30% SLOPES ON
PROPERTY: NO
City Business Lic. No:
TYPE.
Co'v.
HEAT SOURCE: '
GFA
SEWER OR SEPTIC?
5Ew6R
Name:
Phone:
Describe the scope of work in detail:
Cost of Project: $
riDE
Proposed Use:
**************The following MUST be coinplete: (write N/A if not applicable)*************
HEIGHT TO PEAK:
301- `i"
DIMENSIONS:
10,-0.4`-o"x 't8' -C"
# OF STORIES.
TWO
TOTAL HABITABLE SPACE:
2,810
MAIN FLOOR TO SQ.
FTG. 1 zzo
2"1' FLOOR SQ. FTG:
1590
UNFIN BASEMENT SQ. FTG:
NIA
IMPERVIOUS SURFACE
AREA: 2739
FINISHED BASEMENT
SQ. FTG. N/A
GARAGE SQ. FTG:
• l 83
DECK/COV. PATIO SQ. FTG:
N!A •
30% SLOPES ON
PROPERTY: NO
# OF BEDROOMS:CONSTRUCTION
3
TYPE.
Co'v.
HEAT SOURCE: '
GFA
SEWER OR SEPTIC?
5Ew6R
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: 1
Method of Payment:
❑ Cash
Bankcard #:
Authorized Signature:
REVISED 21151a7
❑ Check
DATE: 411L9 109
LI Mastercard - ❑ VISA
Expires: VIN#:
• Spolu2 e
• \ Alley
Community Development
•
Prrm it Center
11703 E Sprague Ave, Sure B-3
Spokane Valley, WA 99206
(509)688-0036 FAX: (5091688-0037
441134V stokanevalley ore
Mechanical Permit Application
II
PERMIT NUMBER:
PERMIT FEE:
Commercial In Residential
sun?. ADDRess: —111 `S Nejn
Building Chimer
-
Name.1
\�J
Phone , r
lot`, �u, a.
`112.1.:
Fax
71 rC, ..-Z;,,)
style:
r.;.) _
-u �, I
-/.IP. c, - ,,
Addl ess'. `
tst
`
t
City 11
Contractor
Nance: nAr T l, t tr
P:¢me'
Fax
ym
Ant less:
City
State
Zip:
I.ic use No (-t e
-
Ctly Business Lie'
Contact
None.
Phone.
DESCRIPTION OF WORK
g OF UNITS
C
FUEL BIIRNI14G APPLIANCE
2
FUEL BURNING APPLIANCE
Eo.al w -.: b than 100,000
More Shan 1 t0,D00
x
$1200
x
$15.00
3 UNLISTED APPLIANCE (Additional Fee)
4 UNLISTED APPLIANCE (Additional Fee)
Equal to or !eea than 400,000
More Than 400.000
x
x
$50.00
$100.06
5 USED APPLIANCE (WSEC min AFUE rating)
6 IISFD APPLIANCE (WSEC min. AFUE rating)
7 BOILER/REFRIGERATION
8 BOILER/REFRIGERATION
Equal to or less than 400,000
More Than 400,000
1- 100M BTU
x
x
$50 00
$100 00
x
$12 00
101- 500M BTU
9 BOILER/REFRIGERATION
501 - 1,000M BTU
x
10 BOILER/REFRIGERATION
11 BOILER/REFRIGERATION
12 GAS LOG, GAS INSERT, GAS FIREPLACE
13 RANGE
,::01 - 1,750M BTU
Rod. Ilan 1,75151 BTU
14 DRYER
x
x
x
x
x
15 FUEL BURNING WATER HEATER
1
x
16 MISC. FUEL BURNING APPLIANCE
17 GAS PIPING (each outlet)
18 DUCT SYSTEMS
x
520 00
$25.00
$35.00
560.00
510 00
510 00
$10.00
$10.00
$10.00
51 00
19 VENTILATING FANS
20 AIR HANDLER (DOES NOT Include ducting) Equal to or less than 10,000 CFM
21 AIR HANDLER (DOES NOT Include duclln9) .great_: enni 91000 CFM
22 EVAPORATIVE COOLERS
23 TYPE IHOOD
A-1
x
x
x
x
x
x
24 TYPE II HOOD
x
swan
510.00
$12.00
515 00
51000
550 00
510.00
25 HEAT PUMP/AIR CONDITIONER
26 AIR CONDITIONER
0-3 TON
x
2.00
4-15 TON
x
520.013
27 AIR CONDITIONER
15-30 TON
x
$25 00
28 AIR CONDITIONER
30-50 TOtI
x
29 AIR CONDITIONER
More than 50 TON
x
30 LPG STORAGE TANK
WOOD OR PELLET STOVE/INSERT
32
33
34
35
36
37
WOOD STOVE -FREE STANDING
REPAIR E. ADDITIONS
VENTILATION SYSTEMS
VENTILATION MECHANICAL EX] IAUST
INCINERATOR — RESIDENCE
INCINERATOR — COMMERCIAL
T
535.00
560 00
$10.00
510.00
575.00
$15.00
512.0n
512.00
519.00
522.00
METHOD OF PAYMENT:
DCASH 0 CHECK 0 VISA ❑ MC
CARD N:
AUTHORIZED SIGNATURE:
REVISED 8/n/05
EXPIRES'
IN:
SUBTOTAL
PROCESSING FEE
536.00
TOTAL PERMIT FEE DUE:
Permit Censer
art- " +. 11703 E Spra_ua Ave, Sti P-3
Spoka e Spokane Valley, WA 992)5
t'66, FU f, 5:091 ; i
42;00 -valley 333vE,09)'.sn065-003l:aneva1Ie,'m .09
Cmmnunily Development
Plumbing Permit Application '
PERMIT NUMBER:
PERMIT FEE:
L_i Co;1lmerciaResidential
SITE ADDRESS: 11 t • rnueim
Building Owner
Nmne:Phone. � Fax l �l '1�" 1 it i'� L1I01^ ,)If.' -)- LIiU
- tAddress. n•' Stale.•
')I+iiri\,�. Ora �i';Ct,:�� NA_f �-�'R�: �C1 ^.Y, 11ZI) P:p.; -j2-a.-i
Nance. 1 ht na 2‘.1,_)... z Fax
Ad di css: I - Stale. Zip:
1.1000se110'...-ytA Y1 1.i•1`t CYT CT 2J 25 L':.T Rus/••e.;..:c'
i
Conlael
Name. Phone
DESCRIPTION OF WORK
is OF UNITS
X
COST
=
TOTAL AMOUNT
1
TOILETS
Y..= FEE':xOSE i, C;DE'.:
")
X
$6.00
=
2
URINALSX
5600
=
3
TUBS -
d((��
X
5600
=
4
SHOWERS (PER TRAP)
BATH. STP LL, ON -°•ITE BUILT
`
X
56.00
=
5
SINKS
LAVS/BASINS OAR, F f12R, KI'. -NFA'. -
LALINDP.Y, UTILITY. JA;9TOR, PI'GT ).
X-RAY. FOG =r Pl'+CULINARY MEAL
!
X
$6.00
=
6
DISHWASHER •
c�J
1
X
$6 RD
=
7
CLOTHES WASHER
I
X
56.00
=
6
GARBAGE DISPOSAL
X
56,00
=
9
WATER SOFTENER
t
X
5600
=
'
10
ELECTRIC HOT WATER TANK
NOTE' IF GF ,.-=. C"HAN!'L?L
X
$600
=
11
FLOOR DRAINS
1,15.ENLII
Ct :';EN,PTE .:�./
`I
X
X
$6.00
56.00
=
=
12
ROOF DRAINS/OVERFLOW DRAINS
13
FOUNTAINS, DRINKING
•
X
56.00
14
WATER PIPING/DRAIN-IN WASTE,
VENT, PLUMBING, REVERSAL
NETALI 11 iUil ,LFERATION, REPAIR,
REVERSALS
_
X
$6.00
=
15
SEWAGE EJECTOR
GRINDER, SUMP PUMP
X
$6 00
=
16
WATER USING DEVICE
ICE AN/OR 41:2: :LE MAILER, HOSE Big,
•-5-.'AEF
LPG/LIFE'. CARD' •JA.'OR, SWAMP
COOL 7o
X
56 00
17
CROSS CONNECTION DEVICE
VACUUM 04'?r -_ ECI(VAL.E •
AND R.P.O.P.0 FOR: 'vATS, TANKS,
BOILERS
X
56 00
=
16
INTERCEPTORS
GREASE TRAP, SAt.O TRAP,
CHEMICAI. HOLDING TANK
X
$6.00
=
19
MEDICAL GAS (peromlet)
NITROUS, OXYGEN .
X
56.00
=
20
MISCEI.LANEOUS PLUMBING FIXTURE
X
$6 00
=
21
PRIVATE SEWAGE DISPOSAUSYS
X
$20.00
22
INDUSTRIAL WASTE INTERCEPTOR
X
$15 00
=
METHOD OF PAYMENT:
❑CASH 0 CHECK 0 VISA 0 MC
Card#
SUBTOTAL
E:'Pti _-'i
PROCESSING FEE
535.00
',IR'
TOTAL PERMIT 6E0 OUE'
AUTHORIZED SIGNATURE.
DEVISED 6)26/05
CITIOF r•
o ane
Valley.
Community Development ,
Permit Centel
11703 E Sprague 4 ve, Suite 13-3
Spokane•Valley, kA 99206 •
(509)688-0036 FAX: (509)688-0037
www. s poi:anew. Ilev. nrP
Approach'Perrnit Application
PERMIT NUMBER:
PERMIT FEE:
P1:op cr ADDRESS .111 . - r11(De-til c�?'
START DATE
ANTICIPATED COMPLETION DATE
13uild ing Owner:
Contractor:
Name:Lir
Name: \j dl t tit
Cky: _ • ;l 1,0-ri)
t )/
Stare: -i• 1]
Address:
=1P'.r-',.;Y �'1
city: State:
Zip:
Phone: _ ('1- • (:-_,)
-t1 I1, 1/4.
Fax: )I -As, .•11(
:,.i • r., IS 61111
. .
Phone: Fax:
Contact Person
Contractor Lic�V� A�l�'ll it`ll cC-1-•i�ji r Ex a Date:
i
Name:
City Business Lk: No:
Phone:
• PROJECT DESCRIPTION (Provide she sk •rcii)
Residential Driveway
Existing Cull) & Cutter
Culvett Installation
Other Conditions
•
' ' Commercial/Industrial Driveway
Rural Road Section
Sidewalk Repair/Construction
Bond/I nsut ante certification must be ont'filc with lir civ.
DISCLAIMER
The permitter verifies, acknowledges and agrees by their signatures that I) If this permit is for construction of or on a dwelling, the
dwelling is/will be served by potable water. 2) Oumersl.% of this City Of Spokane' \'alley Permit inure to the property owner. 3) The
signatory is the property owner nr has permission tr. :ep sant th•. property owner in This transaction 4) All construction is to be done in
full compliance with the City of Spokane Valley Deve6n mens C,;dr Refet .i codes are available for review at the City of Spokane
Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit 01 approval for any violation of federal, state or local laws,
codes or ordinances. 6) Plans or additional informanco Loa' hr arr.viied to be submitted, and subsequently approved before this
application can be processed
Signature
A7etbod ofPaJ•ment:
❑ Cash ❑ Check:
Raul:card #:•
Authorized Signature:
REVISED ]isles
Date a131�,
❑ Masrercard ❑ VISA
Ea:pires: VIN#:
SITE =20' PL0AN
SCALE:1"-"
LOT 4 BLOCK 2
PRASADA PLACE
SPOKANE VALLEY, WA.
60.00' PROPERTYIINE
6'-0
LP MIN REAR YARD SETBACK LINE
40'_0"
PROPOSED SINGLE
FAMILY RESIDENCE
CASERTA GRAND B
TWO STORY
CONCRETE
PORCII &
SIDEWALK
14'-Q,I
FI3ACK LINL
z
TI MIS' F¢U TYkaDSETRACKtM1
This sire plan is being submitted for the purpose of
obtaining a building permit and is a true and correct
repiesentaion of the propyl. All known property
'Loci dimensions. curb lines. structures and easements
hese been identified Also indicated are wnlands.
bodies of water. steep slopes or other cntical areas
Signed' ,4"711.'4'
Dam' 1109
Itl Linrry eastmrwTt •tff; ; t—_4 _
-T
Il'nUPtIFR EASFMN'T I T
7I I S. MOEN STREET
PLANNING DEPT. APPROVED
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12'3"0
7'9"0
T7'3"0
12'0"0
8'6“0
1030) E \IONTGOMER ' DR
SPOKANE VAUEV, WASHINGTON 9926.
PHONE: (309)924-2420
FAX: (50))921-2:5”
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1.5 LU24
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50 H2.5
PRO -BUILD QUOTE #090307
VIKING JOB - ALDRICH
MODEL: CASERTA GRAND ENTRY 'B'
LOT / BLK: 4/2
ADDRESS: 711 S. MOEN ST, PRASADA PLACE,
SPOKANE VALLEY, WA
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SPOKANE VAUEV, WASHINGTON 9926.
PHONE: (309)924-2420
FAX: (50))921-2:5”
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HANGERS:
1.5 LU24
15 HUS26
50 H2.5
PRO -BUILD QUOTE #090307
VIKING JOB - ALDRICH
MODEL: CASERTA GRAND ENTRY 'B'
LOT / BLK: 4/2
ADDRESS: 711 S. MOEN ST, PRASADA PLACE,
SPOKANE VALLEY, WA
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GABLE
1
1
Job Reference optional)
PRO-BUILD, SPOKANE WA, Kirk Opeahl 7050 s May 22 2008
Mask Industries, Inc Thu Feb 121429 29 2009 Page
-1-0-8 1-0-8 0-0-0 4-0-0 d-. 4-0-0 8-0-0-04-0-0 12-0-0 1-0-8 13-0b
Scale =1:23.4
5x6 =
5x6 =
4-0-10
1
5 16 Ili 9
6
Q 15
12
I', I L
8.0012
I-r
LA
r
I-F1
7
w al
e -Iea
3
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ST2
ST1
STI
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T1
ST2
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8
n
Bi LJ „i --1 9 .d
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1 i"i•i•'Oi:JP❖Ai:•':OJJ•iOJOO•:t':••••JOO•iiJiPii•:iOJO•••-•i•J4
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ii:i::%:•i❖)0.•••i•:ii
•••••••••••O••0001:0••OJOOO0P••••••••:•A••e•OPi6PJO:J❖OO:JO•iOO'iOOPOiPt•%�Pi•�••
4x4 = 4x4 =
0-0-0 4-0-0- 8-0-0 12-0-0
4-0-0 , 4-0-0 i 4-0-0
-
Plate Offsets (X,Y) [4 0-3-0p-0-8j, [fi 0-3-0,0-0-81
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in (loc) Vdefl Lid
PLATES GRIP
TCLL 40,0
Plates Increase 1.15
TC 0.19
Vert(LL) -0.01 9 n/r 120
MT20 185/148
(Roof Snow=40 0)
Lumber Increase 1.15
BC 0.08 -
Vert(TL) -0.01 9 Nr 90
TCDL 8.0
Rep Stress Inc( NO
WB 0.09
Horz(TL) 0.00 8 rVa n/a
BCLL 0.0 "
Code IRC2006/TP12002
(Matrix)
Weight' 451b
BCDL 100
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E 4) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof I
BOT CHORD 2 X 4 HF 1800F 1.6E of 40.0 psf on overhangs non-concurrent with other live loads.
OTHERS 2 X 4 OF Stud/Std 5) Provide adequate drainage to prevent water ponding.
BRACING 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any oche
TOP CHORD live Toads
Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7) 411 plates are 2x4 MT20 unless otherwise indicated.
2-0-0 oc pedals (6-0-0 max.). 4-6. 8) Gable requires continuous bottom chord beanng
BOT CHORD 9) Gable studs spaced at 2-0-0 oc.
Rigid ceiling directly applied or 6-0-0 co bracing 10) - Thrs friss has been designed for a live load of 20.0psf on the bottom chord in all areas where
REACTIONS (1b/size)rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
beanng 30
2 = 247/12-0-0 11) Prowde mechanical connection (by others) of Buss to plate capable of withstanding
Ib 8. 20 Ib 12,2 Ib uplift at 13,6 Ib uplift at 14
8 247/12-0-0 uplift at joint 2,39 uplift at joint uplift at joint joint joint
12 = 274/12-0-0 51b uplift at joint 10.
2006 International Residential Code
13 = 212/12-0-0 12) This truss is designed in accordance with the sections
ANSIITPI 1.
14 = 200/12-0-0 R502.11.1 and R802.10.2 and referenced standard
13) Design assumes 4x2 (flat onentation) purlins al oc spacing indicated, fastened to truss TC w/
11 = 212/12-0-0
10 = 200/12-0-0 2-10d nails
Max Hoa
2 = 46(1.0 6) LOAD CASE(S)
Max Uplift Standard
2 = -30(1.0 7)
8 -39(LC 8)
12 = -20(LC 5)
13 = -2(LC 6)
14 = -6(LC 7)
10 = -5(LC 8)
Max Gray
2 = 409(LC 15)
8 = 409(LC 15)
12 = 477(LC 14)
13 = 248(LC 14)
14 = 344(LC 15)
11 = 248(LC 14)
10 a 344(LC 15)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/96 2-3 = -138157 34 = -120/42
4-15 = -9/39 5-15 = -20/38 5-16 = -20/38
6-16 = -9/39 6-7 = -120/42 7-8 = -138/57
8-9 = 0/96
DOT CHORD
2-14 = .4/38 13-14 = 4/36 12-13 = -1/36
11-12 = -1/36 10-11 = -2/36 8-10 = -2136 - WEBS
5-12 = 436/44 4-13 = -210126 3-14 = -314/37
6-11 = -210/15 7-10 = -31416
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to
the fare). see MiTek"Standard Gable End Detail"
2) TCLL ASCE 7-05: Pt=40.0 psf (flat roof snow); Category 11, Exp B: Partially Exp , C1= 1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
ad
a
lb
and
Job
090307
Truss
A2
Truss Type
ROOF TRUSS
Ory
1
Ply
1
PRO -BUILD, SPOKANE WA., Kirk Opsahl
• 0-0-0
3-2-7
3-2-7
2-9-9
6-0-0
2-9-9
ALDRICH
Job Reference (optional)
7.050 s May 22 2008 MiTek Industnes, Inc Thu Feb 12 14 29 30 2009 Page
8-9-9
12-0-0
3-2-7
4x4 =
3
Scale = 1:25.
LOADING(psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 80
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inv YES
Code IRC2006/TP12002
CSI
TC 0 14
BC 021
WB 0.18
(Mainz)
OEFL in (Ioc) Vdef L/d
Vert(LL) -0.02 5-6 >999 240
Vert(TL) -0.05 5-6 >999 180
Horz(TL) 001 5 Fifa ilia
PLATES GRIP
MT20 185/148
Weight 45 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1 6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
1 = 669/0-5-8
5 - 669/0-5-8
Max Horz
1 = -75(LC 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -913/8 2-7 = -693/0 3-7 = -553/10
3-8 = -553/10 4-8 = -693/0 4-5 = -913/8
BOT CHORD
1-6 = -8/694 5-6 = 0/694
WEBS
2-6 = -262/56 3-6 = 0/401 4-6 = -262/56
NOTES
1) Wind. ASCE 7-05; 90mph: TCDL=4 2psf, BCDL=6.0psf h=25ft. Cat.11; Exp 6, enclosed, MWFRS
(low-nse), cantilever left and nght exposed . Lumber DOL=1.33 plate gnp DOL=1.33
2) TCLL: ASCE 1-05; Pf=40.0 psf (flat roof snow); Category 11, Exp B, Pariialy Exp., Cl= 1
3) Unbalanced snow loads have been considered for this design.
4) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live
loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
6) This Russ is designed in accordance with the 2006 International Residential Cade sections 8502.11.1
and R802:10 2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
'S
•
Job
090307 •
Truss
1310
Truss Type
GABLE
Ory
1
Ply
1
ALDRICH
Job Reference (optmnJ
PRO -BUILD, SPOickNE,WA., Kirk Opsahl 7050 s May 222008 MiTek Industries,Inc Thu Feb 12 14 29 30 2009 Page
-1-04 0-0-0 4-14 8-1-8 12-3-0 13-3-8
, 1-04 4-1.8 4-0-0 4.1-8 1-0-8 ,
Scale: 1/2"=1
5x8 =
4-0-10 5x6 =
(
4 I�/II5 5 16 >>/I 6
VV
-1
T2
f1I
-
L'd
-�
1- 111
°'
8.00 FIT
3
T1
2
ST2
f'1
-
ST1
I'D
ST1
rc9
ST1
171
ST2
I^1
T
8
- t7
cIL! ILII B1 Ld LI r__1 9
e
1
MilMillM
454 = 4x4 =
0-0-0 4-14 8-1-8 12-3-0
4-1.8 4-0-0 4-14
Plate Offsets (X,Y). [4 04-0,0-0-8], [6 0-3-00-0-8]
LOADING(psf)
TCLL 40 0
(Roo(Snow=40.0)
TCDL 8.0
BCLL 0.0 "
BOOL 10.0
SPACING 2-0-0
Plates Increase 1 15
Lumber Increase 1 15
Rep Stress Incr NO
Code 1RC2006/TP12002
CSI
TC 0.19
BC 0 08
WB 010
(Matrix)
DEFL in (loc) Vdefl Ud
Vert(LL) -0 01 9 Nr 120
Vert(TL) -0 01 9 Nr 90
Horz(TL) 000 8 Ne Na
PLATES GRIP
MT20 185/148
Weight 47 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1 6E 4) This truss has been designed for greater of min root live load of 16.0 psf or 2 00 times flat roof 1
BOT CHORD 2 X 4 HF 1800F 1 60 of 40 0 psf on overhangs non -concurrent with other live loads.
OTHERS 2 X 4 OF Stud/Std 5) Pronde adequate drainage to prevent water ponding.
BRACING 6) Thts truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othe
TOP CHORD live bads
Structural wood sheathing directly applied or 6-0-0 oc pudins, except 7) All plates are 2x4 MT20 unless otherwise indicated.
2-0-0 oc purlins (6-0-0 max.). 4E 8) Gable requires continuous bottom chord beanng.
BOT CHORD 9) Gable studs spaced at 2-0-0 oc.
Rigid ceiling directly applied or 6-0-0 oc bracing. 10)' This Miss has been designed for a We load of 20 Opsf on the bottom chord in all areas where
REACTIONS Qtr/size) rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
2 = 251/124-0 11) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 29
8 = 251/12-3-0 uplift at joint 2, 38 Ib uplift at joint 8, 20 Ib uplift et joint 12, 2 Ib uplift at joint 13, 7 Ib uplift at joint 14
12 = 276/124-0 7 Ib uplift at joint 10.
13 = 209/12-3-0 12) This truss is designed in accordance with the 2006 International Residential Code sections
14 = 213/12-3-0 R502.11.1 and R802.10 2 and referenced standard ANSIITPI 1
13) Design assumes 4x2 (flat onentation) pudins at oc spacing indicated, fastened to truss TC w/
11 = 209/12-3-0
10 = 213/12-3-0 2-106 nails
Max Horz
2 = 48(LC 6) LOAD CASE(S)
M2 ax Uplift 29(LC 7) Standard
8 = -38(LC 8)
12 = -20(LC 5)
13 = -2(LC 6)
14 = -7(LC 7)
10 = -7(LC 8)
Max Gray
2 = 416(LC 15)
8 = 416(1G 15)
12 = 477(LC 14)
13 = 246(LC 14)
14 = 365(LC 15)
11 = 246(LC 14)
10 = 365(LC 15)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/96 2-3 = -142165 3-4 = -120/42
4-15 = -9/40 5-15 = -21/39 5-16 = -21/39
6-16 = -9/40 6-7 = -120141 7-8 = -142/65
8-9 = 0/96
BOT CHORD
2-14 = -5/38 13-14 = -5/38 12-13 = -2/37
11-12 = -2/37 10-11 = -2/37 8-10 = -2/37
WEBS -
5-12 = -437/44 4-13 = -209126 3-14 4 -330/38
6-11 4 -209/14 7-10 = -330138
NOTES
1) 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"
2) TCLL ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II, Exp B; Partially Exp., CI= 1, Lu=50-0-0
3) Unbalanced snow loads have been consdered for this design.
ad
a
Ib
and
Job
090307
Truss
B2GR
Truss Type
ROOF TRUSS
ty
Ply
2
PFO -BUILD. SPOKANE.'WA , Kirk Opsahl
0-0-0
3-4-11
3-4-11
24-13
6-1-8
24-13
ALDRICH
Job Reference (optional)
7 050 s May 22 2008 MiTek Industries. Inc Thu Feb 12 14 29 31 2009 Page
8-10-5
123-0
34-11
4x6 11
3
0-0-0
3-4-11
8 7
3x6 II 9412 MT18H=
34-11
6-14
2-8-13
2-8-13
6
3x6 11
8-10-5
34-11
123-0
Scale = 1:25.
Plate Offsets (X,y)'[1:04 13,EdgJ, [2 0-1-0 0-2-01, [3 0-2-4,0.2-0]x[4 0-1-0,0-2-0], [5 04-13 Edge], [6 0-4-8,0-19),,[7 0-6-0,0-4-12], [8 0-4-8 0-1-8
LOADING(psf)
TCLL 40.0
(Roof Snow -40.0)
TCDL 80
BCLL 00 -
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina NO
Code IRC2006/TP12002
CSI
TC 0 42
BC 070
W8 0.72
(Matrix)
DEFL In (loc) Vdefl
Vert(LL) -0 08 7-8 >999
Vert(TL) -0 14 7-8 >999
Horz(TL) 0.05 5 n/a
Lid
240
180
n/a
PLATES
MT20
MTI8H
Weight. 121 Ib
GRIP
185/148
185/148
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 6 HE 1 OOF 1.6E
WEBS 2 X 4 DF 5 ud/Std *Except*
W2 2 X 4 HE 1800F 1.6E
WEDGE
Left' 2 X 6 HF 1800F 1.6E,
Right' 2 X 6 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-9-2 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 ac bracing.
REACTIONS(lb/size)
1 = 7103/0-5-8
5 = 7103/0-5-8
Max Harz
1 = -75(LC 5)
Max Uplift
1 = -26(LC 7)
5 = -26(LC B)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -9280/41 2-9 = -6490/41
3-10 = -6373/53 4-10 = -6490/42
BOT CHORD
1-8 = -35/7545 7-8 = -35/7545
5-6 = -8/7545
WEBS
2-8 = 0/3240 2-7 = -2825/50
4-7 = -2825/51 4-6 = 0/3240
3-9 = -6373/53
4-5 = -9280/41
6-7 = -8/7545
3-7 = -25/6781
LOAD CASE(S)
Standard
1) Snow Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert. 1-3=-96, 3-5 —96, 1-5=1109(F=1089)
NOTES
1) 2 -ply truss to be connected together with 10d (0 1311.'61 nails as follows.
Top chords connected as follows: 2 X 4 -1 row al 0-9-0 oc.
Bottom chords connected as follows 2 X 6 - 2 rows at 0-4-0 ac.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have been provided to distnbute only loads noted as (F)
or}B), unless othermse indicated.
3) Wnd' ASCE 7-05, 90mph, TCDL=4 2psf, BCDL=5 Opsf; h=25X, Cat. 11, Exp 8; enclosed, MWERS
(low-nse); cantilever left and nght exposed ; Lumber DOL=1 33 plate gnp DOL=1 33
4) TCLL: ASCE 7-05; Pf=40 0 psf (flat roof snow); Category 11: Exp B, Partially Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for a 10 0 psf bottom chard live load nonconcurrent with any other live
loads.
7) All plates are MT20 plates unless otherwise indicated.
8)' This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
9) Provide mechanical connection by others) of truss to beanng plate capable of withstanding 26 Ib
uplift at joint 1 and 26 Ib uplift at joint 5.
10) This truss is designed in accordance with the 2006 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1
11) Girder camas be -In span(s). 40-0-0 from 0-0-0 m 12-3-0
Job
090307
Truss
C1R
Truss Type
ROOF TRUSS
Ory
1
Ply
1
ALDRICH
Job Reference/optional)
1 PRO -BUILD. SPOKANE.WA . Kirk Oosahl 7050 s May 22 2008 MITek Industries, Inc
Thu Feb 12 14 29 31 2009 Page',
-1-8.2 0-0-0 2-4-14
1-8-2 24-14
5 5
14-8-5
349 -_--
4.80 12
LOADING(psf)
TCLL 400
(Roof Snow=400)
TCDL 80
BCLL 00 •
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc: VES
Code IRC2006/TP12002
CSI
TC 0.60
BC 0.03
WB 0.00
(Matnx)
DEFL in (Ion) Vdee Lid
Vert(LL) -0.00 2 >999 240
Vert(TL) -0.00 2-9 >999 180
Horz(TL) -0.00 8 n/a Na
PLATES GRIP
MT20 185/148
Weight. 27 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-4-14 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
8 = 137/Mechanical
2 = 407/0-10-5
9 = 20/Mechanical
3 = 175/0-5-8
4 = 384/0-5-8
6 = 384/0-5-8
7 = 329/0-5-8
Max Harz
2 - 169(LC 7)
Max UpIlft
0 = -24(LC 7)
2 =i -14(LC 7)
3 =-146(LC 9)
4 = -66)10 7)
6 = -66(10 7) .
7 - -57(LC 7)'
Max Gray
8 = 206(IC 2)
2 = 582(1C 9)
9 = 40(LC 4)
3 = ' 175(LC 1)
4 = 388(LC 2)
6 = 513(LC 2)
] = 494(10 2)
FORCES (Ib) - Maximum CompressionlManmum Tension
TOP CHORD
1-2 = 0/105 2-3 = -143/0 3-4 = -124/57
4.5 = -87/0 5-6 = -78/62 6-7 = -86/86
7-8 = -61/61
BOT CHORD
2-9 = 0)O
9) This truss 1s designed in accordance with the 2006 International Residential Code sections
8502.11.1 and R802.10.2 and referenced standard ANSI71PI 1.
LOAD CASE(S)
Standard
NOTES
1) NAnd. ASCE 7-05; 90mph; TCDL=4 2psf, BCDL=6.0psf. h=258. Cat. II; Exp B; enclosed; MWFRS
(low-rise), cantilever left and nght exposed ; Lumber 001=1.33 plate gnp DOL=1.33
2) TCLL: ASCE 7-05, Pf=40.0 psf (flat roof snow), Category II; Exp B. Partially Exp , C1= 1
3) Unbalanced snow Toads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of
40 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 nonconwrrent will any other live
loads.
6) • This cuss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 24 Ib
uplift at joint 8, 14 Ib uplift at joint 2, 146 Ib uplift at joint 3, 66 Ib uplift at joint 4, 66 Ib uplift al tomt 6 and
57 Ib uplift at joint 7.
8) Beveled plate or shim regmred to provide full bearing surface with truss chord at joint(s) 3, 4, 6, 7.
Job
090307
Truss
D1SG
Truss Type
ROOF TRUSS
Ory
1
PN
1
ALDRICH
Job Reference (optional}
050 s May 222008 M'Tek Industnes, Inc Thu Feb 12 14 29 32 2009 Page
PRO_BUILO, SPOKANE.WA.,
Krk Opsahl
7
-1-04 0-0-0 3-10-8
7-9-0
8-94
1-0-8 , 3-104
3-10-8 1-0-8
Scale = 1:18.2
4x4 =
3
8.00111
W1
12
1
T11
i
Ti\
ST1
ST
T.
2
I
2
4
a
Jy1
>A 1
S.6
L
0-0-0 3-104
7-9-0
3-104
3-104
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in (loc)
Vdefl Lid
PLATES GRIP
TCLL 40.0
Plates Increase 1.15
TC 0 30
Vert(LL) -0.01 4-6
>999 240
MT20 185/148
(Roof Snow -40.0)
Lumber Increase 1.15
BC 014
Vert(TL) -0.01 4-6
>999 180
TCDL 80
Rep Stress Inn NO
WR 008
Horz(TL) 0.00 4
n/a n/a
BCLL 0 0 '
Code 'RG2006/1P12002
(Matrix)
Weight 29 Ib
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
2 = 547/0-3-0
4 = 547/0-3-0
Max Hoa
2 - 48(LC 6)
Max Uplift
2 = -26(LC 7)
4 = -26(LC 8)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 099 2-11 = -47511 3-11 = -361/0
3-12 = -3619 4.12 = -475,13 4-5 = 099
BOT CHORD
2-6 = 0295 4-6 = 0/295
WEBS
3-6 = 0/185
NOTES
1) 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 DetaJ'
2) TCLL. ASCE 7-05, Pf=40.0 psf (flat roof snow); Category 11, Exp 0, Partially Exp_ Ct= 1
3) Unbalanced snow Toads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of
40.0 psf on overhangs non -concurrent with other live Toads
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
Toads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 2-0-0 0c.
8)' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members.
9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 26 Ib
uplift at joint 2 and 26 Ib uplift at joint
10) This truss is designed in accordance with the 2006 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TP11.
LOAD CASE(S)
Standard
Job
090307
Truss
D2
Truss Type
ROOF TRUSS
Ory
2
Ply
PR6@UILD, SPOKANE,WA, Kirk Opsahl
-1-04 1-04 0-0-0
3-10-8
3.10-8
4x4 =
ALDRICH
Job Reference (optional)
7050 s May 222008 MiTek Industries, Inc Thu Feb 121429'322009 Page
3-104
7-9-0 1-04 8-9-8
0-0-0
3-104
3-104
3-104
7-9-0
Scale = 1:18.6
LOADING(psf)
TCLL 40.0
(Roof Snow^ -40.0)
TCDL 8.0
BCLL 00
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc: VES
Code IRC2006/TP12002
CSI
TC 026
BC 0.12
WB 0.08
(Matnx)
DEFL in (Ioc) Vdefl L/d
Vert(LL) -0.01 4-6 >999 240
Vert(TL) -0.01 4-6 >999 180
Hors(TL) 000 4 rda n/a
PLATES GRIP
MT20 185/148
Weight. 26 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
80T CHORD 2 X 4 HF 1800F 1 6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Ib/size)
2 = 547/0-3-0
4 - 547/0-3-0
Max Horz
2 = 48(LC 6)
Max Uplift
2 = -26(LC 7)
4 = -26(LC 8)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0)99 2-7 = -475/0 3-7 = -361/0
3-8 = -361/0 4-8 = -475/0 4-5 = 0/99
BOT CHORD
2-6 = 0/295 4-6 = 0/295
WEBS
3-6 = 0/185
NOTES
1) Wind' ASCE 7-05, 90mph; TCDL=4.2psr. BCDL=b Opsf; h=258, Cat. ll; Exp B, enclosed; MWFRS
(low-rise), cantilever left and nob! exposed, Lumber DOL=1 33 plate gnp DOL=1.33
2) TCLL' ASCE 7-05; Pf=40 0 psi (flat roof snow); Category II. Exp B, PaNaIy Exp., C1= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of
40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 100 psf bottom chord live load noncencurrent with any other live
loads.
6) -This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib
uplift at joint 2 and 26 Ib uplift at joint 4.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1
and R802.10.2 and referenced standard ANSI)TPI 1.
LOAD CASE(S)
Standard
•
Job
090307
Tams
D3
mss Type
ROOF TRUSS
0
2
ly
1
PRO -BUILD, SPOI(ANE. A , Kth Opsa
0-0-0
3-6-0
3-6-0
ALDRICH
Job Reference (optional)
7 050 s May 22 2008 MITek Industnes, Inc Thu Feb 12 14 29 33 2009 Page
3-6-0
7-0-0
4x4 =
454 =
0-0-0
3-6-0
3.6-0
3-6-0
454 =
7-0-0
JO
Scale = 1:18.
LOADING(psf)
TCLL 400
(Roof Snow=40 0)
TCDL 80
BCLL 00 •
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina' YES
Code IRC2006/1P12002
CSI
TC 0.15
BC 0.09
WB 0.07
(Matnx)
DEFL In (lac) I/deft L/d
Vert(LL) -000 5-6 >999 240
Ven(TL) -0.01 5-6 >999 180
Horz(TL) 0.00 5 n/a n/a
PLATES GRIP
MT20 185/148
Weight. 27 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std
SLIDER
Left 2 X 4 DF Stud/Std 1-11-15,
Right 2 X 4 OF Stud/Std 1-11-15
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Ib/size)
1 = 379/0-5-8
5 = 379/0-5-8
Max Horz
1 = -49(LC 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -406/0 2-7 = -29710 3-7 = -285/2
3-8 = -285/0 4-8 = -29710 4-5 = -405/0
BOT CHORD
1-6 = 0/247 5-6 = 0/247
WEBS
3-6 = 0/161
NOTES
1) Wnd ASCE 7-05, 90mph, TCDL=4 2psf, BCDL=6 Opsf, h=251, Cat II; Exp B; enclosed. MWFRS
(low-nse), cantilever left and nght exposed, Lumber DOL=1.33 plate gnp DOL=1 33
2) TCLL ASCE 7-05, Pf=40 0 psf (flat roof snow). Category 11. Exp B; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Irve
loads
5) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1
and R802.10 2 and referenced standard ANSITTPI 1.
LOAD CASE(S)
Standard
•
Job
090307
Truss
E1GR
Truss Type
CAL HIP
O
1
Ply
2
PRO-BUILO, SPOISANE.'WA , Kirk Opsahl
0-0-0 1-0.21-3-12
, 1-0-20-3-10 44-1
546-13
T
5x12 =
2
WW1 W2:
ALDRICH
Job Reference (oeuonal)
7.050 s May 22 2008 M,Tek Industnes, Inc Thu Feb 12 14 29 34 2009 Page
10.1.8 14-8-3 18-11419-2-1420-3-0
4-6-11 4-6-11 4-3-1 0-3-101-0-2
Scale = 1:34.
444 = 546 =
W21
la1
4x4 =
i11 i2 PRI ill
W 2 WI
D.
1==,
12 11 10 9547 =
446 =
2x4 11
0-0-0 1-0-2
1-0-2 .
4.6-11
5x7 = 7x10 =
546-13
4.6-11
10-1.8
44-11
14Aa
44-11
5x12 =
r=.Tt 7
8 4x6=
2x4 11
19-2-14 20-3-0
, 1-0-2
Plate Offsets Oyy)'[1'0-0-3,0-0-6],_[2 0-6-13,0-0-12], [3 0-1-12,0-2-0],[4 0-3-0.0-3-4],-[5 0-1-12 0-2-0], [6 0-6-13,0-0-121 [7 0-0-0p-0-6], [9 0-2-12,0-24]x[11 0-2-12 0-2-4]
LOADING(psf)
TCLL 400
(Roof Snow=40.0)
TCDL • 8.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 115
Rep Stress Ina NO
Code IRC2006/TP12002
CSI
TC 0.91
BC 0.69
WE 0.50
(Mainz)
DEFL in (loc) Vdefl Ltd
Vert(LL) -0 96 10 >248 240
Vert(11) -1.29 10 >183 180
Harz(TL) 0.07 7 n/a n/a
PLATES GRIP
MT20 185/148
Weight. 144 Ib
LUMBER
TOP CHORD 2X4HF 1 OOF 1.6E
BOT CHORD 2 X 4 HF 2400F 2.0E
WEBS 2 X 4 OF Stud/Std *Except'
WI: 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins. except
2-0-0 oc purlins (2-10-13 max) 24
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (Ib/size)
1 = 1148/0-5-8
7 - 1148/0-5-8
Max Horz
1 = 15(LC 4)
Max Uplift
1 = -42(LC 4)
7 = 42(1C 3)
Max Gov
1 = 1789(LC 7)
7 = 1789(LC 7)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -3232/59 2-3 = -9641/247 3-4 = -12337/311
4-5 = -12337/311 5-6 = -9641/247 6-7 = -3232/60
BOT CHORD
1-12 = -72/2626 11-12 = -72/2626 10-11 = -248/9632
9-10 = -241/9632 8-9 = -60/2626 7-8 = -60/2626
WEBS
2-12 = 0/363 2-11 = -184/7119 3-11 = -1281/92
3-10 = -73/2739 4-10 = -774/76 5-10 = -74/2739
5-9 = -1281/92 6-9 = -185/7119 6-8 = 0/363
10) This truss is designed in accordance vn h the 2006 International Residential Cade sections
R502.11,1 and R802 10 2 and referenced s andard ANSIRPI 1
11) Design assumes 4x2 (flat onentabon) p dins at oc spaang indicated, fastened to truss TC w/
2-10d nails.
LOAD CASE(S)
Standard
NOTES
1) 2 -ply truss to be connected togetherwsth 10d (0 131"x3 -)nails as follows:
Top chords connected as follows' 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows. 2 X 4- 1 row at 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 pa
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Py to ply connections have been provided to distnbute only loads noted as (F)
or (6), unless othervnse indicated.
3) Wnd' ASCE 7-05, 90mph, TCDL=4.2psf, BCDL=6.0psf, h=258, Cat. II, Exp B; enclosed, MWFRS
(low-nse); cantdevei left and right exposed , Lumber DOL=1.33 plate gnp DOL=1.33
4) TCLL: ASCE 7-05, Pf=40.0 psf (Oat roof snow). Category 11; Exp B; Partially Exp.; Cts 1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10 0 psf bottom chord live Toad nanconmrrent with any other live
loads
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 42 Ib
uplift et joint 1 and 42 Ib uplift at joint 7.
•
Job
090307
Trnss
E2
Truss Type
CAL HIP
at
1
Ply
1
ALDRICH
Job Reference Materiel)
PRO
-BUILD, SPOKANE,WA., Kirk Opsabl 7050 s May 222008 MiTek Industries, Inc Thu Feb 12 14 29 35 2009
0-0-0 26-22-9-12 7-7-1 12-7-15 17.5.4174-14 20-3-0
2-6-2 0-3-10 4-9-5 5-0-15 4-9-5 0-3-10 2-6-2
Page
Scale
= 1:34.1
5x10 MT18H=
5410 MT18H=
8.00 riT 3x6 = 3x6 =
2
10c— 3
1 T51 R 4 r7.,
iii 11
��
Td
\T4\
Wd \WZ�
c
FW W1 W1
6 a
nlA�
1 HW1
HWt
w
N, �f -I
os
01 8111.5
o= 9 8 7
7x8 7x
3x6 = 7x10 = 3x6 =
0-0-0 24-2 10-1-8 - 17-8-14 20-3-0
2-6-2 , 7-7-8 7-74 24-2
Plate Onsets (X,Y) [1.0-2-7 0-1-2],12 0-5-0,0.0.121,[5 0-5-0,04)121,[6 0-2-7,0-1-2)
LOADING(psf)
SPACING 2-0-0
C51
DEFL in (lac) Udell Ltd
PLATES GRIP
TOLL 40.0
Plates Increase 1.15
TC 0.74
Vert(LL) -0.38 8 >629 240
MT20 185/148
(Roof Bnaw=40.0)
Lumber Increase 1.15
BC 0.78
Vert(TL) -0.52 7-8 >454 180
MT18H 185/148
TCDL 8 0
Rep Stress Inc: YES
WB 0.68
Horz(TL) 0.13 6 n/a n/a
BCLL 0.0 '
Code IRC2006/TP12002
(Malnx)
Weight' 78 Ib
BCOL 10.0
LUMBER
TOP CHORD 2 X 4 HE 1800F 1 6E 10) Design assumes 4x2 (flat orientation) p dins at oc spacing indicated, fastened to truss TC w/
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2X 4 OF Sluff/Sltl 2 -)Oe nails.
WEDGE
Left' 2 X 6 HF 1800F 1.6E, LOAD CASE(S)
Right, 2 X 6 HF 1800F 1.6E
BRACING Standard
TOP CHORD
Structural wood sheathing directly applied or 3-10-12 oc puffins, except
2-0-0 oc puffins (2-6-6 max ). 2-5
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 3-9, 4-7
REACTIONS (Ibis e)
1 = 1148/0-5-8
6 - 1148/0-5-8
Max Horz
1 = -32(LC 5)
Max Uplift
1 = -26(LC 6)
6 = -26(LC 5)
Max Gray
1 = 1573(LC 13)
6 = 1573(LC 13) -
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -2760/32 2-10 = -2197/47 3-10 = -2197/47
3-4 = -5072/67 4-11 = -2197/47 5-11 = -2197/47
5-6 = -2760/32
BOT CHORD
1-9, = -45/2285 8-9 = -1464965 7-8 = -134/4965
6-7 = -13/2285
WEBS
2-9 = 0/1048 3-9 = -2925/133 3-8 = 0282
4-8 = 0/282 4-7 = -2925/133 5-7 = 0/1048
NOTES
1) Wind ASCE 7-05; 90mph: TCDL=4 2psf, BCDL=6 Opsf, h=25ft; Cat. ll, Exp B, enclosed, MWFRS
(low-nse), cantilever left and nght exposed , Lumber DOL=1.33 plate gnp DOL=1.33 r
2) TCLL. ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II, Exp B, Partially Exp ; Ole 1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live
loads
6) All plates are MT20 plates unless otherwise indicated.
7) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 fall by 2-0-0 wide will 81 between the bosom chord and any other members.
8) Provide mechanical cannecbon (by others) of tmss to beanng plate capable of withstanding 26 Ib
uplift at joint 1 and 26 Ib uplift at joint 6.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1
and R802.10 2 and referenced standard ANSI/TPI 1.
Job
090307
Truss
E3
Truss Type
CAL HIP
Oty
1
Ply
1
ALDRICH
Job Refereecejppt,onal
PRO1BUILD, SPCKANE,WA., Kid Opsahl 7
50 s May 22 2008
MITek Indusines, Inc Thu Feb 12 14 29 36 2009 Page
0-0-0 2.6-2 4-3-12' 7-7-1 12-7-15 15-114 174-14 20-0-0
2.8-2 . 1-9-10 3-3-5 5-0-15 3-3-5 1-9-10 2-6-2
Scale
= 1:34.6
2x4 II
5 92x4 II
4x66 10
8.00 12
4
II 3x6 = 3x6 =
I dx6 J
on
T1 -
��
6
X4
16 17 6 7 18 19 8
Lb
1]
T3
T5
44
�W1
en
\W`Z>f
x+ a W4
FW2/ W7
W4 12 e
A 1
w
,'
--
81
elim
o
51
c
= 15 14 13 5x6
-
346 = 5x9 = 3x6 =
0-0-0 26-2 10-1-0 174-14 204-0
, 2.6-2 7-7-6 7-7-8 2-6-2
Plate Offsets (X,y): 11,0-0-7,0-0-10),_(12:0-0-7,0-0-101, 11404-8,0-341
LOADING(psf)
SPACING 2-0-0
C51
DEFL to (loc) Vdefl L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1,15
TC 0.72
Vert(LL) -035 14 >681 240
MT20 185/148
(Roof Snow=40.0)
Lumber Increase 1.15
BC 0.74
Vert(TL) -0 50 14-15 >479 180
TCDL 8.0
Rep Stress Inc, YES
WB 067
Horz(TL) 013 12 n/a n/a
BCLL 0.0 •Code
IRC2006/TPI2002
(Matnx)
Weight: 82 Ib
BCDL 100
LUMBER
TOP CHORD 2 X 4 HE 180F 1 6E 9) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated. fastened to inns TC w/ 2-
BOT CHORD 2 X 4 HF 1 OOF1 6E
nails
wEB2 X 4 DF S ud/Std
OTHERS 2 %4 DE Stud/Std
BRACING LOAD CASE(S)
TOP CHORD . Standard
Structural wood sheathin directly applied or 4-3-0 oc pudms, except
2-0-0 oc purlins (2-7-11 max.) 2-11.
BOT CHORD
Rigid ceding directly applied or 10-0-0 oc bracing
WEBS
1 Row at mtdpt 6-15, 7-13
REACTIONS (Ib/size)
1 = 1196/0-5-8
12 = 1196/0-5-8
Max Herz
1 = 56(LC 6)
Max Uplift
1 = -9(LC 6)
12 = -9(LC 5)
Max Gray
1 = 140211C 13)
12 = 1402(LC 13)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -2458/4 2-3 = -106/41 3-5 = -26/0
2-4 = -1943/48 4-16 = -1943/48 16-17 = -1943/48
6-17 = -1943/48 6-7 = -4764/35 7-18 = -1943/48
18-19 = -1943/48 8-19 = -1943/48 8-11 = -1943/48
9-10 = -27/0 -, 10-11 = -106/41 11-12 = -2458/4
BOT CHORD
1-15 = 47/2030 14-15 = -129/4658 13-14 = -90/4658
12-13 = 0/2030
WEBS
2-15 = 0/1038 6-15 = -2868/141 6-14 = 0/283
7-14 = 0/283 7-13 = -2868/140 11-13 = 0/1038
3-4 = -113/15 8-10 = -113/15
NOTES
1) Nand. ASCE 7-05, 90mph; TCD1=4.2psf; BCDL=6 Opsf; h=2511, Cat.11, Exp B, enclosed; MWFRS
(Iownse); cantilever left and nght exposed, Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05: P1=40.0 psf (flat roof snow), Category II, Exp B; Partially Exp.: Ct= 1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 9 Ib uplift
at Joint 1 and 91b uplift at Joint 12
81 This truss is designed In accordance with the 2006 International Residential Code sections 9502 11 1
and R802.10.2 and referenced standard ANSI/TPI 1.
Od
Job
090307
Truss
E4
Truss Type
CAL HIP
Otv
1
Ply
1
ALDRICH
Job Reference (optional
050 s May 22 2008
PRO -BUILD, SPOKANE WA., Kirk Opsahi 7
MiTek Industries, Inc. Thu Feb 12 14 29 38 2009 Page 1
0-0-0 24.2 5-9.12 7-7-1 2-7-15 14-54 17-8-14 20-3-0
2-6-2 3-3-10 1.9.5 5-0-15 1-9-5 3-3-10 2-6-2
Scale = 1:35.2
5x12 MT18H=
5:10 MT18H=
2:4 II 2:4 II 11
4
18 19 9
CI T6
8,00 FliI,mIi
L -W
4x4 -2
2x4
J
4x4 =
TTI ITI �
2z4 4x4 = 2x4 II 244 II 4x4 -
110
2
T2 3 15�
�� 7 �8. TM3 q
4
e
�1121
T
4
rg
N
'
wd 1u2 W1 W1W2
-- W4
\\\/// \II_
81
14
-es
d—�
s0 17 16 15 A
444 = 5x6 = 444 it:
0-0-0 2-6-2 10-1-8 17-8-14 20-3-0
24-2 7-7.6 r 7.7.6 2-6-2
Plate Offsets (X Y) [1 0-0-3 0-0-2),12 0-1-12,0-2-0),_[4 0-6-14,0-0 12],-111'0.48 0-0-81 [13 0 1-120-2-0), [14 0.0.3,0-0.2]•[16
0-3-0,0-3.4)
LOADING(psf)
SPACING 2-0-0
CSI
DEFL In (loc)
1/deft L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.15
TC 0.89
Ved(LL) -0.17 16 >999 240
MT20 185/148
(Roof Snow=40.0)
Lumber Increase 1.15
BC 0.46
Vert(TL) -0 2816-17 >863 180
MT18H 185/148
TCOL 8.0
Rep Stress Ina YES
WB 0.72
Horz(TL) 008 14 nla n/a
DCLL 0.0 •
Code IRC2006/(P12002
(Matnx)
Weight 104 Ib
BOOL 100
LUMBER
TOP CHORD 2 X 4 HE 1800F 1.6E 10) Design assumes 4:2 (flat onentatian) purlins at oc spacing indicated, fastened 10 Truss TC w/
BOT CHORD 2 X 4 HE 1800F 1 6E 2-10d nails.
WEBS 2 X 4 OF Slud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing direcly applied or 4-10-6 oc purlins, except
2-0-0oc purlins (5-11-5 max.). 2.13, 4-11. Except'
1 Row at midpt 5-8
BOT CHORD
Rigid ceiling directly applied or 10-0-0ec bracing.
JOINTS
1 Brace at Jt(s): 5, 8, 3, 12
REACTIONS (Ib/size)
1 = 1148/0-5-8
14 - 1148/0-5-8
Max Horz
1 = -69(LC 5)
Max Gray
1 = 1305(LC 14)
14 = 1305(LC 14)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -2042/0 2-4 = -1223/14 2-3 = -676/11
3-5 = -686/9 5-7 = -1740/0 7-8 = -174010
8-10 = -691/14 10-12 = -691/14 12-13 = -683/13
11-13 = -1274/31 13-14 = -2045/0 4-18 = -1060/21
6-18 = -1060/21 6-19 = -1060/21 9-19 = -1060/21
9-11 = -106021
BOT CHORD
1-17 = -26/1552 16-17 = -562681 15-16 = -2/2700
14-15 = 0/1556
WEBS
2-17 = 0/575 5-17 = -1280/93 5-16 = -7/285
8-16 = -2/289 8-15 = -131750 13-15 = 0/591
6-7 = -097/64 - 9-10 = -431175 3-4 = 0/145
11-12 = -26/383
NOTES
1) Wind ASCE 7-05, 90mph, TCDL=4 2pst, BCOL=6.0ps(. h=250, Cat. 11, Exp B: enclosed, MWFRS
(law-nse), cantilever left and right exposed , Lumber 00L=1 33 plate gnp DOL=1 33
2) TOLL. ASCE 7-05, Pf=40.0 psf (flat roof snow). Category II; Exp B, Partially Exp : C1= 1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10 0 psf bottom chord live load nonconnxrent with any other live
loads.
6) NI plates are MT20 plates unless otherwise indicated.
7) The Fabncation Tolerance at joint 4 = 0%
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 fall by 2-0-0 wide will 6t between the bottom chord and any other members.
9) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1
and R802.10.2 and referenced standard ANSI/TPI 1
Job
090307
Truss
ESGR
Truss Type
CAL HIP
Dy
1
Pro
IALDRICH
JobReferenceMay
PRO -BUILD. SPOKANE `NA.,
0-0-0
2 08 Wick
Kirk Opsahl ] 050 s May 222008 MiTek Industries, Inc, Thu Feb 1214 29 37 2009 Page 1
3-8-4 6-10.107-3-12 10-14 12.1141344 16-6-12 204-0
3-8-4 3-2-5 0.5-2 2-9-12 • 2-9-12 0-5-2 3-2-5 3-84
Scale = 1:37.3
7x8 MT18H2
7x8 MT18H:
2x4 11
0 15 4,1 16 ,... 5
2
1411N1
l;\
8.00 12
2
4x4 .-
W7
WS
w
„
WW2
Wn
W3 W2
_�
4xd
W4
W1
/
J
PTt6
\
5
HW77
tr
v
N
o Bt _
r =,=-z
_- ma
_ VA
o
i 7x8*
5x7 �i 13 12 11 10 9 8 5:7*
3x6 II 7x8 = 7x8 = 5x8 MT18H= 7x8 = 3x6 11 7x8 *
0-0-0 3 84 344 3-25e
3-2-14cp'1100-14 3-2.14 134-6 3-2-5 164-12 3 8.4 20-3-0
1 Tp6--110--10�'�p 1(`F
Plate Offsets (X,V), [1,Edge,0-2-7], 11 0-8-11,0.2-01, f2'0-1-4,AY9y jSFAfl3-0(, I50 -S -0,V-3 (6 0-1-4,0-2-01, (7'Edge,0-2-71. [7 0-8-11,0-2-0], Is 0-4-0.0-1-8], [90-3-8,04-01, [11 0-4-0,0-4-01, [12 0-
0-4-01 11304-0,0-1-8]
LOADING(psll
TCLL 40.0
(Roof Snow ---40.0)
TOOL 8 0
8CLL 0.0 •
BCDL 100
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc: NO
Code IRC2006/TPI2002
CSI
TC 0 71
BC 063
WR 0 87
(Manx)
DEFL in (lac) Ildefl Lid
Vert(LL) -0.15 11-12 >999 240
Vert(TL) -0 25 11-12 >939 180
Horz(TL) 0 09 7 n/a Na
PLATES GRIP
MT20 185/148
MT18H 185/148
Weight. 255 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800Fxcept• 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any othe
T2' 2 X 6 HF 1800FOF l,6 1.6E live loads.
BOT CHORD 2 X 6 DE 2400F 2.0E 8) All plates are MT20 plates unless otherwise indicated
WEBS 2 X 4 DE Stud/Sid 9) • This truss has been designed for a live load of 20 Opst on the bottom chord in all areas where
WEDGE rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
Left 2 X 8 OF 2250F 1,8E, 10) Provide mechanical connection (by others) at truss to beanng plate capable of withstanding 23/
Right. 2 X 8 DF 2250F 1 8E uplift al Joint 1 and 230 Ib uplift at pent 7
BRACING 11) This truss is designed in accordance wtth the 2006 International Residential Code sections
TOP CHORD R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
Structural wood sheathing directly applied or 3-5-2 oc purlins, except 12) Girder cames be -in span(s) 30-9-0 from 0-0-0 to 20-3-0
2-0-0 oc purlins (6-0-0 max.) 3-5. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/
BOT CHORD 2-10d nails.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) LOAD CASE(S)
9267/0-5-8 Standard
7 = 9267/0-5-8
Max Horz 1) Snow Lumber Increase=l 15, Plate Increase=1.15
1 = -85(LC 5) Vinare Loads CO)
Max UPlifl Von. 1-3=96, 3-5=96, 5-7=96, 1-7=-840(F=820)
1 =-230(LC 7) ,
7 =-230(LC 8)
Max Gray
1 = 9604(LC 14)
7 = 9604(LC 14)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-14 = -13635/316 2-14 = -13513/331 2-3 = -11226/293
3-15 = -10320/269 4-15 = -10320/269 4-16 = -10320/269
5-16 = -10320269 5-6 = -11226/293 6-17 = -13513/332
7-17 = -13635/316
BOT CHORD
1-13 = -320/10938 12-13 = -320/10938 11-12 = -263/9330 -
10-11 = -217/9330 9-10 = -217,9330 8-9 = -236/10938 _
7-8 = -236/10938
WEBS
2-13 = -502722 2-12 = -1885/88 3-12 = -101/3957
3-11 = -99/1891 4-11 = -367/184 5-11 = -99/1891
5-9 = -101/3957 6-9 = -1885/89 6-8 = -51/2722
NOTES
1) 2 -ply truss to be connected together with 10d (0 131'x3") nails as follows'
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 ac, 2 X 6 - 2 rows at 0-9-0 oc
Bottom chords connected as follows, 2 X 6- 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (9) face in the
LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F)
or (9), unless othenwse indicated.
3) Wnd. ASCE 7-05, 90mph: TCDL=4 2psf; BCDL=6.Opsf. h=25f1, Cat II, Exp B, enclosed: MWFRS
(low-nse); cantilever left and nght exposed, Lumber D0L=1.33 plate gnp DOL=1.33
4) TCLL ASCE 7-05, Pf=40.0 pat (flat roof snow); Category II, Exp B, Partially Exp., Ct= 1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
8
Ib
Job
090307
Truss
EJ1
Truss Type
ROOF TRUSS
Ply
1
PROIBUILD, SPOKANE.WA., Kirk Opsahl
1
-1-4-0
1-4-0
0-0-0
2-0-0
ALDRICH
Job Reference (optional)
7 050 s May 22 2008 MrTek Industries, Inc. Thu Feb 12 14 29 38 2009 Page
0 2-0-02-0-1
0-0-
0-0-0
2-0-0
2-0-0
Scale =1:8.2
LOADING(psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 8.0
BOLL 0.0 •
BCDL 100
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inv VES
Code IRC2006/TPI2002
CSI
TC 0.29
BC 0.03
WB 0.00
(Matnx)
DEFL in (loc) I/def L/d
Ven(LL) -000 2 >999 240
Ven(TL) -000 2-4 >999 180
Horz(TL) -0.00 3 n/a n/a
PLATES GRIP
MT20 185/148
Weight. 7 lb
LUMBER
TOP CHORD 2 X 4 HF 11300F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc braong.
REACTIONS (Ib/size)
2 = 291/0-5-8
4 = 19/Mechanical
3 - 44/Mechanical
Max Horz
2 - 43(LC 7)
Max Uplift
2 = -46(LC 7)
3 - -72(LC 9)
Max Gray
2 = 365(LC 9)
4 = 39(LC 4)
3 = 53(LC 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/101 2-5 = -67/0 3-5 = -43/15
BOT CHORD
2-4 = 0/0
NOTES
1) Wnd: ASCE 7-05; 90mph. TCDL=4 2psf, BOOL=6.0psf,h=255, Cat II; Exp B, enclosed, MWFRS
(tow-nse); cantilever left and nght exposed ; Lumber D0L=1.33 plate gnp DOL=1.33
2) TCLL ASCE 7-05; Pf=40 0 psf )gat roof snow), Category II, Exp B, Panialy Exp.; CI= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 pst or 2.00 times Bat roof toad of
40 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)' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 46 Ib
uplift at Joint 2 and 72 Ib uplift at joint 3
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1
and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE($)
Standard
Lb
090307
Truss
EJ2
Truss Type
ROOF TRUSS
Oly
1
Ply
1
PRO -BUILD, SPOKANE.WA., Kirk Opsahl
ALDRICH
Job Roferencel pvonap
050 s May 22 2008 MiTek Industries, Inc Thu Feb 12 14 29 38 2009 Page
0-0-0
2-0-0
2-0-0
Scale = 1:13
LOADING(psf)
TCLL 400
(Roof Snow=40.0)
TCDL 8.0
8CLL 00 •
BCDL 10 0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina YES
Code IRC2006/fP12002
CSI
TC 037
BC 003
WB 0.00
(Matnx)
DEFL in (loc) Vdeg L/d
Vert(LL) -0.00 2 >999 240
Ven(TL) -0.00 2-4 >999 180
Horz(TL) -0.00 3 n/a n/a
PLATES GRIP
MT20 185/148
Weight 101b
LUMBER
TOP CHORD 2 X 4 HF 1 OOF 1 6E
BOT CHORD 2 X 4 HF 1800F 1 6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
3 = 190/Mechanical
2 = 384/0-5-8
4 = 19/Mechanical
Max Horz
2 = 70(LC 7)
Max Uplift
3 = -34(LC 7)
2 = -47(LC 7)
Max Gray
3 = 230(LC 2)
2 = 401(LC 2)
4 = 39(LC 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/101 2-5 = -11443 3-5 = -23/82
BOT CHORD
2-4 = ON
NOTES
1) Wind: ASCE 7-05, 90mph; TCDL=4.2psf, BCDL=6 Opst; h=25ft; Cat. II; Exp 0, enclosed; MWFRS
(low-nse), cantilever left and nght exposed Lumber DOL=1 33 plate grip DOL=1.33
2) TCLL: ASCE 7-05, Pf=40 0 psf (flat roof snow), Category II, Exp B; Parbaly Exp., C1= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of
40,0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 100 psf bottom chord live Toad nenconcurrent with any other live
loads
6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will Bt between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 34 Ib
uplift at Joint 3 and 47 Ib uplift at joint 2.
8) This buss is designed in accordance vnlh the 2006 International Residential Code sections R502.11.1
and R802.10.2 and referenced standard ANSITPI 1.
LOAD CASE(5)
Standard
Job
090307
Truss
EJ3
Truss Type
ROOF TRUSS
Ory
Ply
1
PRO -BUILD, SPOKANE,WA., Kirk Opsahl
-1-4-0
4
0-0-0
1-4-0
2-0-0
2-0-0
ALDRICH
Job Reference (optional)
7 050 s May 22 2008 MrTek Industries, Inc Thu Feb 12 14 29 38 2009 Page
54-1
7-4 1
Ul
Scale = 1:19.
LOAOING(pst)
TCLL 40.0
(Roof Snow -40.0)
TCOL 80
BCLL 00
BCOL 10.0
SPACING 2-0-0
Plates Increase 1 15
Lumber Increase 1 15
Rep Stress Inc: VES
Code IRC2006/TP12002
CS!
TC 0.66
BC 0.03
WB 0.00
(Manx)
DEFL in )loc) I/defl L/d
Vert(LL) -000 2 >999 240
Vert(TL) -0 00 2-5 >999 180
Horz(TL) -0 00 4 n/a n/a
PLATES GRIP
MT20 185/148
Weight. 14 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc purlins
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
4 = - 64/Mechanical
2 = 443/0-5-8
5 = 19/Mechanical
3 = 323/0-5-8
Max Hoa
2 = 98(LC 7)
Max Uplift
2 =
3 =
Max Grate
4 =
2 =
3 =
-12(LC 7)
-43(LC 7)
-61(LC 7)
85(LC 2)
459)LC 2)
39(LC 4)
402(LC 2)
FORCES Iib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/101 2-6 = -140/0 3-6 = 47/112
3-4 = 30)30
BOT CHORD
2-5 = 0/0
NOTES
1) Wtnd' ASCE 7-05, 90mph, TCDL=4 2ps1, BCOL=6.0psf, h=2511, Cat 11, Exp B, enclosed; MWFRS
(law-nse), cantilever left and nghl exposed ; Lumber DOL=1 33 plate gnp DOL=1.33
2) TCLL' ASCE 7-05, Pf=40.0 psf )flat roof snow), Category 11, Exp 0, Partially Exp., CI= 1
3) Unbalanced snow loads have been considered for this design
4) This truss has been designed far greaser of min roof live load of 16 0 psf or 2.00 times flat roof load of
40.0 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) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 12 Ib
uplift at joint 4, 43 Ib uplift at joint 2 and 61 Ib uplift at joint 3.
8) Beveled plate or shim required to provide hill bearing surface vfth truss chord al loint(s) 3
9) This truss is deagned in accordance with the 2006 International Residential Code sections R502.11.1
and R802,10.2 and referenced standard ANSI/TPI 1.
LOAD CASES)
Standard
Job
090307
Truss
EJ4
Truss Type
ROOF TRUSS
0
Ply
PRO -BUILD, SPOKANE WA , Kirk Opsahl
-14-0 0-0-0
14-0
2-0-0
2-0-0
8-0-1
ALDRICH
Job Reference (optional)
7.050 s May 22 2008 MiTek lndustnes, Inc. Thu Feb 12 14 29 39 2009 Page
10-0-1
2
132
1 Ix1
2x4 =
0-0-0
2-0-0
6.00 12
5
2-0-0
ti
Scale = 1.24.
LOAOING(psf
TCLL 40.0
(Roof Snow=40.0)
TCOL 80
BCLL 0.0
SCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TP12002
CSI
TC 0.58
BC 003
WB 000
(Matnx)
DEFL in (lac) I/defl L/d .
Vert(LL) -0 00 2 >999 240
Vert(TL) -0.00 2-5 >999 180
H0rz(TL) -000 4 n/a n/a
PLATES GRIP
MT20 185/148
Weight: 17 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
4 = 192/Mechanical
2 = 443/0-5-8
5 = 19/Mechanical
3 = 451/0-5-8
Max Harz
2 = 127(LC 7)
Max Uplift
4 = -37(LC 7)
2 = -28(LC 7)
3 = -86(10 7)
Max Gmv
4 T. 268(LC 2)
2 = 444(LC 2)
5 = 39(LC 4)
3 = 552(LC 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/101 2-6 = -92/0 3-6 = -73/94
3-4 = -96/96
BOT CHORD
2-5 = 0/9 -
NOTES
1) Wnd ASCE 7-05, 90mph; TCDL=4.2psf, BCDL=6 Opsf, h=2511; Cat. II; Exp B, enclosed, MWF RS
(low-nse); cantilever left and nght exposed , Lumber DOL=1 33 plate gip DOL=1.33
2) TOLL. ASCE 7-05, Pf=40 0 psi (flat roof snow); Category II, Exp B: Partially Exp., Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of
40.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will 8l between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 37 Ib
uplift al Joint 4, 28 Ib uplift at joint 2 and 86 Ib uplift at joint 3
8) Beveled plate or shim required to provide hill beanng surface with truss chord al joint(s) 3.
9) This truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1
and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Job
090307
Truss
FIG
Truss Type
GABLE
Ory
2
PIY
1
ALDRICH
Job Reference (notional)
PRO -BUILD, SPOKANE WA., Kirk Opsahl
-14-00-0-0 14-23
1-4-0 14-2-4 11-7-8
7.050 a May 22 2008 MiTek Industries, Inc Thu Feb 12 14 29 40 2009 Page
25-9-1239-9-0
r 13.11-4 Z ,
5x6 =
6.00 PI 12
10 11 493 140 15
T4
W Scale = 1:70.:
Cf)
1-
5x6 c '
01
16 51 H2 1614 20 0
m r. a
448
T1 -
n 2 ST:15
�/�
5
fi
ST11
3x6 9 a
6 7 /
/
-
ST7
ST9
B3
9
T3 x
515
ST3
_
ST1
-
ST1
_
ST1
ST1
151
ST1
-
ST2
5T/
21
- i\2
ST6
578
- 82
3x6 0
23
24
ST1027
W
CO
m
F-
0 9
25 n
I 26
T2 4
2
I SII �i2\\8
1 i
3x6 =• 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3x6 =
5x6= 5x6=
0-0-0 14-24 25-9-12 39-9-0
14.23 11.74 1 13-114
Plate Offsets (X,1) (6 0-1-9,Edge] [11 0-3-0,0-241, [18 0-2-15,0-2-8],(36 0-3-0,0-3-0]. ]4043-0,0-3-0]
LOADING(psQ
TCLL 40.0
(Roof Snovr-40.0)
TCDL 80
BCLL 00 •Code
BCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress !nor NO
IRC2006/TPI2002
CSI
TC 031
BC 0.14
WB 0.30
(Matnx)
DEFL in (Ioc) I/defl Lid
Vert(a) 0.0018-19 n/r 120
Vert(TL) 0 00 18-19 n/r 90
Horz(TL) 000 28 n/a n/a
PLATES GRIP
MT20 185/148
Weight: 217 Ib
LUMBER -
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E ' Max Grav
OTHERS 2 X 4 OF Stud/Std 28 = 149(LC 15)
BRACING 38 = 362(LC 14)
TOP CHORD 39 = 360(LC 14)
Structural wood sheathing directly applied or6-0-0 oc purlins, except 40 = 375(LC 14)
2-0-0 oc purlins (6-0-0 max ). 11-18 41 = - 360(LC 15)
BOT CHORD 42 = 367(LC 15)
Rigid ceding directly appbed or 10-0-0 oc braang. 43 = 361(LC 15)
44 = 364(LC 15)
REACTIONS (Ib/size) 45 = 357(LC 15)
2 = 283/39-9-0 46 4. 383(LC 15)
28 = 96/39-9-0 47 = 275(LC 15)
38 = 232/39-9-0 37 = 362(LC 14)
39 = 228/39-9-0 36 = 379(LC 14)
40 = 244/39-9-0 35 = 342(LC 15)
41 = 249/39-9-0 34 = 371(LC 15)
42 = 230/39-9-0 33 = 360(LC 15)
43 = 232/39-9-0 32 = 362(LC 15)
44 = 233/39-9-0 31 = 364(LC 15)
45 = 229/39-9-0 30 = 354(LC 15)
46 = 244/39-9-0 29 = 392(LC 15)
47 = 181/39-9-0
37 = 232/39-9-0 FORCES (Ib) - Maximum Compressmn/Maximum Tension
36 = 241/39-9-0 TOP CHORD
35 = 252/39-9-0 1-2 = 0/100 2-3 = -118/30 3-48 = -104/28
34 = 231/39-9-0 4-48 = -58/40 4-5 = -109/43 5-6 4. -108/46
33 = 232/39-9-0 6-7 = -21/51 7-8 = -108/63 8-9 = -108/78
32 = 232/39-9-0 9-10 = -110/93 10-11 = -108/85 11-12 = -30/0
31 = 233/39-9-0 1149 = -33/94 13-49 = -43/94 13-50 = -30/93
30 4. 227/39-9-0 14-50 = -30/93 14-15 = -30/93 15-16 = -30/93
29 = 251/39-9-0 16-51 = -30/93 51-52 = -3053 17-52 = -30/93
Max Harz 17-53 = -32/94 18-53 = -28/94 16-19 = -30/0
2 = 76(LC 7) 16-20 = -99/84 20-21 = -107/92 21-22 = -103/68
Max Uplift 22-23 = -104/45 23-24 = -6/45 24-25 = -104/20
2 = -24(LC 5) 25-26 = -104/45 26-54 = -32/43 27-54 = -105/0
38 = -2(LC 6) 27-28 = -101/52
39 = -6(LC 5) BOT CHORD
40 = -3(LC 6) 2-47 = 0/63 46-47 = 0/63 45-46 = 0/63
42 = -16(LC 7) 4445 = 0/63 43-44 4- 0/63 4243 = 0/63
43 = -13(LC 7) 4142 = 0/63 40-41 = 0/63 3940 = 0/63
44 = -13(LC 7) 38-39 = 0/63 37-38 = 0/63 36-37 = 0/63
45 = -11(LC 7) 35-36 = 0/63 34-35 = 0/63 33-34 = 0/63
46 = -19(LC 7) 32-33 = 0/63 31-32 = 0/83 _ 30-31 = 0/63
47 = -52(LC 9) 29-30 = 0/63 28-29 = 0/63
37 = -2(LC 5) WEBS
36 = -4(LC 5) 15-38 = -322/26 14-39 4. -322/29 1340 = -335/27
34 = -13(LC 8) 1041 = -318/11 9-42 = -327/40 843 = -321/37
33 4- -13(LC 8) 744 = -323/37 5-45 = -319/36 4-46 = -333/40
32 = -13(LC 8) 347 = -276/27 16-37 = -320/27 17-36 = -339/28
31 = -13(LC 8) 20-35 = -304/0 21-34 = -331/37 22-33 = -320/37
30 = -12(LC 8) 23-32 = -322/37 25-31 = -322/37 26-30 = -320/37
29 - -20(LC 8) 27-29 = -329/42
Max Grav
2 = 460(LC 15)
Continued on .a.e 2
Job
090307
Trus
Truss Type
GABLE
O
2
Ply
1
PRO -BUILD, SPOKANE WA.. KM Opsa
NOTES
1) 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"
2) TOLL ASCE 7-05, Pf=40.0 psf (flat roof snow); Category II, Exp 8, Partially Exp ; Ct= 1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of
40.0 psf on overhangs non -concurrent math other live bads.
5) Provide adequate drainage to prevent water ponding.
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 2x4 MT20 unless otherwise indicated
8) Gable requires continuous bottom chord beanng
9) Gable studs spaced at 2-0-0 oc.
10)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will 11 between the bottom chord and any other members.
11) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 24 Ib
uplift at tont 2, 2 Ib uplift at joint 38, 6 Ib uplift at joint 39, 3 Ib uplift at Joint 40, 16 Ib uplift at Joint 42, 13 Ib
uplift at lout 43, 13 Ib uplift at Joint 44, 11 Ib uplift at Joint 45, 19 Ib uplift at Joint 46, 52 Ib uplift at Joint 47,
2 Ib uplift a1 Joint 37, 41b uplift at joint 36, 13 Ib uplift at Joint 34, 13 Ib uplift a1;ont 33, 13 Ib uplift at Joint
32, 13 Ib uplift at joint 31, 12 Ib uplift at Joint 30 and 201b uplift at Joint 29
12) This truss is designed in accordance with the 2006 International Residential Code sections
R502 11.1 and R8132.10.2 and referenced standard ANSI/TPI 1.
13) Design assumes 4x2 (flat onentauon) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d
nails.
LOAD CASE(S)
Standard
ALDRICH
Job Reference (option J
7.050 s May 22 2008 MiTek Industnes. Inc Thu Feb 12 14 29 40 2009 Page 2
Job
090307
Truss
F2
Truss Type
CAL HIP
Ory
1
Ply
1
ALDRICH
Job Reference (optional)
PRO -BUILD, SPOKANE; NA.,
KiM1 Opsahl 7. 50 s May 22 2000 MITek Induslnes, Inc Thu Feb 12 14 29 41 2009 Page
-14-00-0-0 5-04 95.15 14-2-4 17-3-12 20-0-0 22-84 25-9-12 30.6-1 34-11-12 39-9-0
,14-0 5-0-4 4-5-12 4-8-5 3-1-8 . 2-8-4 , 2-84 . 3-1-8 44-5 4-5-12 4-94
0 Scale = 1:70.5
z
6.0012 W
1p
5x9 * Ali ST113 0
5x9
1x64 628
D
8 4 T5 d1 14
- , -
4x4 c:.- F—
29
T] 1x6cz,
dx4 G
6
1'7
0W
4 5 y>
15
16
W7
]
I
Wd W69 \//2
SUmn
Wt T2 17 ~
en 2
\
W5/
w 31
(}///
✓✓ B4
_ B2
R3 Jo
i.-1
459 = 25 24 23 32 22 33 21 20 19 7x8 =
7x101112x16 MT18H=
454= 5x9 WB= 3x9= 4x4= 454=
4x4 = 5x9 WB=
0-0-0 7-3-1 14-2-4 20-0-0 25-9-12 324-15 39-9-0
7-3-1 6-114 5-9-12 5-9.12 6-11-3 , 7-0-1
Plate Offsets (XX). [2.0-35,EdgeJL[2 (3-64,Edge), [6 0-4-8,0-1-1
I. [14 0-4-8 0-1-12), [18:0-2-11,Edgel, [18'1-0-11,Edge]
LOADING(psf)
SPACING 2-0-0
CSI
DEFL In (roc) I/deft Lid
PLATES GRIP
TCLL 40.0
Plates Increase 1.15
TC 085
Vert(LL) -0 50 22-24 >946 240
MT20 185/148
(Roof Snovr--40.0)
Lumber Increase 1.15
BC 0.91
Vert(TL) -0 72 22-24 >658 180
MT18H 185/148
TCDL 80
Rep Stress Ina YES
WB 0.76
Horz(TL) 0.30 18 n/a n/a
BCLL 0.0
Code IRC2006/TPI2002
(Mainz)
Weight 212 Ib
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E 3) Unbalanced snow loads have been considered for this design.
BOT CHORD 2 X 4 HF 1800F 1.6E 4) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof lc
WEBS 2 X 4 DF Slud/Std of 40 0 psf an overhangs non -concurrent with other live loads.
OTHERS 2 X 4 DF Stud/Std 5) Provide adequate drainage to prevent water ponding
WEDGE 6) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other
Left 2 X 8 DF 2250F 1.8E, live loads.
Right: 2 X 12 DF No.2 7) All plates are MT20 plates unless otherwise indicated.
BRACING 8) All plates are 2x4 MT20 unless othewse indicated.
TOP CHORD 9) • This truss has been designed for a live load of 20 Opst on the bottom chord in all areas where i
Structural wood sheathing directly applied or 2-2-0 oc pudins. except rectangle 3-6-0 tall by 2-0-0 wide will fl between the bottom chord and any other members.
2-0-0 oc purlins (3-1-0 max.). 6-14. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5I
BOT CHORD uplift at Joint 2.
Rigid ceiling directly applied or 10-0-0 oc bracing. 11) This truss is designed in accordance with the 2006 International Residential Code sections
WEBS R502.11 1 and R802 10.2 and referenced standard ANSIRPI 1.
1 Row at midpt 6-22, 14-22 12) Design assumes 4x2 (flat onentation) purlins at 0c spacing indicated, fastened to truss TC w/
JOINTS 2-10d nails.
1 Brace at Jt(s) 8, 11
REACTIONS (Ib/size) LOAD CASE(S)
2 = 2583/0-5-8 ' Standard
18 = 2429/0-5-8
Max Harz
2 = 90(LC 7)
Max Uplift
2 = -5(LC 7)
Max Gray
2 = 3443(LC 15)
18 = 3300(LC 15)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/103 2-26 = -6383/0 3-26 = -6242/0
3-27 = -5904/0 4-27 = -5734/0 4-5 = -4809/0
5-28 = -4507/0 6-28 = -4474/0 6-7 = -140/52
7-9 = -26/0 6-8 = -4398/0 8-10 = -4398/0
10-11 = -4398/0 11-14 = 4398/0 12-13 = -26/0
13-14 = -140/52 14-29 = -4473/0 15-29 = -4601/0
15-16 = -4775/0 16-30 = -5598/0 17-30 = -5767/0
17-31 = -6071/0 18-31 = -6206/0
BOT CHORD
2-25 = 0/5509 24-25 = 0/4872 23-24 = (3/4193
23-32 = 0/4193 22-32 = 0/4193 22-33 = 0/4164 .
21-33 = 0/4164 20-21 = 0/4164 19-20 = 0/4794 .
18-19 = 0/5291
WEBS
3-25 = -555/73 4-25 = 0/606 4-24 = -944/56
6-24 = 0/890 6-22 = -122/909 10-22 = -843/71
14-22 = -105/918 14-20 = 0/839 16-20 = -876/62
16-19 = 0/501 17-19 = -415/80 7-8 = -194/22 '
11-13 = -194/22
NOTES
1) Pond. ASCE 7-05, 90mph, TCDL=4,2psf, BCDL=6.Opsf, h=25ft, Cat. II, Exp B, enclosed; MWFRS
(low-nse), cantilever left and nght exposed, Lumber DOL=1.33 plate grip DCL=1.33
2) TOLL: ASCE 7-05; Pf=40.0 psi (flat roof snow); Category II; Exp 8, Partially Exp., Ct= 1, Lu=50-0-0 1
ad
•
Job
Truss
Truss Type
Qty
Ply
ALDRICH
090307
F2A
CAL HIP
1
1
Job Deference (rit�ional)
-8UIW, SPOKANE.VJA., RIM1 opsa
-14-0 0-0-0
.14-0.
5-0-4
5-0-4
4-5-12
9-5-15
14-24 17-3-12 20-0-0 22-84 25-9-12
4-8-5 . 3-14 . 2-84 , 2-84 . 3-1-8 . 4-114
3x6 *
454
5
4
6.00 Fri
459 —
2x4 u
7511
S�2idll
61,33
254 11
24 10
TS
2x4 11
ST113
459 =
14
T425
0
30-9-0 Z
W
Scale = 1:56
th2
H
M
G1
0
W
m
556
15
N
3
2x4 -`
T1
EV1
2
g
457 =
7x8 =
0-0-0
7-3-1
21
454 =
7-3-1
6-11-3
20
19 26
454 = 4x6 =
14-24
5-9-12
18
4x9 =
20-0-0
27
5-9-12
17
454 =
25-9-12
4-11-4
16
454 11
30-94
i4
Plate Offsets (X,fl [2 0-7-0,0-0-01]2:0-0-0,0-0-4],[6 0-3-8,0-0-8] 114 0-3-8,0-0-81[15 Edge 0-1-12],[16 Edge,0-3-8],[17'0-1-12,0-1-1
LOADING(psi)
TCLL 400
(Roof Snow=40 0)
TCDL 8.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1 15
Rep Stress Inv VES
Code IRC2006/fPI2002
CSI
TC 0.68
BC 0.72
WB 0.87
(Matnx)
DEFL in (Ioc) I/def Lid
Vert(LL) -0 23 18-20 >999 240
Vert(TL) -0 36 20-21 >999 180
Horz(TL) 012 16 n/a n/a
PLATES GRIP
MT20 185/148
Weight: 174 Ib 1
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1 6E
WEBS 2 X 4 OF Stud/Std 'Except'
EV1' 2 X 4 HF 1800F 1 6E
OTHERS 2 X 4 OF Stud/Std
WEDGE
Leff: 2 X 6 HF 1800F 1 6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals, and 2-0-0 oc
purlins (4-5-5 max.) 6-14.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 6-18,14-17, 15-16
JOINTS
1 Brace at Jt(s): 8, 11
REACTIONS (Ib/size)
2 = 2022/0-5-8
16 = 1956/Mechanical
Max Horz
2 - 154(LC 7)
Max Uplift
2 = -20(LC 7)
Max Gray
2 = 2699(LC 15)
16 = 2472(LC 15)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/103 2-22 = -4810/0 3-22 = -4670/0
3-4 = 4319/0 4-5 = -3168/0 5-6 = -2866/0
6-7 = -141/51 7-9 = -21/0 6-8 = -2310/25
8-23 = -2310/25 23-24 = -2310/25 10-24 = -2310/25
10-11 = -2310/25 11-14 = -2310/25 12-13 = -26/0
13-14 = -146/46 14-25 = -1456/0 15-25 = -1759/0
15-16 = -2423/0
BOT CHORD
2-21 = -67/4122 20-21 = -35/3438 19-20 = 0/2704
19-26 = 02704 18-26 = 0/2704 18-27 = 0/1482
17-27 = 0/1482 16-17 = -2/55
WEBS
3-21 = -599/72 4-21 = 0/646 4-20 = -1021/54
5-20 = 0/940 6-18 = -629/186 10-18 = -838/70
14-18 = -4/1351 14-17 = -1205/38 7-8 = -193/22
11-13 = -182/21 15-17 = 0/1972
5) Provide adequate drainage to prevent water ponding
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other
live loads
7) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members
8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 201
uplift at joint 2.
9) This truss is designed in accordance with the 2006 International Residential Code sections
R502.11.1 and R802 10 2 and referenced standard ANSI/TPI 1.
10) Design assumes 4x2 (flat onentation) purlins at oc spaung indicated, fastened to truss TC w/
2-10d nails.
LOAD CASE(S)
Standard
NOTES
1) Wnd' ASCE 7-05; 90mph; TCDL=4.2psf, 9CDL=6 Opsf; h=25ft, Cat. II; Exp B; enclosed, MWFRS
(low-nse), cantilever left and nght exposed , Lumber D0L=1.33 plate gnp DOL=1 33
2) TCLL. ASCE 7-05, Pf=40.0 psf (Oat roof snow), Category II, Exp B, Partially Exp ; Ct= 1. Lu=560-0
3) Unbalanced snow loads have been considered for this design
4) This truss has been designed for greater of min root live load of 16 0 psf or 2.00 times flat roof load of
40 0 psf on overhangs non -comment with other live loads.
•
Job
090307
Truss
F3
Truss Type
ROOF TRUSS
Div
3
PW
1
ALDRICH .
Job Reference (optional)
1 PRCBUILD_ SPOK NEWA.
Kt rk Oosahl 7 050 s May 222008 MiTeI Industnes,Inc
Thu Feb 12 14 29 43 2009 Page
fl
-14-00-0-0
1-4-0
7-0-5
7-0-5
6-5-13
13-8-3
6-5-13
20-0-0
6-5-13
26-5- 3
6-5-13
32-11.11
7-0-5
40-0-0041 4-0
3x6 i
244 0 4
3
6.00 FIT
17
444 i
111
5x8 MT18H=
6
\ 444
T,1 7
8
Scale = 1.69.
W6
WI \W3 W3
/1.4b
0-0-0
10-3-4
16 19
454 =
10-3-4
15 14
5x9 WB= 4x9 =
9-8-12
20-0-0
13
549 WB=
9-8-12
20 12
444 =
29-8-12
10-34
40-0-0
Plate Offsets (X.Y) [2 04-9, Edge], 110 0-4-9 Edge]
LOADING(psf)
TCLL 40.0
(Roof Snow=40 0)
TCDL 80
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc YES
Code IRC2006/TP12002
CSI
TC 0 82
BC 0.99
W8 083
(Matnx)
DEFL in (lac) I/defl Lid
Vert(LL) -0 52 12-14 >909 240
Vert(TL) -0.84 12-14 >562 180
Horz(TL) 0 23 10 n/a n/a
PLATES GRIP
MT20 185/148
MT18H 185/148
Weight 173 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1 6E
WEBS 2 X 4 OF Slud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudtns.
BOT CHORD
Rigid ceiling directly applied ort -2-0 oc bracing.
WEBS
1 Raw at midpt 5-14,7-14
REACTIONS (Ib/size)
2 = 2596/0-5-8
10 = 2596/0-5-8
Max Harz
2 = -95(LC 8)
Max Uplift
2 = -13(LC 7)
10 = -13(LC 8)
FORCES (Ib) - Maximum Compressmn/Maximum Tension
TOP CHORD
1-2 = 0/103 2-3 = 4641/0 3-4 = -4186/0
4-17 = 4040/0 5-17 = -3931/0 5-6 = -2960/15
6-7 = -2960/15 7-18 5 -3931/0 8-18 = 4040/0
8-9 = -4186/0 9-10 = -4641/0 10-11 = 0/103
BOT CHORD
2-16 = 0/3994 16-19 = 0/3273 15-19 = 0/3273
14-15 = 0/3273 13-14 = 0/3273 13-20 = 0/3273
12-20 = 0/3273 10-12 = 0/3994
WEBS
3-16 = -550/107 5-16 = 0/791 5-14 = -1327/86
6-14 = 0/1890 7-14 = -1327/86 7-12 = 0/791
9-12 = -550/107
NOTES
1) Wind ASCE 7-05; 90mph, TCDL=4 2psf, BCDL=6.0psf. h=25ft, Cat. ll; Exp B, enclosed; MWFRS
low-nse), cantilever left and nght exposed , Lumber DOL=1.33 plate gnp DOL=1 33
2) TCLL: ASCE 7-05; Pf=40 0 psf (fiat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design
4) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of
40.0 psf on overhangs non-conwrrent 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 has been designed for a live load of 20 Opst on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 13 Ib
uplift at joint 2 and 13 Ib uplift attaint 10.
9) This truss is designed in accordance with the 2006 International Residenttal Code sections R502.11.1
and 9802.10 2 and referenced standard ANSI/TPI 1
LOAD CASE(S)
Standard
Job Truss
090307 F3A
PRO -BUILD, SPOKANE A., Kirk Opsahl
-14-00-0-0 7-0-5
Truss Type
ROOF TRUSS
Qty Ply
5
7-0-5
6-5-13
13-6-3
6-5-13
3x6
6.00 12
20-0-0
5x8 MT18H=
6
6-5-13
ALDRICH
Job Reference op0onal)
7 050 s May 22 2008 MpTek Industnes, Inc Thu Feb 12 14 29 43 2009 Page
26-5 13
32-11-11
6-5-13
6-9-5
3x6
39-9-0
Z Scale=
W
fn
S
1-
tM
0
W
1-
H
N
0-0-0
10-34
4x4 =
10-3-4
5x9 WB=
9-0.12
13
3x8 =
20-0-0
12
5x9 WB=
9.8-12
19 11
4x4 =
29-8-12
10-0-4
6x16 MT18Ha
39-9-0
69.6
Plate 0
set
(X,V). [2.0-1-9,Edgek[10 0-1-5,Edge]
LOADING(psf)
TCLL 40.0
(Roof Snow=40 0)
TCDL 8.0
BCLL 0.0
BCDL 100
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc YES
Code IRC2005/TPI2002
CSI
TO 0.64
BC 1.00
WB 0.83
(Matrix)
DEFL in (lac) VdeB L/d
Vert(LL) -0.52 13-15 >909 240
Vert(TL) -0 84 13-15 >563 180
Horz(TL) 0 23 10 n/a n/a
PLATES GRIP
MT20 185/148
MT18H 185/148
Weight. 170 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1 6E
BOT CHORD 2 X 4 HF 1B00F 1.6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc braong.
WEBS
1 Row at midpl 5-13, 7-13
REACTIONS (Ib/size)
2 = 2591/0-5-8
10 = 2436/Mechanical
Max Horz
2 - 101(LC 7)
Max Uplift
2 = -13(LC 7)
FORCES Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/103 2-3 = -4631/0 3-4 = -4175/0
4-16 = 4030/0 5-16 = -3892/0 5-6 = -2949/17
6-7 = -2949/16 7-17 = -3904/0 8-17 = 4012/0
8-9 = -4159/0 9-10 = -4573/0
BOT CHORD
2-15 = -1/3985 15-18 = 0/3263 14-18 = 0/3263
13-14 = 0/3263 12-13 = 0/3255 12-19 = 0/3255
11-19 = 0/3255 10-11 = 0/3950
WEBS
3-15 = -550/107 5-15 = 0/792 5-13 = -1299/86
6-13 = 0/1880 7-13 = -1316/89 7-11 = 0/775
9-11 = -522/111
NOTES
1) Wmd ASCE 7-05, 90mph, TCOL=4 2psf, BCDL=6 Opsf, h=25X, Cat. II, Exp B: enclosed, MWFRS
Qow-nse), cantilever left and nght exposed; Lumber DOL=1.33 plate gnp DOL=1 33
2) TCLL ASCE 7-05, Pf=40.0 psf (flat roof snow), Category II; Exp R, Parbaly Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design
4) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 limes flat roof load of
40.0 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 wth any other live
loads.
6) All plates are MT20 plates unless otherMse indicated.
7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 13 Ib
uplift at pint 2.
9) This truss is designed in accordance wth the 2006 International Residential Code sections R502.11.1
and R802 10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Job
090307
Truss
F3B
Truss Type
ROOF TRUSS
City
9
Ply
1
ALDRICH
Job Reference (optional)
PRO -BUILD,
SPOKANE, WA., Kirk Opsahl 7 050 s May 22 2008
-14-0
1-4-0 -0 7-0-5 7 5 6-5-13 13-6-3 6-5-13 20-0-0 5-2-12
MiTek Industnes, Inc Thu Feb 12 14 29 44
25-2-12 5-64 W 30-9-0
2009 Page
4x6 =
N Scale
= 1:60.
2
I-
6
6.00 12
M
0)
4x4 C ❑
4x4-> 14
7 W
L1
04 CD
5 m
3x6 9 G.
I— 5x6 C
W6
CO
8
4
2x40
Wd
W7
3 W1 W3
W2\ E1
T2
2 BVI
\ / \
d1
B1
j
/�
e
R
9
J 5x9 = 13 16 12 11 17
10
4x4 = 4x7 = 3x8 =
4x4 = tied II
0-0-0
10-34 103430
9-8-12 20.0 0 5.1.12
9 -0
25-2-12 5-6-4
1 Plate OR sets (X,`fl:[2.0-1-15,Edge]L[6 0-3-0 0-2.4),[8 Edge,0-241, [9 Edge,0.3-8]
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in (lac) I/dell L/d
PLATES GRIP
TOLL 400
Plates Increase 1.15
TO 091
Vert(LL) -0.3711-13 >993 240
MT20 185/148
(Roof Snow -40.0)
Lumber Increase 1.15
BC 0.90
Vert(TL) -0.62 11-13 >592 180
TCDL 80
Rep Stress Ina YES
WB 086
Horz(TL) 009 9 nia n/a
BCLL 00 '
Code IRC2006/TP12002
(Mainz)
Weight 156 Ib
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 1800F 1 6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std -Except'
EV1: 2 X 4 HF 1800F 1 6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-1-3 ec purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 lac bracing.
WEBS
1 Row at midpi 5-11
REACTIONS (Ib/size)
2 = 2020/0-5-8
9 = 1906/Mechanical
Max Harz
2 = 165(LC 7)
Max Uplift
2 = -25(LC 7)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/103 2-3 = -3405/0 3-4 = -2944/0
4-5 = -2800/0 5-14 = -1682/10 6-14 = -1539/32
6-7 = -1645/45 7-15 = -1291/8 8-15 = -1437/0
8-9 = -1841/0
BOT CHORD
2-13 = -86/2899 13-16 = -37/2149 12-16 = -37/2149
11-12 = -37/2149 11-17 = 0/1186 10-17 = 0/1186
9-10 = -2/51
WEBS
3-13 = -570/106 5-13 = 0/825 5-11 = -1186/84
6-11 = 0/807 7-11 = 0/504 7-10 = -871/40
8-10 = 0/1512
NOTES
1) Wnd, ASCE 7-05; 9omph; TCDL=4.2psf. BCDL=6.Opsf, h=25ft, Cat. II; Exp 8, enclosed, MWFRS
(Iow-nse), cantilever left and ngbt exposed ; Lumber DOL=1.33 plate grip DOL=1 33
2) TCLL. ASCE 7-05; Pf=40 0 psf (gat roof snow); Category II; Exp B, Partially Exp.; Cts 1
3) Unbalanced snow loads have been considered for this design.
4) This bass has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of
40.0 psf on overhangs non -concurrent wah 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) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will (11 between the bottom chord and any other members.
7) Provide mechanical connection (by others) of wss to beanng plate capable of withstanding 25 Ib
uplift at joint 2.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1
and R802 10 2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Job
090307
Truss
J1
Truss Type
MONO TRUSS
PRO -BUILD, SPOKANE.WA, IBrk OpsaN
-1-4-0
1-4-0
0-0-0
Qty Ply
5 1
4-0-0
ALDRICH
Job Reference (optional)
7 050 s May 22 2088 MiTek Industries, Inc Thu Feb 12 14 29 44 2009 Pape
2x4
4-0-0
3
Scale =1:12
LOADING(psf)
TOLL 400
(Roof Snow --40.0)
TCDL 80
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TP12002
05I
TC 0.37
BC 0.10
WB 0.00
(Matnx)
DEFL in (loc) I/deft Lid
Vert(LL) -001 2-4 >999 240
Vert(TL) -0.02 2-4 >999 180
Horz(T1) 0.00 n/a n/a
PLATES GRIP
MT20 185/148
Weight 14 Ib
LUMBER
TOP CHORD 2 X 4 HF 1600F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins, except end vemcals
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc braong
REACTIONS (Ib/size)
2 = 393/0-5-8
4 = 178/Mechanical
Max Hon
2 = 63(LC 7)
Max Uplift
4
Max Gray
2 =
4 =
-41(LC 7)
-3(LC 7)
407(LC 2)
208(1C 2)
FORCES Ib)- Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/103 2-5 = -10540 3-5 = -33/62
3-4 = -172/30
BOT CHORD
2-4 = 0/0
NOTES
1) NAnd: ASCE 7-05, 90mph, TCDL=4.2psf, BCDL=6 Ops, h=25ft, Cat. ll, Exp B, enclosed, MWERS
(low-rise): cantilever left and nght exposed , Lumber DOL=1.33 plate gnp DOL=1.33
2) TCLL' ASCE 7-05, Pf=40.0 psf (flat roof snow), Category II; Exp B; Partially Exp , Ct= 1
3) Unbalanced snow loads have been considered for this design
4) This Truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of
40.0 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)' This truss has been designed for a live Toad of 20 Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 41 Ib
uplift al Joint 2 and 3 Ib uplift at Joint 4.
8) This muss is designed in accordance with the 2006 International Residential Code sections R502 11.1
and R802.102 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Job
090307
TN SS
J2
Truss Type
ROOF TRUSS
Oty
6
Ply
1
ALDRICH
Job Reference (opuonal)
MiTek Industries, Inc
2-0-0
Thu Feb 12 14
29 45 2009 Page
4-0-0
t
PRO -BUILD,
140
SPOKANE, WA , KIM Opsahl
1-4-0 000 2-0-0 3 200
7.
50 s May 22 2008
/
Scale =
1:8.6
6.00 12
5
2
TB
nlL
B1
_
c
_
I —
\/
1
4
2x4 =
0-0-0 2-0-0 2-0-0
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in goo) Vdel Lid
PLATES
GRIP
TCLL 40 0
Plates Increase 1 15
TC 0 29
Ved(LL) -0 01 2-4 >999 240
MT20
185/148
(Root Snow=400)
Lumber Increase 1.15
BC 0.12
Vert(TL) -0.03 2-4 >999 180
TCDL BO
Rep Stress Ino YES
WB 0.00
Horz(TL) -0.00 3 Na Na
BCLL OA '
Code IR02006/TPI2002
(Matnx)
Weight' 91b
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 1800F 1 6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc purlins
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
2 = 312/0-5-8
4 = 39/Mechanical
3 = 46/Mechanical
Max Hord
2 = 43(LC 7)
May Uplift
2 = -34(LC 7)
3 = -71(LC 9)
Max Gray
2 = 383(LC 9)
4 = 78(LC 4)
3 = 55(LC 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/101 2-5 = -68/0 3-5 = -43/16
BOT CHORD
2-4 = 0/0
NOTES
1) Wnd. ASCE 7-05; 90mph, TCDL=4.2psf; 8COL=6 Opsf, h=25ft; Cat II. Exp B; enclosed, MWFRS
(low-nse); cantilever left and nght exposed; Lumber DOL=1.33 plate grip DOL=1 33
2) TOLL ASCE 7-05, Pf=40.0 psf (flat roof snow), Category II, Exp B; Partially Exp ; Ct= 1
3) Unbalanced snow loads have been considered for this design
4) This truss has been designed for greater of min root live load of 16.0 psf or 2.00 times flat roof load of
40 0 psi 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) * This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members
7) Provide mechanical connec8on (by others) of truss to beanng plate capable of withstanding 34 Ib
uplift at Joint 2 and 71 Ib uplift at loin) 3.
8) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1
and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard