HomeMy WebLinkAboutBLD08-014nr rty BUILDING PERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Projectlnformation Permit# BLD08-014
Permit Type Residential - Single Family - New Project Name WADE VAUGHN
Site Address 1977 EDDY STREET Parcel # 944700101
Project Description
New SFR at corner of Howard/20th, access from Wade Vaughn Ave
Names Associated with this Project License
Type
Name
Contact
Phone # Type License # Exp Date
Applicant
Tierra Investments Llc
Owner
Tierra Investments Llc
Contractor
Reality Homes Inc
Jared Baeher
(253) 926-6822 CITY 5102 12/31/2008
Contractor
Reality Homes Inc
Jared Baehmer
(253) 926-6822 STATE REALIH1984CI02/15/2010
Z. —75
2 011 J
* * * SEE ATTACHED CONDITIONS * * *
Call 385-,2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of X80
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true a ,d accurate to the best of any knowledge. I further certify
that i am the owner of the property or authorized agent of the owner,
Print Name Date Issued: 02/22/2008
�r Issued By: SFOSTER
Project Information
BUILDING I ING ERMI "
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Permit Type Residential - Single Family - New
Site Address 1977 EDDY STREET
Project Description
Permit # BLD08-014
Project Name WADE VAUGHN
Parcel # 944700101
New SFR at corner of Howard/20th, access from Wade Vaughn Ave
Names Associated with this Project
Type
Name Contact
Applicant
Tierra Investments Llc
Owner
Tierra Investments Llc
Contractor
Reality Homes Inc Jared Baehmer
Contractor
Reality Homes Inc Jared Baehmer
License
Phone # Type License # Exp Date
(253) 926-6822 CITY 5102 12/31/2008
(253) 926-6822 STATE REALIHI984CI02/15/2010
* * * SEE ATTACHED CONDITIONS * * *
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Print Name Date Issued: 02/22/2008
Issued By: SFOSTER
BUILD- NG PERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project Information Permit # BLD08-014
Permit Type Residential - Single Family - New Project Name WADE VAUGHN
Site Address 1977 EDDY STREET Parcel # 944700101
Project Description
New SFR at corner of Howard/20th, access from Wade Vaughn Ave
Fee Information Project Details
Dwellings — Type V Wood Frame
Project Valuation $181,177.16 Private Garages— Wood Frame
Site Address Fee
3.00
Building Permit Fee
1,452.95
Energy Code Fee - New Single
100.00
Family Unit
Mechanical Permit Fee per Dwelling
150.00
Unit - New Residential
Plan Review Fee
944.42
Plumbing Permit Fee per Dwelling
150.00
Unit - New Residential
State Building Code Council Fee
4.50
Technology Fee for Building Permit
29.06
Record Retention Fee for Building
10.00
Permit
Total Fees $2,843.93
1,788 SQFT
440 SQFT
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Print Name Date Issued: 02/22/2008
Issued By: SFOSTER
BUILDING PERMIS"
City of Port Townsend
W. Development Services Department
AWA . 250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project information Permit # BLD08-014
Permit Type Residential - Single Family - New Project Name WADE VAUGHN
Site Address 1977 EDDY STREET Parcel # 944700101
Project Description
New SFR at corner of Howard/20th, access from Wade Vaughn Ave
Conditions
10. Property corner survey pins must be located at time of f000ting inspection to verify setbacks.
20. Temp. erosion control measures must be installed and maintained prior to approval of any building inspections.
30. Street and ultility improvements must be installed and approved prior to final occupancy.
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Print Name Date Issued. 02/22/2008
Issued By: SFOSTER
CITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG
PERMIT
SCOPE OF WORK:
DATE RECEIVED
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> Applications accepted by mail must iV-1C-fade a check for,irvja14 plan )'eview fee of $15()
> See the "Residential Building Permit ^PPlication Requirements,, for details on
plan submittal requirements.
ContactlReprese tta ive.,
Name:— (Z,
Address: -
Citylstlzip,—A-25��L414n,L. eop— 91`722,9
Phone: �17
Contractor: [""11 S me aOwner
Name:--.— M,1" e-:5
Address:
City/SVzip:—
Phone � q7-1�— Coy?— Z—
Email:
re— 0( e4
State License #:ff
A.�Jlkj
City Business License #,,
U1 e
Port Townsend WA98365
Phone360-379-5o95
Faix� 360-344.4619
Wwwxjtyofotu";
Building Information (square feet):
1 sr floor I Garage:
nd -4io-
4 floor Deck(s:
.3rd floor
Porch(es),
Basernent:.
Is it finished? Yes No
Carport:
Manufactured Home
Other: ---
ADU I
New
Addition T Remodel/Repair T
Total Lot
Co
ver)a3g
e
*(Building
Footpr
int)
Sq(mre feet: %
ILmpervious Surface*
quare feet:7 16Total existi- ,*
aro edj
An:yknow:nwetlands on the Property? y
,.)? Y
Any
ste:ep slopes (>Is%)? y
I hereby certify that the information provided i's Correct, that I am either the
and that all activities associated with thh�d"�a9r��"
'I owner 01" authorized to act on behalf of the owner
I Mit Will be in accordance with State Laws'prid the Port Townsend Municipal Code,
Print Name*
flet.—e-al _T17 VMTS7�4ex4r LL(,
Signature: Date: O"R
CITY OF PORT TOWNSEND
Building and Community Development
BILLING STATEMENT"
�la
(Name)
(Address) (Date)
(Phone)
$ REINSPECTION FEES R-2040 ❑ C-2041)
(moi'
$ (g) PLAN REVISION FEE (❑ R-2030 ❑ C-2031)
($50.00/hour, minimum $25.00)
$ RESIDENTIAL T. C. 0. INSPECTION (R-2020)
($97.00)
$ COMMERCIAL T. C. 0. INSPECTION (C-2021)
($147.00)
$ SPECIAL INSPECTION (C
($47.00/hour, 1 hour minimw
$ OTHER (❑
TOTAL DUE $
Revised 116100 NBcd permitslformslBILISTMT.doc
(Permit Number- if applicable)
REVISIONNUMBER:
$
Revision Valuation
$
Original Permit Valuation
$
Total Valuation
(a) $
Fees due based on
Total Valuation (ate+c)
(b) $ Building Permit Fee
Message For
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Building and Permit Fees
THANK YOU!
Page 1 of 1
Scottie Foster
From: Scottie Foster
Sent: Friday, February 15, 2008 9:24 AM
To: 'tierrainvestments@yahoo.com'
Subject: BLD & MIP PERMIT FEES DUE
Attachments: 20080215091638.pdf
Pete,
I received your check for the two permits and the amount is incorrect.
I do not know how I calculated that figure I gave you and I apologize.
Attached are two invoices. One for Bld08-014 and one for MIP08-007.
The total amount due for the two permits that are ready to issue, and
including the $5 for shipping the permits and plans to you should be: $2,764.93.
On your direction, I can either destroy the old check or send it back to you.
Again, I am sorry if this causes you any inconvenience.
Scottie Foster
Administrative Assistant
Development Services Department
2/15/2008
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Application No BLD08-014
Project: WADEVAUGHN
Application Type Residential - Single Family - New
Parcel # 944700101
Subdivision: COLUMBIA PARK Block/Lot
Site Address: 1977 EDDY STREET
Description
Fee Amount
Paid/Credit
Balance Due
Site Address Fee
$3.00
WOO
$3.00
Building Permit Fee
$1452.95
$0,00
$1452.95
Energy Code Fee - New Single Family Unit
$100.00
$0,00
$100.00
Mechanical Permit Fee per Dwelling Unit-
$15000
WOO
$150,00
New Residential
Ran Review Fee
$944.42
$150,00
$794.42
Plumbing Permit Fee per Dw elling Unit -
$150,00
$0.00
$150,00
New Residential
State Building Code Council Fee
$4,50
$0.00
$4.50
Technology Fee for Building Permit
$2906
$om
$29.06
Record Retention Fee for Building Permit
$10,00
$0.00
$10.00
Total Fee Amount: $2843,93
Total Paid/Credits: $15000
Balance Due: $2693.93
Payment due within 30 days
Invoice
Date: 15 -FEB -08
Invoice # 262
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City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
I MAJ W41 Will 0 141 Lai MUM M�
Application No
MIP08-007
Project:
Wade Vaughn
Application Type
Minor Improvement Permit
Parcel #
$66.00
Subdivision:
Block/Lot
Site Address: 1977
EDDY STREET
Description
Fec Amount
Minor Improvement Permit
$100,00
SDC - Water
$2522,00
SDP Inspection
$66.00
SDC - Sewer
$2331.00
Water Connection
$135,00
Technology Fee for Minor Improvement
$5,00
Permit
$5.00
Record Retention Fee for Minor
$500
Improvement Permit
$0-00
Invoice
Date:: 15 -FEB -08
Invoice 263
Paid/Credit
Balance Due
$100.00
$0.00
$000
$000
$2522.00
$66.00
$0.00
$2331,00
Loll
$0.00
$135.00
$5.00
$0.00
F45.
$5.00
$0-00
S7 —S ()
Total Fee Amount: $5164.00
Total Paid/Credits: $110.00
Balance Due: $5054.00
Payment due within 30 days
Appl # 1i1)08-01
Date Issued
Applicant IMMA DIMESTMnTTS LLC
Typ e B LD - Mi - SF P.
...... .. ....... . . . . . . . ....... .
Expiration Date M1612008
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payrej # f944700 10 1
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Re -issue Date
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Site Add ress I 7'1'-,7'DD Y STBE Fr
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City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
TIERRA INVESTMENTS LLC
7327 SW BARNES ROAD#308
PORTLAND OR 97225
Application No
MIPOB-007
Project:
Wade Vaughn
Application Type
Minor Improvement Permit
Parcel #
$0.00
Subdivision:
Bloc k/Lot
Site Address: 1977
EDDY STREEr
Invoice
Date: 07 -FEB -08
Invoice # 251
Description
Fee Amount
Paid/Credit
BWaance Due
Minor Improvement Permit
$100.00
$100.00
$0.00
SDC- Water
$2522.00
$0.00
$'2522.00
SDP Inspection
$66.00
$0.00
$66,00
SDC - Sewer
$2331.00
$0.00
$2331,00
Water Connection
$135.00
$0.00
$135,00
Technology Fee for Minor Improvement
$5.00
$5.00
$0.00
Permit
Record Retention Fee for Minor
$5.00
$5.00
$0.00
Improvement Permit
Total Fee Amount: $5164.00
Total Paid/Credits: $110.00
Balance Due: $5054.00
Payment due within 30 days
Page 1
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A
NONEXCLUSIVE LICENSE AGREEMENT
Thank you for choosing Hodge Engineering Inc. for your engineering needs.
Upon receipt of payment this engineering is licensed by Hodge Engineering Inc. to you the
purchaser for your one time use only according to the terms set out below and by any
additional agreements between you and Hodge Engineering Inc. Please read the following
terms and conditions carefully and if you do not agree you should not use this engineering. By
using the engineering herein for your structure, you agree to be bound by the terms listed
below and in Hodge Engineering's service agreement.
License - Hodge Engineering hereby agrees to grant you, upon receipt of payment and your
acceptance of the terms of this agreement, a nonexclusive license to use the enclosed
engineering, subject to the terms and restrictions as set out in this license agreement.
Copyright - The material contained herein is copyrighted by Hodge Engineering Inc. You
may not copy or otherwise reproduce the content or any portion thereof except as expressly
provided by Hodge Engineering Inc. You may, however, make copies as required for your
subcontractor's use provided that you reproduce all copyright notices and other proprietary
legends on such copies.
Restrictions on Use and Transfer - This engineering may only be used by the license
purchaser in connection with a single site. You may not distribute copies of the engineering to
others. The license may not be assigned, sublicensed or otherwise transferred by you without
the prior written consent of Hodge Engineering Inc.
Limited Warranty - Hodge Engineering will use the degree of care and skill ordinarily
exercised for similar projects by members of the engineering profession in this area. No other
warranty either expressed or implied is made in connection with the engineering or
engineering services. For any dispute, claim, or action arising out of the engineering, Hodge
Engineering shall have liability limited to the amount of the engineering fee.
Defect — If any conflict or defect in this engineering is discovered the user must immediately
notify Hodge Engineering Inc. so that it can be addressed.
Except as expressly provided above Hodge Engineering makes no warranties either expressed
or implied with respect to the engineering, or its fitness for a particular purpose.
our use of this engineering acknowledges that you have read this nonexclusive license
cement and agree to its terms.
4.24.2006
Hodge Engineering, Inc.
.John E. Hodge P. E.
26oi Jahn Ave NW Ste. At Gig Harbor, WA 98 335
Oak'- (253) 857-7055 Fax (2 53) 857-7599
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Conterminous 48 States
2006 International Building Code
Latitude = 48.114559
Longitude = -122.784549
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 1.298 (Ss, Site Class B)
1.0 0.473 (S1, Site Class B)
Conterminous 48 States
2006 International Building Code
Latitude = 48.114559
Longitude = -122.784549
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
rm
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 1.298 (Ss, Site Class B)
XXX 20th St.
Port Townsend, WA
4of12
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14160"
-
a
�......o.... - --
320 1
��,� � ,� ��
, q � P v c U-1
�. �...,
'
,52.5'
--
50,
(
ry
_
i
45r
40
Cd
ro5r
v=
3.5
50,
-
275
F
_
t 3950
w
'-1
Cj
102
22:5"
}
s
tl
04
Cu
17.5'
165
.
0"
"
�
- :
e
730 All -
�..
C & 117.4
y
.
_
�20, 80.5 �_80�8 � 53.5 53:5 53.5 20.0
7;5'
0"
12'.5"
Fal
' fore (Gb�)
ed" hol i for: (lbs)
Qnfac ored�apped shear bad (ply
Unfac,or S deadCoad (plf,lbs)
11 I i p, �
G o
cession fora exl Its"�
f (p s)` ..
Uplift �rirrd �+�f ' 'If„Ib'
�.
_0"
rk
I 4Ede ' d"1,
Applied poi t load or force (lbs
�' �F
L•oadk” 1�1 .7,�
1 1 5 1 1 5 20 2 .5s 25127.5 3b' 3 3'5' 37.5'4* ¢ "
42,.5" 4;5"
47.5' S0' 5 .5'
3NX 20tH St.
Port Townsend, WA
5of12
WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN
Lateral Analysis.wsr
WoodWorks® Shearwalis 7.01
Project Information
Jan. 9, 2008 13:22:55
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering, Inc. 88013 GOUGHNOUR
2601 Jahn Ave. Ste. NW 1-A Exposure B
Gig Harbor, WA 98335 Seismic Category D
253-857-7055 2006 IBC
DESIGN SETTINGS
Design Code Wind Standard Seismic Standard
IBC ASCE 7 All heights ASCE 7
_..-..._ ....... _..._ .........
Wind Capacity Increase Load Combinations Building Code Capacity Reduction
Shear C&C Panels 0.70 Seismic Wind Seismic
1.40 1.60 1.00 Wind 1.00 1.00
............. - .............. _. _....
Nail Withdrawal Modification Max Shearwall Offset [ft]
Duration Temperature Moisture Content Plan Elevation
Factor Range Fabrication Service (within story) (between stories)
1.60 T<=100F Dry Dry 4.00 -
�.. ._WWW......._ .-...._._
Maximum Height -to -width Ratio
Plywood Fiberboard Lumber Gypsum
Wind Seismic Wind Seismic Blocked Unblocked
3.5 3.5
Shearwall Relative Rigidity: Designed capacity using flexible distribution
Hold-down Forces: Based on applied shearline force
Seismic Materials: Ignore gypsum for exterior walls
Case 2 rigid diaphragm load distribution: 75% loads, torsional moment
SITE INFORMATION
...-......... m. .....
__
IBC Occupancy ASCE 7 Equivalent
Category II - All others Category II - All others
_._.. _ ._...... ......
Wind Seismic
ASCE 7 General analytic method for all bldgs ASCE 7 Equivalent lateral force procedure
Design Wind Speed 85mph Use Group I
Exposure Exposure B Design Category D
Enclosure Enclosed Site Profile Class D
.........
Topographic Information [ft] Spectral Response Acceleration
Shape Height Length S1:0.473g Ss:1.298g
- _ Fundamental Period E -W N -S
Site Location: - T Used 0.0883 0.0883
Approximate Ta 0.088s 0.088s
Maximum T 0.105s 0.105s
Response Factor R 6.50 6.50
XXX 20th St.
Port Townsend, WA
6 of 12
WoodWorks®
Shearwalls
Lateral Analysismsr
Jan. 9, 2008 13:22:55
Structural Data
STORY INFORMATION
Story
Floor/Ceiling
Wall
Elev[ft]
Depth in
Hei httt
Ceiling
10.83
0.0
v
Level
2.83
10.0
8.00
Foundation
2.00
BLOCK and ROOF INFORMATION
Block
Rood Panels
Dimensions IM
Face
T e
Sloe
Overhang
Block 1
t Story
N -S Ridge
Location X,Y =
0.00
12,00
North
Gable
90.0
1.00
Extent X,Y =
43.00
46.50
South
Gable
90.0
1.00
Ridge X Location, Offset
21.50
0.00
East
Side
30.0
1.00
Rid a Elevation, Height
23.25
12.41
West
Side
30, 0
1.00
Block 2
1 Story
N -S Ridge
Location X,Y =
21.00
0.00
North
Joined
90.0
1.00
Extent X,Y =
22.00
12.00
South
Gable
90, 0
1.00
Ridge X Location, Offset
32.00
0.00
East
Side
30.0
1.00
Ridge Elevation Height
17.18
6.35
West
Side
30, 0
1.00
XXX 20th St.
Port Townsend, WA
7of12
WoodWorks@ Shearwalls Lateral Analysis.wsr Jan. 9, 2008 13:22:55
MATERIALS
WALL GROUP
Wall
Sheathing [in]
Fasteners
Spcg [in]
Framing Members [in]
Apply
Grp Surf
Material Thick
Orient ,
Size T
Ed g Fid I
Blkq Scies G S
Notes
1 Ext
Struct Shthg 7/16
Vert
8d Nail
6 12
yes Hem -Fir 0.43 16
1,3
2 Ext
Struct Shthg 7/16
Vert
8d Nail
4 12
yes Hem -Fir 0,43 16
1,2,3
Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wait, Spcg - Edge or field nail spacing; BIkg - Blocked; G - Specific gravity,
Spc - Wall stud spacing
XXX 20th St.
Port Townsend, WA
8 of 12
WoodWorks@ Shearwalls Lateral Analysis.wsr Jan. 9, 2008 13:22:55
SHEARLINE, WALL and OPENING DIMENSIONS
North-South
Type
Wall
Location
Extent [ft]
Length
FHS
Height
Shearlines
Group(s)
X EM
Start
End
ft
ft
ft]
Line 1
Level I
Line 1, Level 1
Seg
1
0.00
12.00
58.50
46.50
36.50
8.00
Wall 1-1
Seg
1
0.00
12.00
58.50
46.50
36.50
Opening 1
21.00
26.00
5.00
8.00
Opening 2
44.00
49.00
5.00
8.00
Line 2
Level
Line 2, Level 1
Seg
1
21.11
0.00
58,50
58.50
22.00
8.00
Wall 2-1
Seg
1
21,00
0,00
12,00
12.00
12.00
Wall 2-2
Seg
1
21.25
12.25
22.25
10.00
10.00
Line 3
Level
Line 3, Level 1
Seg
1
43.00
0,00
58,50
58.50
48.50
8.00
Wall 3-1
Seg
1
43.00
0,.00
58.50
58,50
48.50
Opening 1
25.00
30.00
5.00
8.00
Opening 2
35.50
40,50
5.00
8.00
East-West
Type
Wall
Location
Extent [ft]
Length
FHS
Height
Shearlines
Group(s)
YUft
Start
End
ft
Line A
Level
Line A. Level 1
Seg
I
0,00
21.00
43.00
22.00
6.00
8.00
Wall A-1
Seg
1
0.00
21.00
43.00
22.00
6.00
Opening 1
24.00
40.00
16.00
8.00
Line B
Level
Line B, Level 1
Seg
2
12.00
0.00
43.00
43.00
7,00
8.00
Wall B-1
Seg
2
12.00
0.00
21.00
21.00
7.00
Opening 1
3.00
13.50
10.50
8.00
Opening 2
17.50
21.00
3.50
8.00
Line C
Levell
Line C, Level 1
Seg
1
22.25
0.00
43.00
43.00
15.25
8.00
Wall C-1
Seg
1
22.25
27.75
43.00
15.25
15.25
Line D
Level
Line D, Level I
Seg
1
58.50
0.00
43.00
43.00
24.00
8.00
Wall D-1
Seg
1
58.50
0.00
43.00
43,00
24.00
Opening 1
2.00
7.00
5.00
8.00
Opening 2
12,50
16.50
4.00
8.00
Opening 3
25.50
33.50
8.00
8.00
type - eg = segmentea, ,parr = periorarea, rvsw = non-sne twaff, Location - atmension perp. to wali, I -HS - length of full -height sheathing; Well
Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group
XXX 20th St.
Port Townsend, WA
9 of 12
Woo
dWorks®Shearwalis Lateral Analysis.wsr Jan. 9, 2008 13:22:55
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South
W
For
Shear Force [plf]
Allowable Shear [plf]
Crit
Shearlines
Gp
Dir
Ld. Case
V Ibs
VIL VIFHS
Int
Ext
Co
C
Total
V lbs
___Resp.
Line 1
Level 1
Lnl, Levl
1
Both
1
851
18.3
23.3
339
1.00
S
339
12356
0.07
Line 2
Ln2, Levl
1
Both
1
2814
48.1
127.9
339
1.00
S
339
7447
0.38
Wall 2-1
1
Both
1
1535
-
127.9
339
1.00
339
4062
0.38
Wall 2-2
1
Both
1
1279
127.9
339
1.00
339
3385
0.38
Line 3
Ln3, Levl
1
Both
1
1072
18.3
22.1''
339
1.00
S
339
16418
0.07
East-West
W
For
Shear Force [plf]
Allowable Shear [pif]
Crit
Shearlines
Gp
Dir
Ld. Case
V Ibs
WL V/FHS
Int
Ext
Co
C
Total
V[lbs]
Resp.
Line A
Level 1
LnA, Levl
1
Both
1
730
33.2
121.7
339
1.00
S
339
2031
0.36
Line B
LnB, Levl
2
Both
1
1651
38.4
235.8
495
1.00
S
495
3463
0.48
Line C
LnC, Levl
1
Both
1
3950
91.9
259.0
339
1.00
S
339
5162
0.77
Line D
LnD, Levl
1
Both
1
3209
74.6
133.7
339
1.00
S
339
8124
0.40
W Grp - Wall group as listed in Materials table; For Dir - force direction, always "boln ' ; H/W tactor - t -actor clue to snearwalt neignmo-wiotn ratio tear
interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall, V/L - Diaphragm shear force =
factored sheariine force divided by length of shearline;
Following values marked with ` means that value for sheartine is the one for wall with critical design response on line; V/FHS" - Design shear force
= factored shear force per unit full height sheathing, Int" - Unit shear capacity of interior sheathing; Ext' - Unit shear capacity of exterior sheathing
Co' - Perforation factor, C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total` -
Combined unit shear capacity inc. perforation factor and H/W factor, V - Combined shear capacity of wall or total capacity of sheartine ; Crit Resp" -
Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity
XXX 20th St.
Port Townsend, WA
10 of 12
Woodworks® Shealrwalls Lateral Analysis.wsr Jan. 9, 2008 13:22:55
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Building Area
Mass lbs s .ft
Story Shear [Ibs]
E -W N -S
Shear Ratio Rmax
E -W NS
Reliability Factor p
E -W NS
Level 81132 2264
10801 10801
0.281 0.217
0.50 0.06
Structure 81132 -
10801 10801
- -
1.00 1.00
Vertical Earthquake load Ear = 0.2 S'ds D; Sds = 0.87 Ev = O� 17 D
SHEAR RESULTS
North-South
W
For
H/W Fact.
Shear Force [plf]
Allowable Shear [plf]
Crit
Shearlines
Gp
Dir
Int
Ext
V [!bs
VIL VIFHS
Int
Ext
Co
C
Total
V[lbs]
Resp.
Line 1
Level
Lnl, Levl
1
Both
1.0
1.0
1704
36.7
46.7
242
1.00
S
242
8826
0.19
Line 2
Ln2, Levl
1
Both
1.0
1.0
3606
61.6
163.9
242
1.00
S
242
5320
0.68
Wall 2-1
1
Both
1.0
1.0
1967
-
163.9
242
1.00
242
2902
0.68
Wall 2-2
1
Both
1.0
1.0
1639
_
163.9
242
1.00
242
2418
0.68
Line 3
Ln3, Levl
1
Both
1.0
1.0
2251
38.5
46.4
242
1.00
S
242
11727
0.19
East-West
W
For
HtW Fact.
Shear Force [plf]
Allowable Shear [plf]
Crit
Shearlines
Gp
Dir
Int
Ext
V Ibs
VIL VIFHS
Int
Ext
Co
C
Total
V[lbs]
Resp.
Line A
Level 1
LnA, Levl
1
Both
1.0
.75
551
• 25.1
91.9
181
1.00
S
181
1088
0.51
Line B
LnB, Levl
2
Both
1.0
.75
1487
34.6
212.5
265
1.00
S
265
2209
0.80
Line C
LnC, Levl
1
Both
1.0
1.0
2858
66.5
187.4
242
1.00
S
242
3687
0.78
Line D
LnD, Levl
1
Both
1.0
1.0
2664
62.0
111.0
242
1.00
S
242
5803
0.46
W Grp - Wall group as listed in Materials table; For Dir- Direction of wind force along shearline; Ld. case -Critical load case: ASCE 7 All heights
Case 1 or 2, ASCE 7low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line
and amount taken by each wall; VIL - Diaphragm shear force = factored shearline force divided by length of shearline;
Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force
= factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing, Ext* - Unit shear capacity of exterior sheathing
Co* - Perforation factor, C - Sheathing combination rule, A = Adel capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* -
Combined unit shear capacity inc. perforation factor, V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical
response = Vapp/FHS/Vcap = design shear force/unit shear capacity
XXX 20th St.
Port Townsend, WA
11 of 12
•A'M' use only
engine d inc.
Please complete the information below, sign this request form, and fax to:
Hodge Engineering at 253-857-7599
Client Request for Engineering Support
*Company:
*Contact:
*Hodge Engineering Proj #:
Architect / Plan #
*Site Address:
Items with *y are reouired.
Description of Problem:
REALITY HOMES *Phone:
Fax:
R8013 Mobile:
Email Address:
Mailing Address:
F orm of Payment Credit Card - Letter by Fax and/or Hard Copy By Mail
Pick U - C.O.D.
Billing Address:
I authorize the above requested work and associated charges.
Client Signature (ok to start Work):
Client Name (please print):
2601 Jahn Ave NW Suite Al Gig Harbor, WA 98335
Tel: 253-857-7055 Fax: 253-857-7599
www.hodgeen_qin-eeriLig.com
43-0-0
10-0-0 1 '7-10-0 N. 22-0-0
POWER TO PCRF`CFRIN.'
Re: GC080041
GOUGONHOURJOB
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Lumbermen's Bldg Center -Auburn, WA.
Pages or sheets covered by this seal: R27549717 thru R27549721
My license renewal date for the state of Washington is August 1, 2008.
0- January 7,2008
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Chapter 2.
Truss Type - . ......... .....� .....m ... qri.. r P y 1 tl i6G JOB .... R2754971 "''
f i 4`4"gYdCrt0N�°
t ^08004.1-...,...... m.1.GE ..W,,,,., _,.....,,,,E-
... b Rufa ___CaP�r 4D
Truss -Span Lumbermens, AUburn,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:11:58 2008 Page 1
1-4-0
11-0-0
3x6 M1120 =
11-0-0
1-4-0
Scale = 1:43.0
4x0 NIIILu - J4 JJ JL 01 JU Le Lo L/ LO LJ L4 LJ LL Ll Lu 4KO MIILU -
3x6 M1120 =
..-..-w-.._m...,A._..m-..._--------- ..._,.........
��'�Q'�........ .... .�..... ... .........m.. .....,�
22-0-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud PLATES GRIP
TCLL 25.0
Plates Increase 1.15
TC 0.13
Vert(LL)
-0.01
19
n/r
120 M1120 185/148
TCDL 10.0
Lumber Increase 1.15
BC 0.03
Vert(TL)
-0.01
19
n/r
90
BCLL 0.0
Rep Stress Incr NO
WB 0.05
Horz(TL)
0.00
18
n/a
n/a
BCDL 10.0
Code IRC2006rrP12002
(Matrix)
Weight: 107 Ib
LUMBER
TOP CHORD 2 X 4 HF 1650F 1.5E
BOT CHORD 2 X 4 HF 1650F 1.5E
OTHERS 2 X 4 HF 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=220/22-0-0, 27=114/22-0-0, 29=121/22-0-0, 30=120/22-0-0, 31=120/22-0-0, 32=122/22-0-0, 33=106/22-0-0,
34=158/22-0-0, 26=114/22-0-0, 25=121/22-0-0, 24=120/22-0-0, 23=120/22-0-0, 22=122/22-0-0, 21=108/22-0-0,
20=158/22-0-0,18=220122-0-0
Max Horz 2=61 (LC 6)
Max Uplift2=-25(LC 5), 29=19(LC 5), 30=-14(LC 5), 31=-14(LC 5), 32=-12(LC 5), 33 -22(LC 5), 25=-20(LC 6), 24=14(LC 6),
23=-14(LC 6), 22=-12(LC 6), 21=-22(LC 6), 18=36(1_C 6)
Max Grav 2=220(LC 1), 27=114(LC 1), 29=123(LC 9), 30=120(LC 1), 31=120(LC 1), 32=122(LC 9), 33=108(LC 9), 34=158(LC
9), 26=114(LC 1), 25=123(LC 10), 24=120(LC 1), 23=120(LC 1), 22=122(LC 10), 21=108(LC 10), 20=158(LC 10),
18=220(LC 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-69/25, 3-4=41/29, 4-5=32/43,5-6=33157, 6-7=33/71, 7-8=-33/86,8-9=-331102, 9-10=31/89, 10-11=31/88
,11-12=33/96,12-13=21Y73, 13-14=33/53, 14-15=33/33,15-16=32118,16-17=-3719,17-18=-54/25, 18-19=0/40
BOT CHORD 2-34=0/78, 33-34=0(78, 32-33=0/78, 31-32=0/78, 30-31=0/78, 29-30=0/78, 28-29=0(78, 27-28=0178, 26-27=0(78, 25-26=0(78
,24-25=0/78,23-24=Or78,22-23=0/78,21-22=0/78,20-21=0(78,18-20=Of78
WEBS 9-27=-87/0, 8-29=-96/35, 7-30=-93/30, 6-31=-93/30, 5-32=-95/30, 4-33=-83/30, 3-34=127/33, 11-26=-87/0, 12-25=96/36,
13-24=-93/30,14-23=-93/30,15-22=-95/30,16-21=-83/30, 17-20=127/33
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opst; BCDI=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load noncnncurrent with any other live loads.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
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) 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
1 I9
EXPIRES: 08-01-08
January 7,2008
® WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 O6FOH5 USE. "
Design valid for use only with Mi connectors. This design is based only upon parameters shown, ond'a for an individual building component. --�
ApplcabirRy of design paramenlers and proper incorporation of component Is responsibility of building designer- not truss designer., Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �awae+e .rsraRM
tacrtcolion, quality control, storage, delivery, erection and bracing, consult ANSI//rrPll Quality Criteria, DSB-B9 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safely In oamali. available korn truss Plate Institute, 583 O'Onof io Drive, Madhon, W153719. Citrus Greenback
CA- Lane,
S
1 ii -TR
Truss -Span Lumbermens, Auburn,WA 98001
In °pe
COMMON
Py qGr 9NHOURJOB
1 II
R27549718
7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:11:59 2008 Page 1
�,Smm?t...... . ..I".�.�...... .. tt. Qp ... . wt ........... 1ti212 I,............... ...". g.9........._ ........ LJ2� I.p� ...q
1-4-0 5-94 5-2-12 5-2-12 5.94 1-4-0
Scale = 1:43.0
46 M1120 =
4
rxo mucu —
I
n
o
vxo rvwcu —
3x4 M1120=
3x6 M1120 =
3x4 M1120=
_........... _....
.. ._.,_,,..'�°. _7_--_
....—...,--_.....
7.'3:_M1T:.:9 _ ------ ______ I
7-6-3
6-11-11
7.6-3
.
., ..
,.....
.,
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TC LL 25.0
Plates Increase 1.15
TC 0.32
Vert(LL)
-0.07
2-10
>999
240
M1120 185/148
TCDL 10.0
Lumber Increase 1.15
BC 0.39
Vert(TL)
-0.22
2-10
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.28
Horz(TL)
0.05
6
n/a
n1a
BCDL 10.0
Code IRC20061TPI2002
(Matrix)
Weight: 80 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-11 oc purlins.
BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 HF Stud/Std
REACTIONS (Ib/size) 2=108010-3-8, 6=1080/0-3-8
Max Horz 2=61 (LC 6)
Max Uplift2=-50(LC 5), 6=-50(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40,2-3=1686/31, 3-4=1476/49, 4-5=1476/49,5-6=-11686/31, 6-7=0/40
BOT CHORD 2-10=-9/1424, 9-10=0/967, 8-9=0/967, 6-8=0/1424
WEBS 3-10=-358/108, 4-10=4/542, 4-8=-4/542, 5-8=-358/108
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' 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.
5) 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
M
Io
EXPIRES: 08-01-08�
January 7,2008
® WARNING • Verft design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. e
Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component..
Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown ■��
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the I1PII ;Bir K
erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding r o`w�- r`----•
dabrlcollon, gvraTl'ty control, storage. . delivery, erecWn and txrOcP g, consull ANSI/ry11 Quality Criteria, USB -89 and 10511 Building Component 7777 Greenback Lane, Suite 109
Safety Infoimallon available Ifom Prus�s. Plate Institute, $83 VOnofrla Drive, Madison, WI 53719. k Lane, S
-__ ....
Truss -Span Lumbennens, Auburn,WA 98001
1-4-0
21-6-0
1.ype
wv.
3x6 M1120 =
6.00 F12 18
Ply Gnl-IGONHOUR JOB
1
R27549719
7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:12:01 2008 Page 1
21-6-0
1-4-0
Scale = 1:80„8
67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 4443 42 41 40 39 38 37 36
412 M1120 = 3x8 M1120 = 3x8 M1120 = 412 M1120 =
43-0-0
LOADING (psf)SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 25.0
Plates Increase 1.15
TC 0.13
Vert(LL)
-0.01
35
n/r
120
M1120 185/148
TCDL 10.0
Lumber Increase 1.15
BC 0.04
Vert(TL)
-0.01
35
n/r
90
BCLL 0.0 "'
Rep Stress Incr NO
WB 0.12
Horz(TL)
0.01
34
n/a
n/a
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Weight 304 lb
LUMBER
TOP CHORD 2 X 4 HF 165OF 1.5E
BOT CHORD 2 X 4 HF 165OF 1.5E
OTHERS 2 X 4 HF 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.
WEBS 1 Row at midpt 17-52, 16-53, 15-54, 14-55, 19-51, 20-50„
21-49, 22-48
REACTIONS (Ib/size) 2=217/43-0-0, 52=115/43-0-0, 53=120/43-0-0, 54=120/43-0-0, 55=120/43-0-0, 56=119/43-0-0, 57=128/43-0-0,
58=120/43-0-0.60=111/43-0-0, 61=121143-0-0,62=120/43-0-0,63=120/43-0-0, 64=120/43-0-0, 65=121/43-0-0,
66=115/43-0-0, 67=142/43-0-0, 51=115/43-0-0, 50=120/43-0-0, 49=120/43-0-0, 48=120143-0-0,47=119/43-0-0.
46=128/43-0-0,45=120/43-0-0, 43=111/43-0-0,42=121/43-0-0,41=120/43-0-0, 40=120/43-0-0,39=120143-0-0.
38=121/43-0-0,34=217/43-0-0,37=115143-0-0,36=142143-0-0
Max Horz 2=105(1-C 6)
Max Uplift2=-13(LC 3), 53=-16(LC 5), 54=17(LC 5), 55=-14(LC 5), 56=14(1-C 5), 57=16(1-C 5), 58=-15(LC 5), 60=-10(LC 5),
61=-14(LC 5), 62=-14(LC 5), 63=-14(LC 5), 64=-14(LC 5), 65=-12(LC 5), 66=22(1-C 5), 50=16(LC 6), 49=18(1-C 6),
48=-14(LC 6), 47=-14(LC 6), 46=-16(LC 6), 45=-15(LC 6), 43=-10(LC 6), 42=-14(LC 6), 41=-14(LC 6), 40=14(1-C 6),
39=-14(LC 6), 38=-12(LC 6), 34=-8(LC 6), 37=-22(LC 6)
Max Grav2=217(LC 1), 52=115(LC 1), 53=123(LC 9), 54=121(LC 9), 55=120(LC 1), 56=119(LC 9), 57=128(LC 1), 58=120(LC
9), 60=111(LC 1), 61=121(LC 9), 62=120(LC 1), 63=120(LC 1), 64=120(LC 1), 65=121(LC 1), 66=115(LC 9),
67=142(LC 9), 51=115(LC 1), 50=123(LC 10), 49=121(LC 10), 48=120(LC 1), 47=119(LC 10), 46=128(LC 1),
45=120(LC 10), 43=111(LC 1), 42=121(LC 10), 41=120(LC 1), 40=120(LC 1), 39=120(LC 1), 38=121(LC 1),
34=217(LC 1), 37=115(LC 10), 36=142(LC 10)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=150/34,3-4=-124/36, 4-5=103/44, 5-6=-82/50, 6-7=62/57, 7-8=47(72, 8-9=35/86, 9-10=-35/100,
10-11=31/112, 11-12=34/128, 12-13=-32/142, 13-14=-32/157, 14-15=32/171, 15-16=-32/186, 16-17=32/201,
17-18=-29/169, 18-19=29/167, 19-20=32/195, 20-21=-32/174, 21-22=-32/152, 22-23=-32/132, 23-24=32/111,
24-25=-34/90, 25-26=-31/69, 26-27=-35/56, 27-28=-35/42, 28-29=35/28, 29-30=-35/18, 30-31=39/12, 31-32=59/11,
32-33=-80/8, 33-34=-106/19, 34-35=0/40
BOT CHORD 2-67=0/133, 66-67=0/133, 65-66=0/133, 64-05=0/133, 63-64=0/133, 62-63=0/133, 61-02=0/133, 60-61=0/133, 59-60=0/133,
58-59=0/133, 57-58=0/133, 56-57=0/133, 55-56=0/133, 54-55=0/133, 53-54=0/133, 52-53=0/133, 51-52=0/133, 50-51=0/133
, 49-50=0/133, 48-49=0/133, 47-48=0/133, 46-47=n/133, 45-46=0/133, 4445=0/132, 43-44=0/132, 42-43=0/132,
4142=0/132, 4041=0/132, 39-40=01132,38-39=0/132,37-38=0/132,36-37=0/132,34-36=0/132
WEBS 17-52=-88/0, 16-53=96/32, 15-54=94/33, 14-55=93/30, 13-56=-92/30, 12-57=102/32, 11-58=93/31, 10-60=84/26,
9-61=-94/30, 8-02=93/30, 7-63=93/30, 6-64=-93/30, 5-65=-95/30, 466=-87/31, 3-07=116/31, 19-51=-88/0, 20-50=-96/32,
21-49=94/34, 22-48=-93/30, 23-47=-92/30, 24-46=-102/32, 25-45=-93/31, 2643=-84/26, 27-42=-94/30, 28-41=-93/30,
29-40=93/30, 30-39=93/30, 31-38=95/30, 32-37=-87/31, 33-36=116/31
Continued on page 2
-......
_...
EXPIRES: 0$-01-08
January 7,2008
® WARNING - Ver(jy design parameter and READ NOTES ON THIS AND INCLUDED AfrTER REFERENCE PAGE MU -7473 BEFORE USE. a
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component„
Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding """rc""w"in+�.eepnR"a•
lobr nfgon quaSlty control, stofoge, delivery. erection and brocw ng, consult ANSIaPII Qualify Criteria, DSB-B9 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safety Infarasaflan available from Truss Plate Insfituie, 583 D"Onufio Drive, Madison, W153719.
rG
,..._ Truss T. ,
rur le Ory Ptly GO NHOUR JOB
827549719
80041 2 -GE GABLE 1 1
.... ob Referee e.(oP.Slpnal)
Truss -Span Lumbermens, Auburn,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:12:01 2008 Page 2
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 65mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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'
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
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.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANS11TPI 1.
LOAD CASE(S) Standard
® WARNING- Perljy design parameters and READ NOTES ON Tffi8 AND INCLUDED MITER iRmF"1$9',arNr�„MC PACE ffif-7473 BEFORE USE.
Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
111k
Applicabilily of design paramenlers and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
-
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
q`'nwsoRM•
takarticalian. rlu10 V control, storage, delivery, erection and trrac;Ing, consult ARd51/rPll Quality Criteria, DS1-89 and BC511 Building Component
Solely Intorrr allan available from Inoss Plate Insfifule, $83 D Onafno Drlve, Madhon, WI 53719.
7777 Greenback tl„a rae�Suile 109
J T7 Greenback x n S
Job Truss' rnssType Q...... ....,. _.�. a... _.. _—.._dy — ........... .. R2754972..,.
ws� Type PrQUGONHOUR JOB
0
OCO1 1 I Bai041^ 2 -TRS LE1„rlothflefnrprre(Moo nt)
Truss -Span Lumbermens, Aubum,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08 :12:04 2008 Page 1
__ -I .. . �k1o. ....,, ..d _ 4t.4 -,R
1-4-0 7-9-0 6-10-6 6-10-6 6-10-6 6-'i0-8 7-9-0 1-4-0
4x4 M1120 % Scale = 1:100.2
8x8 M1120 II
NO TOP CHORD NOTCHING IS ALLOWED
WITHIN 24” OF THE HEEL JOINTS. 010 M1120 \\
��-� 4x4 MII20 - 4x10 MII20
4"1112 4x4 M1120 7 4x4 MI120 _- 4x4 MI120 --
3x4 MI120.w 4x4 M1120 i 3x4 M1120
3x6 M1120! _ 4x4 M1120 C
1120
5x8 M1120 ry,.M'✓ .„., ,ry 3x8 M5x8 M1120
4x4 M1120""
3x12 M1120H O 5 3x12 M1120H
3x6 M1120 4 , '.,,• 10
3x6 MII20 i 3x6 M1120
3x6 MII20 i 3,.,, 11 3x6 MI120
3x6 M1120
211 12
t"T 7— �: I " , ,"If — — .-- -- - 13
19 1817 89 90 16 91 92 1514 5x6 M1120 =
5x6 M1120 = 8x8 M1120 5x8 M1120 = 44 M1120 = 6x8 M1120 =
6x8 M1120 = 4x4 M1120 = 8x8 M1120 =
I.. 9 t'7c1 _._ ......_......i.. 21 f/.... _.L..4 r2....._ , —,-f .. .... 3 9 0'...... I
11-2-4 10-3.12 10-3-12 11-2-4
Plate Offsets (X,Y): [2:0-5-4,0-1-0], [2:1-0-8,0-3-4], [4:04-0,0-3-0], [6:0-6-10,0-1-7], [8:0-6-10,0-1-7], [10:0-4-0,0-3-0], [12:1-0-8,0-3-4], [12:0-5-4,0-1-0], [33:0-0-13,0-0-3], [44:0-1-3
LOADING (psf)
SPACING
2-0-0
TCLL
25.0
Plates Increase
1.15
TCDL
10.0
Lumber Increase
1.15
BCLL
0.0 '"
Rep Stress Incr
NO
BCDL
10.0
Code IRC2006/TPI2002
LUMBER
TOP CHORD 2 X 4 HF 1650F 1.5E
BOT CHORD 2 X 6 HF 165OF 1.5E
WEBS 2 X 4 HF Stud/Std
OTHERS 2 X 4 HF Stud/Std
WEDGE
Left: 2 X 4 SYP No,3, Right: 2 X 4 SYP No.3
CSIDEFL
in floc)
I/deft
L/d
PLATES GRIP
TC 0.35
Vert(LL)
-0.2816-18
>999
240
M1120 185/148
BC 0.69
Vert(TL)
-0.5416-18
>885
180
M1120H 139/111
WB 0.87
Horz(TL)
0.16 12
n/a
n/a
(Matrix)
Weight: 417 Ib
REACTIONS (Ib/size) 2=1807/3-2-0,12=2183/0-5-8. 19=412/3-2-0
Max Horz 2=105(1-C 6)
Max Uplift2=106(LC 5), 12=-06(LC 6)
Max Grav 2=1807(LC 1), 12=2183(LC 1), 19=423(LC 2)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at micipt 6-16,8-16
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/44, 2-3=3998/105, 3-4=-3594/55, 4-5=-3487/70, 5-6=3431/89, 6-7=2580/105, 7-8=-2579/104, B-9=-3545/68,
9-10=-3593/48, 10-11=3707/47,11-12=4117178,12-13=0/45
BOT CHORD 2-19=107/3496, 18-19=107/3496, 17-18=0/2829,17-89=0/2829,89-90=0/2829, 16-90=0/2829,16-91=0/2870,
91-92=0/2870.15-92=0/2870, 14-15=0/2870,12-14=0/3611
WEBS 21-18=525/159,6-18=0/6711, 6-16=907/143,7-16=0/1705,8-16=-961/131, 8-14=0/787,111-14=5531143
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) All plates are 2x4 M1120 unless otherwise indicated.
7) Gable studs spaced at 1-4-0 oc.
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) 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
WARNING- Ver(M design parameters and READ NOTES om TH73 AHD INCLUDED MITER REFERENCE PAGE MR --7473 BEFORE USE.
Design valid for use on ywith
MiTek connectors. This design is based on Nu on parameters shown, and is for an individual building component.
Applic�abilily of design,potamenlen and pfoper iRcorpwafion of componenl h rff"nsfbWty of budding designer. noil truss designer, 5mcinFg shown
is lot lalorot support of IndivkJuolwebr membees only, AcddiWnal lurnparory buav; ng to Imwo slab iftyr dueifrg canslmclion Is ine fesporss'dkuM y of the
erecter, Additional permanent brac'i'ng at lice overall strvcluae is the rerspongbMily al' the budchng designer. For genp-raal gualdance moordl'ng
Serfe cal1a11, rgua6ly contiof, stkrage, delive q. erection and bvc0ng, consult A14SI/rPit Quality Criteria, DSB-B9 and BCSII Building Component
bafalygnlarmaffon oyaHable from Truss Pkale Institute, 55,63 D'Onofno Drive, Madho�n,. at 53719.
v'i�
t.""b
Wr� C,J
l
M1,J7 1,
"A�
EXP......_-.—
!RES: O , 0$ _--01-08
January 7,2008
am
I171]1 w
�owure rs`rvRM-
7777 Greenback Lane, Suite 109
Job Truss ....
T..--.... m ,, ... _..
- Type
.... _._.. „ ,,,.—
Rty
...... ...... .... .. . �., ...,—„......_.
Ply f 3ONHOUR JOB
R27549721
GC060041 2 -TSC
Sr _,AAL
23
1
....,.e,_ _......- �—
Reference (opbgngj)
s........ JRtr __...._
— —.....
Truss -Span Lumbermens, Auburn,WA 98001
7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:12:05 2008 Page 1
__..,.....m.
.........i "�8 �r0.�
1.,..... -
1-4-0 6-7-5
7-11-5 6-11-6
6.11-13
6-11-13 7-6-5 1-4-0
Scale = 1:88.2
5xB M1120 =
6.00 12
O
5x12 M1120 % 2x4 M1120 I I Zxv m11Lu 11 5x12 M1120
16 20 15 14 13
3.00 12 8x12 M1120 = 5x8 M1120 = 2x4 M1120 11
44 M1120 =
........ ....t .._. ... :.,.m .. .......,q
5-8-5 5-0-7 3-9-14 6-5-0 7-5-13 6-11-13 7-6-5
_............... .... .,
-platfl:.oOt5-MyL d E t41e)5 g -1.L...
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.57 18 >894 240 M1120 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -1.22 17-18 >418 180
BCLL 0.0 '” Rep Stress Incr YES WB 0.89 Horz(TL) 0.57 11 n/a n/a
BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 217 Ib
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2 X 6 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 HF Stud/Std *Except* WEBS 1 Row at midpt 8-16
6-18 2 X 4 HF No.2 2 Rows at 1/3 pts 6-16
REACTIONS (Ib/size) 2=2075/0-5-8, 11=2109/0-5-8
Max Horz 2=106(1_C 6)
Max Uplift2=62(LC 5), 11=-62(LC 6)
FORCES (lb) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/43, 2-3=6970/81, 3-4=-6313/63, 4-5=-6254/96, 5-6=-6158/110, 6-7=2419/100, 7-8=-2343/106, 8-9=-2964/64,
9-10=-3161/31, 10-11=3865/38,11-12=0/45
BOT CHORD 2-19=-101/6283, 18-19=-99/6287, 17-18=0/3496,16-17=0/3520,16-20=0/2728, 15-20=0/2728,14-15=0/3343,13-14=0/3343
,11-13=0/3343
WEBS 3-19=0/202, 3-18=573/88, 6-18=-63/3425, 6-17=0/260, 6-16=1998/98, 7-16=0/1528, 8-16=1034/106, 8-15=0/586,
10-15=-700/83, 10-13=0/308, 4-18=-182/59
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` 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.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
6) 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
® WARNING - Verft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AU -7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameniers and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
lcubir oWn,. quoky control, storage, delivery, erection orad brocingg, consult ANSI/�P11 Quality Criteria, DSB-89 and BCSII Building Component
lately tnfatmallan available from Irust Plate Ins1'14uie, 583 D'Onohlo Drive, Madison,. WI 53719.
EXPIRES 08-010 _
January 7,2008
of
M iTe C
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POWER ro PERFORWI
Re: GC080041
GOUGONHOURJOB
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Lumbermen's Bldg Center -Auburn, WA.
Pages or sheets covered by this seal: 827549717 thru 827549721
My license renewal date for the state of Washington is August 1, 2008.
January 7,2008
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Chapter 2.
GeC081,. 1 -GE Ts.�Yp nlY Truss... .. w.,..
y e y GQQGONHOURJOB
R27549717
004
1
-. ........,,,-,._ ..__ ...�. �...... ..... ...-,.... ...m .,. �..,. �. ....... ,m_- ._.,,. ,..Jtab ItPferrnce,(opt�pnal.)-------- ----..... .. .... ... ..
Truss -Span Lumbermens, Auburn,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:11:58 2008 Page 1
I
1-4-0
11-0-0
3x6 M1120 =
10
11-0-0
1-4-0
Scale = 1:43.D
4x6 M1120 = 34 33 32 31 3u 29 26 Z( Zb Z5 24 23 ZZ L1 Zu 4Xb MIIZU -
LOADING (psf)
SPACING2-0-0
(loc)
CSI
TCLL
25.0
Plates Increase
1.15
TC 0.13
TCDL
10.0
Lumber Increase
1.15
BC 0.03
BCLL
0.0 "'
Rep Stress Incr
NO
WB 0.05
BCDL
10.0
Code IRC2006/TPI2002
(Matrix)
LUMBER
TOP CHORD 2 X 4 HF 165OF 1.5E
BOT CHORD 2 X 4 HF 165OF 1.5E
OTHERS 2 X 4 HF Stud/Std
3x6 M1120 -
22-0.0
DEFL
in
(loc)
Ildefl
Ud
PLATES GRIP
Vert(LL)
-0.01
19
n/r
120
M1120 185/148
Vert(TL)
-0.01
19
n/r
90
Horz(TL)
0.00
18
n/a
n/a
Weight: 107 Ib
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=220/22-0-0, 27=114/22-0-0, 29=121/22-0-0, 30=120/22-0-0, 31=120/22-0-0, 32=122/22-0-0, 33=108/22-0-0,
34=158/22-0-0, 26=114/22-0-0, 25=121122-0-0, 24=120/22-0-0, 23=120/22-0-0, 22=122/22-0-0, 21=108/22-0-0,
20=158/22-0-0, 18=220/22-0-0
Max Horz 2=61 (LC 6)
Max Uplift2=25(LC 5), 29=19(LC 5), 30=14(LC 5), 31=-14(LC 5), 32=-12(LC 5), 33=-22(LC 5), 25=-20(LC 6), 24=-14(LC 6),
23=-14(LC 6), 22=12(LC 6), 21=-22(LC 6), 18=36(LC 6)
Max Grav 2=220(LC 1), 27=114(LC 1), 29=123(LC 9), 30=120(LC 1), 31=120(LC 1), 32=122(LC 9), 33=108(LC 9), 34=158(LC
9), 26=114(LC 1), 25=123(LC 10), 24=120(LC 1), 23=120(LC 1), 22=122(LC 10), 21=108(LC 10), 20=158(LC 10),
18=220(LC 1)
FORCES (lb) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-69/25, 3-4=41/29, 4-5=32143, 5-6=33/57, 6-7=-33171, 7-8=-33/86, 8-9=33/102, 9-10=-31/89, 10-11=-31/88
, 11-12=-33/96, 1 2-1 3=3 3173, 13-14=33153, 14-15=33/33, 15-16=32/18, 16-17=-37/9, 17-18=54/25,18-19=0/40
BOT CHORD 2-34=0/78, 33-34=0(78, 32-33=0178, 31-32=0/78, 30-31=0/78, 29-30=0(78, 28-29=0178, 27-28=0/78, 26-27=0/78, 25-26=0178
, 24-25=0178, 23-24=0178, 22-23=0178, 21-22=0178, 20-21=0/78, 18-20=0(78
WEBS 9-27=-87/0, 8-29=96/35, 7-30=-93130, 6-31=-93/30, 5-32=-95/30, 4-33=-83/30, 3-34=127/33,11-26=-8710, 12-25=96/36,
13-24=-93/30,14-23=-93/30,15-22=95130, 16-21=-83/30,17-20=127/33
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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'
4) This truss has been designed fnr a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
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) 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
WARNING - Vertjy design parameters and READ NOTES ON THIS AND INCLUDED JUTER' R6PRRRNCE PAGE MU -7473 BEFORE USE.
Design valid for use only with M1ek connectors.. This design is based only upon parameters shown, and is for an individual building component.
Appllcabilify of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
tntxVicertlan, sao gyp control, slolooe, d *livery, erection *erect' Lmctcing, consrxll AN51/TPII QualHy criteria, DS® -B9 and ®CSII Building Component
Safety Infsrmatllan avallable from Truss Plate Institute, 543 O'Onofno Drove, Madison, 153719.
y //adp, t
fi d
EXPIRES: 04 01-08 .�
January 7,2008
%Mii'ek'
"rowsia +m'vriir"aw-mu
7777 Greenback Lane, Suite 109
Truss -Span Lumbermens, Auburn,WA 98001
1-4-0
5-9-4
5-2-12 5-2-12
48 M1120 =
4
G/ "1NHOUR JOB
R27549718
7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:11:59 2008 Page 1
5-94 1-4-0
Scale = 1:43.0
io
4xa MIIGU — lu
to
o Oxo MIILu —
3x4 M1120 =
3x6 M1120 =
3x4 M1120 =
f........
................ _.. — L
7-6-3
6-11-11
76-3
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
floc) I/defi L/d
PLATES GRIP
TCLL 25.0
Plates Increase 1.15
TC 0.32
Vert(LL) -0.07
2-10 >999 240
M1120 1851148
TCDL 10.0
Lumber Increase 1.15
BC 0.39
Vert(TL) -0.22
2-10 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.28
Horz(TL) 0.05
6 n/a n/a
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Weight: 80 lb
LUMBER
BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E
TOP CHORD
Structural wood sheathing directly applied or 5-1-11 oc purlins.
BOT CHORD 2 X 4 HF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2 X 4 HF Stud/Std
REACTIONS (lb/size) 2=1080/0-3-8,6=1080/0-3-8
Max Horz 2=-61(LC 6)
Max Uplift2=-50(LC 5), 6=-50(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=1686/31, 3-4=1476/49.4-5=-1476/49,5-6=-1686/31, 6-7=0/40
BOT CHORD 2-10=9/1424, 9-10=0/967, 8-9=01967, 6-8=0/1424
WEBS 3-10=-358/108, 4-10=-4/542, 4-8=4/542, 5-8=-358/108
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) . 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.
5) 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
WARKLMO - 9er(fq design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU -9473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Adcllional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
r0I! A L
EXPIRES: 0S-01�08
January 7,2008
fob lrallon ,quaBly control, sloor„,I;ge, delivery. erection sand bfao ng, co�n%4 ANSI PIl ®ua0ty Crtlefla, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safety InlaPmfmMGon available ttam. Truss Plate Instituie, 583 DrOnofno Drive.,, Mad4on, WI 53719. _.. . , Greenback ___ ._
GCOB0041 2 GE ,_ ........ 6 EYPe _,....... Idiy
Pp. - .._._.,y 1GONHOUR JOB -827549719_ ... w_ .-.-, ..,. .µ _ _ .... _______ Job Reference (oplione,(�
Truss -Span Lumbermens, AUburn,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:12:01 2008 Page 1
1-4-0
21-8-0
3x8 M1120 =
6.00 92
17 18 19
21-6-0
1.4-0
Scale = 1:80.8
67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 4443 42 41 40 39 36 37 36
4x12 M1120 = 3x8 M1120 = 3x6 M1120 = 402 M1120 =
4M-0
LOADING (psf)SPACING
2-0-0
CSI
DEFL
in
(loc)
Ilden
L/d
PLATES GRIP
TCLL 25.0
Plates Increase 1.15
TC 0.13
Vert(LL)
-0.01
35
n/r
120
M1120 185/148
TCDL 10.0
Lumber Increase 1.15
BC 0.04
Vert(TL)
-0.01
35
nlr
90
BCLL 0.0
Rep Stress Incr NO
WB 0.12
Horz(TL)
0.01
34
n/a
n/a
BCDL 10.0
-
Code IRC2006rrP12002
..._ .........
(Matrix)
Weight: 304 lb
LUMBER
TOP CHORD 2 X 4 HF 165OF 1.5E
BOT CHORD 2 X 4 HF 165OF 1.5E
OTHERS 2 X 4 HF Stud/Std
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 17-52, 16-53, 15-54, 14-55, 19-51, 20-50,
21-49,22-48
REACTIONS (Ib/size) 2=217/43-0-0, 52=115/43-0-0, 53=120/43-0-0, 54=120143-0-0,55=120143-0-0,56=119/43-0-0, 57=128/43-0-0,
58=120/43-0-0,60=111143-0-0, 61=121/43-0-0, 62=120/43-0-0, 63=120/43-0-0, 64=120143-0-0, 65=121/43-0-0,
66=115/43-0-0, 67=142/43-0-0, 51=115/43-0-0, 50=120143-0-0, 49=120/43-0-0, 48=120/43-0-0,47=119/43-0-0,
46=128/43-0-0, 45=120/43-0-0, 43=111/43-0-0, 42=121143-0-0, 41=120/43-0-0, 40=120/43-0-0,39=120/43-0-0,
38=121/43-0-0, 34=217/43-0-0, 37=115/43-0-0, 36=142143-0-0
Max Horz 2=-105(LC 6)
Max Uplift2=-13(LC 3), 53=-16(LC 5), 54=17(LC 5), 55=14(LC 5), 56=-14(LC 5), 57=-16(LC 5), 58=-15(LC 5), 60=-10(LC 5),
61=-14(LC 5), 62=-14(LC 5), 63=-14(LC 5), 64=-14(LC 5), 65=-12(LC 5), 66=22(LC 5), 50=16(LC 6), 49=-18(LC 6),
48=-14(LC 6), 47=-14(LC 6), 46=-16(LC 6), 45=-15(LC 6), 43=-10(LC 6), 42=14(LC 6), 41=14(LC 6), 40=14(1_13 6),
39=-14(LC 6), 38=-12(LC 6), 34=-8(LC 6), 37=22(LC 6)
Max Grav 2=217(LC 1), 52=115(LC 1), 53=123(LC 9), 54=121(LC 9), 55=120(LC 1), 56=119(LC 9), 57=128(LC 1), 58=120(LC
9), 60=111(LC 1), 61=121(LC 9), 62=120(LC 1), 63=120(LC 1), 64=120(LC 1), 65=121(LC 1), 66=115(LC 9),
67=142(LC 9), 51=115(LC 1), 50=123(LC 10), 49=121(LC 10), 48=120(LC 1), 47=119(LC 10), 46=128(LC 1),
45=120(LC 10), 43=111(LC 1), 42=121(LC 10), 41=120(LC 1), 40=120(LC 1), 39=120(LC 1), 38=121(LC 1),
34=217(LC 1), 37=115(LC 10), 36=142(LC 10)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-150/34,3-4=-124/36, 4-5=-103/44.5-6=82/50,6-7=62/57, 7-8=47/72, 8-9=-35/86,9-10=-351100,
10-11=-31/112, 11-12=34/128, 12-13=-32/142, 13-14=-32/157, 14-15=32/171, 15-16=-32/186, 16-17=32/201,
17-18=-29/169, 18-19=291167, 19-20=-32/195, 20-21=-32/174, 21-22=32/152, 22-23=-32/132,23-24=32/111'
24-25=-34/90, 25-26=-31/69, 26-27=-35/56, 27-28=-35/42, 28-29=35/28, 29-30=35/18, 30-31=39/12, 31-32=59111,
32-33=-80/8, 33-34=106/19, 34-35=0/40
BOT CHORD 2-07=0/133, 66-67=0t133, 65-66=0/133, 64-05=0/133, 63-64=0/133, 62-63=0/133, 61-02=0/133, 60-61=01133, 59-60=0/133,
58-59=0/133,57-58=0/133,56-57=0/133,55-56=01133,54-55=01133, 53-54=0/133, 52-53=0/133,51-52=0/133, 50-51=0/133
, 49-50=0!133, 48-49=0/133, 47-48=0/133, 4647=0/133, 45-46=0/133, 44-45=0/132, 43-44=0/132, 42-43=0/1 3 2,
41-42=0/132, 40-41=0/132, 3940=0/132, 38-39=0/1 3 2, 37-38=0/132, 36-37=0/132, 34-36=0/132
WEBS 17-52=-88/0, 16 -53=96/32,15-54=94/33,14-55=93130,13-56=-92130,12-57=-102/32. 11-58=93/31, 10-60=84/26,
9-01=-94/30, 8-62=-93130, 7-63=93/30, 6-64=93/30, 5-65=-95130, 4-66=-87/31, 3-67=-116131, 19-51=-88/0, 20-50=-96/32,
21-49=94/34, 22-48=-93/30, 23-47=92/30, 24-46=-102/32, 25-45=-93/31, 26-43=-84/26, 27-42=-94/30, 28-41=-93/30,
29-40=-93/30, 30-39=-93/30, 31-38=95/30, 32-37=-87/31, 33-36=116/31
Continued on page 2
WARNING - Veryy design parameters and READ NOTES ON THIS AND INCLUDED MITEI( NE&ENCE PAG& MU -7473 BEFORE USE.
Design vafld for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stabinty during construction Is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
lo-T,x1cofiom, quatly control, stotoge, delivery, erection and bracing consult ANSIal f Quality Criteria, D3B-87 and BCSIl Building Component
Safety Infaamthon available from Truss Plate Insfituvie, 583 D Onofrfo Drive, Madison, WI 5311
SI,)f,
�)"O ALV,C"il
---EXPIRES'mm0
January 7,2008
7777 Greenback lane, Suite 109
Truss -Span Lumbermens, Auburn,WA 98001
Gr NHOURJOB
R27549719
7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:12:01 2008 Page 2
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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'
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
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) 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
WARNDYG - PerVy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. A
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.
Appricabifily of design parameniers and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown t
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the *'je
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding P'vivcw+e rinivRia-
fairrtlfratl+an yuaSty control storage. delivery, erwralion and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane, Suite 109
Safetylntwmalion available rrarwm lruu Plate Ins IIS,d"Ono fro Drive, Madison, WI 53719. „_,_A,,, „. .—
... _,.... _ _..� .__...—_,�w...
ob Truss �T' +rs Typa Oty Ply � t�±9ttlGtDNf°ld�tJR JOB
1 1
I'GCbll 41— 2 -TRS
_ ... �. ...,.E 827549720
.. _. _. .�pflb,ltafarorce (slplwe1r11aN), _
Truss -Span Lumbermens, Aubum,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc. Mon Jan 07 08:12:04 2008 Page 1
�... .....i .........s __roa._._._._..m est........ e._.ma...... ......
Iaa
1-4-0 7-9-0 6-10-8 6-10-8 6-10-8 6-10-8 7-9-0 1-4-0
4x4 M1120 % Scale = 1:100.2
6x8 M1120 I
NO TOP CHORD NOTCHING IS ALLOWED
WITHIN 24" OF THE HEEL JOINTS. 4x10 MI 120 \\
4x4 MII20 � 4x10 M1120
4"'J'19"'4x4 M1120 % 7 44 MI120 -Z�- 4x4 MI120 J
3x4 Mv.bO -- 4x4 MI120 - 3x4 M1120
3x8 M1120 4x4 MII20
5xB M1120 3x6 M1120
4x4 M1120 % -..,, 5x8 M1120
6 ,. 8 44 M1120
302 M1120HO 5 ,,. '^' ,, 9 302 M1120H O
3x6 M1120 4 10
3x6 MII20 3x6 M1120
3x6 M1120 3 ' 11 3x6 M1120
3x6 M1120
x."*.
m
2
I +, 12
$3 I,O
Y 19 1817 89 90 16 91 92 1514 5x6 M1120 =
5x6 M1120 = 8x8 M1120 5x6 M1120 = 4x4 M1120 = 6x6 M1120 =
6x8 M1120 = 44 M1120 = 8x8 M1120 =
I....m 11 7:4 . ..... i ------- 30-,9J .,— ....1_— 4119 .... l
11-2-4 10-3-12 10-3-12 11-2-4
Plate Offsets (X,Y): [2:0-5-4,0-1-0], [2:1-0-8,0-3-4], [4:0-4-0,0-3-0], [6:0-6-10,0-1-7], [8:0-6-10,0-1-7], [10:0-4-0,0-3-0], [12:1-0-8,0-3-4], [12:0-5-4,0-1-0], [33:0-0-13,0-0-3], [44:0-1-3
LOADING (psf)
SPACING
2-0-0
TCLL
25.0
Plates Increase
1.15
TCDL
10.0
Lumber Increase
1.15
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code IRC2006/TPI2002
LUMBER
TOP CHORD 2 X 4 HF 1650F 1.5E
BOT CHORD 2 X 6 HF 165OF 1.5E
WEBS 2 X 4 HF Stud/Std
OTHERS 2 X 4 HF Stud/Std
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TC 0.35
Vert(LL)
-0.2816-18
>999
240
M1120 185/148
BC 0.69
Vert(TL)
-0.5416-18
>885
180
M1120H 139/111
WB 0.87
Horz(TL)
0.16 12
n/a
n/a
(Matrix)
Weight: 417 Ib
REACTIONS (Ib/size) 2=180713-2-0,12=2163/0-5-8, 19=412/3-2-0
Max Hoa 2=105(LC 6)
Max Uplift 2=106(!-C 5), 12=-66(LC 6)
Max Grav 2=1 807(LC 1), 12=2183(LC 1), 19=423(LC 2)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-16,8-16
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/44, 2-3=3998/105, 3-4=-3594/55, 4-5=-3487/70, 5-6=-3431/89, 6-7=2580/105, 7-8=-2579/104, 8-9=-3545/68,
9-10=-3593/48, 10-11=3707/47,11-12=4117/78,12-13=0/45
BOT CHORD 2-19=1107/3496,118-19=110713496, 17-18=0/2829, 17-89=012829,89-90=0/2829,16-90=0/2829, 16-91=0/2870,
91-92=0/2870, 15-92=0/2870, 14-15=0/2870, 12-14=0/3611
WEBS 3-18=-525/159,6-18=0/671, 6-116=907/1143,7-116=0/1705, 8-16=-961/131, 8-14=0/787, 11-14=553/143
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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'
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) All plates are 2x4 M1120 unless otherwise indicated.
7) Gable studs spaced at 14-0 oc.
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) 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
® WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PACE AM. 7473 DEMRE USE.
Design varid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component,.
Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not lruss designer. Bracing shown
is for lateral support of individual web members only., Addilional temporary bracing to Insure stability during conslrucllon is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
tloba'icatldon cl4fakgy control sloraage, delivery, erection and bracing, consult ANSI//TrPII Quality Criteria, DSB-67 and BCSII Building Component
Safety intarmalion available krc>n1 Truss Plate Institute, 58:6 L O" (i;rafno Drlve„ Madlson, WI53719.
EXPIRE�:O�- �0
January 7,2008
7777 Greenback Lane, Suite 109
1e !',Ory {Ply I GO NHOUR JOB
827549721
SPEUAL
Truss -Span Lumbermens, Auburn,WA 98001 7.020 s Nov 9 2007 MiTek Industries, Inc, Mon Jan 07 08:12:05 2008 Page 1
11.x,„ _ A7-5.- .. n-1-.. _... 94. 117_- -I — ,5 i..- ... ...... �r.
1-4.0 6-7-5 7-11-5 5-11-6 6-11-13 6-11-13 7-6-5 1-4-0
Scale = 1:88.2
5x8 M1120 =
6.00 12
502 M1120 % 2.4 M1120 11 cnv nnicu 11 16 20 15 14 13 5x12 M1120 I-
3.00 12 8x12 M1120 = 5x8 M1120 = 2x4 M1120 11
4x4 M1120 =
I �&Z5 ... 19-.012----IJ4-.0-10 .. i ..3 .1,11. y 4'ry4-'0------- N
5.6-5 5-0-7 3-9-14 B-5-6 7-5-13 6-11-13 7-0-5
1sLsi61s ) . -.
....._ ....,..
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.57 18 >894 240 M1120 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -1.22 17-18 >418 180
BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.57 11 nla n/a
BCDL 10.0 Code IRC2006ITP12002 (Matrix) Weight: 217 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2 X 6 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 HF Stud/Std 'Except" WEBS 1 Row at midpt 8-16
6-18 2 X 4 HF No.2 2 Rows at 1/3 pts 6-16
REACTIONS (lb/size) 2=2075/0-5-8.11=2109/0-5-8
Max Horz 2=106(LC 6)
Max Uplift2=62(1-C 5), 11=-62(LC 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/43, 2-3=6970/81, 3-4=6313/63, 4-5=6254/96, 5-6=6158/110, 6-7=2419/100, 7-6=-2343/106, 8-9=-2964/64,
9-10=-3161/31, 10-11=3865138, 11-12=0/45
BOT CHORD 2-19=-101/6283, 18-19=-99/6287, 17-18=0/3496, 16-17=0/3520, 16-20=0/2728, 15-20=0/2728, 14-15=0/3343, 13-14=0/3343
, 11-13=0/3343
WEBS 3-19=0/202,3-18=-573/88, 6-18=-63/3425,6-17=0/260,6-16=1998/98, 7-16=0/1528,8-16=10341106,8-15=0/586,
10-15=-700/83, 10-13=0/308, 4-18=-182/59
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " 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.
5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
6) 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
WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED A17TER REFERENCE PAGE ADI --7473 BEFORE USE.
Design valid for use only with M1ek connectors. This design Is based only upon paramelen shown, and is for an individual building component.
Appficabilily of design paromeniers and proper incorporation of component Is responsibility of building designer- not truss designer, Bracing shown
Is for lateral support of individual web members only, Additional temporary bracing 10 insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
foladc.affon quoalty control, storage, delivery, erection and bracing, consult ANSI/FPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Infosmafton available fmm Truss Plate Ins.lilule, 583 'f3"Onafno Drive, Madison, 153719.
...
� EXPIRES08-01-0F"—"
January 7,2008
7777 Greenback Lane. Suite 109
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RESIDENTIAL BUILDING PERMIT APPLICATION
CHECKLIST
This checklist is for new dwellings, additions, remodels, and garages. The purpose is to show what you
intend to build, where it will be located on your lot, and how it will be constructed.
Residential permit application.
I Washington State Energy & Ventilation Code forms
I Two (2) sets of plans with North arrow and scaled, no smaller than Y4p = 1 foot:
A site plan showing:
1. Legal description and parcel number (or tax number),
2. Property lines and dimensions
3. Setbacks from all sides of the proposed structure to the property lines in
accordance with a pinned boundary line survey
4. On-site parking and driveway with dimensions
5. If creating new impervious surfaces, indicate measures utilized to retain
stormwater on-site
6. Street names and any easements or vacations
7. Location and diameter of existing trees
8. Utility lines
9. If applicable, existing or proposed septic system location
10. Delineated critical areas boundaries and buffers
I Foundation plan:
1. Footings and foundation walls
2. Post and beam sizes and spans
3. Floor joist size and layout
4. Holdowns
5. Foundation venting
Floor plan:
1. Room use and dimensions
2. Braced wall panel locations
3. Smoke detector locations
4. Attic access
5. Plumbing and mechanical fixtures
6. Occupancy separation between dwelling and garage (if applicable)
7. Window, skylight, and door locations, including escape windows and safety glazing
I Wall section:
1. Footing size, reinforcement, depth below grade
2. Foundation wall, height, width, reinforcement, anchor bolts, and washers
3. Floor joist size and spacing
4. Wall stud size and spacing
5. Header size and spans
6. Wall sheathing, weather resistant barrier, and siding material
7. Sheet rock and insulation
8. Rafters, ceiling joists, trusses, with blocking and positive connections
9. Ceiling height
10. Roof sheathing, roofing material, roof pitch, attic ventilation
Exterior elevations (all four) with existing slope of the land in relation to all proposed
structures
I If architecturally designed, one set of plans must have an original signature
I If engineered, one set of plans must have one original signature
I For new dwelling construction, Street & Utility or Minor Improvement application
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3
Port Townsend, WA 98368
(360) 379-5095 Fax: (360) 3444619
Washington State Energy Code (WSEC)
2001 Residential Construction Checklist
Complete this form in addition to WSEC forms. Please answer the following questions:
±n O1*"
a'New ConstrucIli oi or addition over 750 square feet
t, o house and spot ventilation requirements, and show full WSEC compliance as
a stand-alone project. A detached, habitable structure such as an Accessory Dwelling Unit
regardless of size must also meet these requirements.
House addition under 750 square feet
Possible trade-offs are allowed with the existing building for WSEC compliance, such as
increasing ceiling insulation. See WSEC component performance forms.
NOTE: A house addition less than 500 sq. ft. does not require whole house ventilation.
Spot ventilation is still required
TYPE 0F HEATING -- Please check all that a m)lY:
Electric
Wall Heater � Baseboard Forced Air Ftlrna c ' Radiant Floor (Boiler) Other
Non -Electric: ,w
Propane: k.J Radiant Floor/Baseboard (Boiler) � LPG Stove ' LPG Furnace ' Other LPG
J Heat Pump J Oil Furnace J Woodstove (can only be used as secondary heat source)
VAPOR RETARDERS_
Vapor retarders shall be installed toward the warm surface as represented below. Select one
option for floors, walls, and appropriate ceilings.
• Floors:
ly wood with exterior glue
)as greater than or equal to 4 millimeter thick)
• W:al'�ls:.� ..
treater than or equal to 4 millimeter thick)
backed batts
i o -f °°reg61red where ventilation space averages greater than or equal to 12 inches above
insulation
rtbacked Batts
A 1�
-cater than or equal to 4 millimeter thick)
o�w�ell�a illt
sr±,*,°BA l
http://ptimaging/DSD/Bpilding FormsBuildingPermitPacket/Application-Residential Energy Code Checklist.doc
Page 1 of 2
TE
:�Iype of ventilation used throu shout the hotlse� - w Integrated Opt(on` ' Exhaust Option
Whole House Fan for "Exhaust Option":
• In what room is your whole house fan located? eql<
A1111�
• What size is the whole house exhaust fan?50- CFM (1-2 bedroom house)
<g
80-12 ]: (3 bedroom house)
-150 CFM (4 bedroom house)
120-180 CFM (5 bedroom house)
Note: the whole house fan shall be readily accessible and controlled by a 24-hour clock timer
with the capability of continuous operation, manual and automatic control. At the time of final
inspection, the automatic control timer shall be set to operate the whole house fan for at least 8
hours a day, and have a sone rating at 1.5 or less measured at 0.10 inches water gauge.
Spot Ventilation:
Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry
room, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is
produced. Bathrooms, laundries or similar rooms require fans with a minimum 50 cfm rating at
0.25 inches water gauge; kitchens shall have a fan with a minimum 100 cfm rating at 0.25 inches
water gauge.
Outdoor Air Inlets:
Outdoor air shall be distributed to each habitable room by means such as individual inlets,
separate duct systems, or a forced -air system. Habitable rooms include all bedrooms, living and
dining rooms but not kitchens, bathrooms or utility rooms. Where outdoor air supplies are
separated from exhaust points by doors, undercutting doors a minimum of/z inch above the
surface of the finish floor covering, distribution ducts, installation or grilles, transoms or similar
means where permitted by the Uniform Building Code. When the system provides ventilation
through a dedicated opening, such as a window or through -wall vent, these openings must:
• Have controlled and secure openings
• Be sleeved or otherwise designed so as not to compromise the thermal properties of the wall or
window in which they are placed.
• Provide not less than 4 square inches of net free area of opening for each habitable space.
Wh�tf inlet will be installed? (See figure below)
all Ports
http://ptimaging/DSDBuilding_Fonns/BuildingPemmitPacket/Application-Residential Energy Code Checklist.doc
Page 2 of 2
C9
City of Port Townsend Development Services Department
250 Madison Street, Suite 3, Port Townsend WA 98368 (360) 379-5095 Fax (360) 344-4619
Washington State Energy Code 2006 Edition
Climate Zone 9 - Type R-3 and R4
Changes for Single Family and Duplex Construction _
The following is a list of code changes that will effect construction of single family and duplex homes in Climate Zone
1. This is not a comprehensive list of changes. To see all the changes, download a new copy of the code and look
for a vertical bar in the margin indicating a change in the code.
Building Envelope:
Prescriptive Options Table 6-1
• Option I, the U -factor for windows changed to U-.032. Glazing is limited to 10% of floor area.
• Option II, the U -factor for windows changed to U-.035_
• Option IV, the U factor for windows changed to U-_035.
There may be an increased use of window U -factor averaging when using the prescriptive method. Applicants may
show compliance by providing area weighted average U -factor for all'of the windows. With a more stringent standard
the use of averaging may increase_ The applicant must submit a detailed window, schedule demonstrating
compliance.
Component Performance Table 5-1
• The target window U factor changed to U-.035.
• The target wall U -factor changed to U-.057.
Doors:
602.6 Exterior Doors
• One unregulated door up to 24 square feet is still allowed.
• Glazed doors are considered to be windows.
• All opaque doors must meet the door U -factor requirement_
In the past, any door could be called a window when included in the glazing percentage. Now, when using the
prescriptive options, opaque doors must meet the U-0.20 requirement. An insulated fiberglass or thermally broken
steel door will usually meet the U -factor requirement_
Single Rafter Joist:
Table 6-1, footnote 3
Table 5-1, footnote 3
• If there is room in the joist for R-30 insulation, R-38 is required. This applies to all single rafter joist 13" or
greater in depth_
• R-30 single rater joist now limited to 500 square feet of roof area. Additional rafter area must use R-38
insulation.
P
The following table shows typical insulation requirements for single rafter joist If the table notes R-38, then R-38 is
required_
Footnote 3, Table 6-1 or 6-2
Prescriative Rafter Insulation Based on Fiberalass Batts
A take off noting rafter area will be required.
Identical rules are included in 5-1. They will be incorporated into the UA trade off spreadsheet.
502.4A Recessed Lighting Fixtures:
• Must now be tested for air leakage using ASTM E283
• A gasket or caulking must seal the fixture to the drywall
• Other options for fixture air_sealing, including field inspection and a seated box have been deleted.
This has been an option in Washington since 1991. California mandated testing for air tight can lights two years ago.
Since then, every major manufacturer has come on board. The fixtures are readily available. Look for the label in the
can. If the can is not labeled, it does not comply.
505.3 Outdoor Lighting:
• Requires high efficiency lighting or controls for all porch lighting
• High Efficiency Luminaire is defined in Chapter 2. Typically requires a pin based compact fluorescent fixture
• As an exception to the High Efficiency Luminaire, a motion sensor + photo daylight control may be used.
505.4 Linear Fluorescent Fixtures:
• This rule applies to typical fluorescent tube fixtures
• Linear fluorescent fixtures must be fitted with T-8 (1" diameter) or smaller lamps (but not T 10 or T-12 lamps)
Max depth with
f=irst
Over
Nominal
Actual
1 "ventilation
500 SF
500 SF
R -value
R -value
2X10
9 1J9" w.
8114"
_ .........W_.
RSO HD2
_..-_.._......_ .
Mote'
2X12
11 114"
10 114"
R-30
R-38 HD2
2X14
13 119"
13114"
R-38 ..A�
R-38
I -Joist
81 f2"
.�..._.-__.
R-30 HD
,�...
Note '
_._...�. t -Joist
_9112"
11 718'-
_...._�
10 718"
R-30
R-38 HD2
Woist
14"
13"
R-8
R-38
1 -Joist
16"
15"
R W
R-38
Note'
Upsize joist
or provide an alternative
method meeting U-_027.
HD2
Refers high
density fiberglass batt
or equivalent_
A take off noting rafter area will be required.
Identical rules are included in 5-1. They will be incorporated into the UA trade off spreadsheet.
502.4A Recessed Lighting Fixtures:
• Must now be tested for air leakage using ASTM E283
• A gasket or caulking must seal the fixture to the drywall
• Other options for fixture air_sealing, including field inspection and a seated box have been deleted.
This has been an option in Washington since 1991. California mandated testing for air tight can lights two years ago.
Since then, every major manufacturer has come on board. The fixtures are readily available. Look for the label in the
can. If the can is not labeled, it does not comply.
505.3 Outdoor Lighting:
• Requires high efficiency lighting or controls for all porch lighting
• High Efficiency Luminaire is defined in Chapter 2. Typically requires a pin based compact fluorescent fixture
• As an exception to the High Efficiency Luminaire, a motion sensor + photo daylight control may be used.
505.4 Linear Fluorescent Fixtures:
• This rule applies to typical fluorescent tube fixtures
• Linear fluorescent fixtures must be fitted with T-8 (1" diameter) or smaller lamps (but not T 10 or T-12 lamps)
TABLE 6-1
PRESCRIPTIVE RE Ul E T " F P R OCCUPANCY
CLIMATE ZONE 1
Glazing (ylazin U -Factor Wall'? Wall-, Wall• e
Area : ..__ s 2 Vaulted Above int° ext' "
Slab
®ptFon Ceilin® 3 Flair" on
% of Floor Vertical Overhead" U -Factor Ceiling Grade Below Below Grade
., -i.32
Grade Grade
10°/ b 32 058 0.20 R -W R 30 R15
I.
® R-15 R-10 R-30 R-10
11.` 15°7® 0.35 0.58 0 20 R-38 R-30 R-21 R-21 R-10 R-30 R-10
Ill. 25% OAO 4.58 .2 IJ R-301 R-21 ! R-15 R-10 R-301 R-10
Group R-1 U=0.031 U=0.034 U=0.057 .02
and R-2 9
Occupand
es Ong
IV. Unlimited .... 0.35 -, ._. 0.58 _... _ 0.20 R-38 R`30
R-21 R-21 R-1.._._ w...3 0
0 R-30 R-10
Group R-3
and R-4
Occupanci
� Onl
V. Unlimited 0.35 0.58 0.20 R-381 -30 f R-21 I R-15 R-10 IJ R-10
Group R-1 U=0.031 U=0.03U=0.05/ U=0.02
and R-2 Q
Oaaipand
_�..wes Only ....... .... ......
Reference Case _... ....
0_ Nominal R -values are for wood frame assemblies only or assemblies built in accordance with Section 601.1.
1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor
area of 13%, it shall comply with all of the requirements of the 15% glazing option (or higher)_. Proposed designs which cannot
meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code.
2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3. Adv` denotes
Advanced Framed Ceiling.
3. Requirement applicable only to single rafter or joist vaulted ceilings where both (a) the distance between the top of the
ceiling and the underside of the roof sheathing is less than l2 inches and (b) there is a minimum 1 -inch vented airspace above the,
insulation. Other single rafter or joist vaulted ceilings shall comply with the "ceiling" requirements. This option is limited to 500
square feet of ceiling area for any one dwelling unit.
4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10; or on the interior to the same level as
walls above grade_ FxveHor insulation installed on below grade walls shall be a water resistant material, manufactured for its
intended use, and installed according to the manufacturers specifications. See Section 60.2.
5. floors over crawl spaces or exposed to ambient air conditions.
6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed
according to manufacturers specifications. See Section 602.4.
7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation.
S. ?his wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathiiig-
9. Doors, including all fire doors, shall be assigned default U -factors from Table 10-6C.
10. Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross
conditioned floor area shall be less than or equal to that value_ Overhead glazing with U -factor -of U=0.40 or less is not included
in glazing area limitations.
11. Overhead glazing shall have U -factors determined in accordance with NIFRC I00 or as specified in Section 502.1.5.
12. Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation requirement.
Chapter 9 Prescriptive Space bleating System Sizing Deleted. See IRC U1401.3.• 503.2.2 Size limited to 1511°% of heating load
Replaced by IRC Section M1401.3. heating and cooling equipment shall be sized based on building loads calculated
in accordance with Air Conditioning Contractors of America Manual J or other approved heating and cooling
calculation methodologies.
Manual J is a heating and cooling heat load calculation method. This method takes some training. See their web site
for details_ ht p j .g . wr; iteg ! Fh/ ma ti l°/
WSU has developed a spread sheet for WSEC Chapter 5 code qualification. We call this the CPworksheet. This
spread sheet will also provide a simple heating system size calculation that is roughly equivalent to manual J. Limit
the use of this spread sheet to electric resistance or combustion equipment sizing. Do not use this spread sheet to
size heat pumps or air conditioners. This spread sheet is available on our web site.
Washington State University Extension Energy Program Energy Code Support
Email. gner„� node @nqergywsu.edu
Phone: 360 956-2042
• Gary Nordeen.
• Mike McSorley
• Chuck Murray
Residential Energy Code Support
• Energy and Ventilation Code Text
• Residential Component Performance Worksheets
• Residential Builders Field Guide
ht�t ./ .ener�r :wvs r.ertu/c4 eLcode sKrpport. f
For Non residential energy code support, Visit the NEEC web site.
tett �:��ra�e.rret/resourceslr�au rce.htmt
,CHI rod
Receipt Number: pa -(Pa j"
genpmtrreceipts Page 1 of 1
..
Previous "ent Histo
Rett # fto l t Date Fee 1)6irf tion Amouht PaWrmlt
pa Ch�eck payroent
Ithd : Mimber
Amount
,..,
CHECK 1005 $ 3.45
Total $3.45
genpmtrreceipts Page 1 of 1
go R1 yrs,}*
wn�+
receipt l)aW 0611812008
per inIt t# Parcel
BLD08-014 944700101
Receipt
08-0205
08-0205
08-0205
08-0051
08-0205
08-0205
08-0205
08-0205
08-0205
08-0205
Paym enit
Method
CHECK
Receipt Number: 08-0585
a., Payer/Payee
Homes
Original Fee Arnount Fee
Fee 'Description Amount Paid Balance
Inspection Fee - Miscellaneous/Hou $50.00 $50.00 $0.00
Total: $50.00
genprrtr receipts Page 1 of 1
Previous Payment istor,
Receipt Date,
Fee Description
Amount Pold
Permit ##
02/2212008
Building Permit Fee
$1,452.95
BLD08-014
02122/2008
Energy Code Fee -New Single Family Unit
$100.00
BLD08-014
0212212008
Mechanical Permit Fee per Dwelling Unit - 1
$150.00
BLD08-014
0111812008
Plan Review Fee
$150.00
BLD08-014
02/2212008
Plan Review Fee
$794.42
BLD08-014
02/22/2008
Plumbing Permit Fee per Dwelling Unit - Ne
$150.00
BLD08-014
02/2212008
Record Retention Fee for Building Permit
$10.00
BLD08-014
02/22/2008
Site Address Fee
$3.00
BLD08-014
02/22/2008
State Building Code Council Fee
$4.50
BLD08-014
02/2212008
Technology Fee for Building Permit
$29.06
BLD08-014
Check
Paym ant
Number Amount
1516
$ 50.00
Total $50.00
genprrtr receipts Page 1 of 1
c�+
Receipt Number.
WAE
genpmtrreceipts Page 1 of 1
ocelpt Date., 0212212008 Cashier. SFOSTER
rm,it # Parcel
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
LD08-014
944700101
Fee Description
Receipt Number:
Payer/Payees Name: TIERRA INVESTMENTS LL
Plan Review Fee
Technology Fee for Building Permit
Energy Code Fee - New Single Famil
State Buiiding Code Council Fee
Plumbing Permit Fee per Dwelling l
Mechanical Permit Fee per Dwelling
Building Permit Fee
Record Retention Fee for Building P
Site Address Fee
Previs Pziyment History _
'ecelpt # Receipt late Fere Description
8-0051 01/18/2008 Plan Review Fee
ayrnent Check Payment
letho,d Numbermoi unt
HECK 106 $ 2,693.93
Total $2,693.93
w t'
Original Fee Amount
Fee
Amount
Paid
Balance
$944.42
$794.42
$0.00
$29.06
$29.06
$0.00
$100.00
$100.00
$0.00
$4.50
$4.50
$0.00
$150.00
$150.00
$0.00
$150.00
$150.00
$0.00
$1,452.95
$1,452.95
$0.00
$10.00
$10.00
$0.00
$3.00
$3.00
$0.00
Total:
$2,693.93
Am ouint Paid
Permit
$150.00
BLD08-014
genpmtrreceipts , Page 1 of 1
genpmtrreceipts Page 1 of 1
Receipt Number.
08-005f
WA��
)ecelotDate,.
01/11112008
Cashier: SWASS "I Payer/Payee: Name: TIERRA INVESTMENTS
LLC
Original fee
Amount
Pee
ormit#
Parcel
Poo Description
Amount
Paid
Balance
LD08-014
944700101
Plan Review Fee
$944.42
$150.00
$794.42
Total:
$150.00
Previous "a m e t History
ecelpt 0,
Receipt hate
Fee Description
Amount Paid Permit
aym,o nt
Check
Payment
letin d
Number
Amount
HECK
1005
$ 150.00
Total $150.00
genpmtrreceipts Page 1 of 1
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Page 1 of 1
A -
Scottie Foster
From: Francesca Franklin
Sent: Tuesday, March 31, 2009 3:15 PM
To: John Watts
Cc: Scottie Foster; Kenneth Clow; John McDonagh
Subject: RE: Pete Goughnour
John,
Latecomer due for 1977 Eddy Street:
Latecomer Fee 564.20
Plus Admin Fee 56.42
Total Due 620.62
Latecomer Due for 1925 Eddy Street:
Latecomer Fee 564.20
Plus Admin Fee 56.42
Total Due 620.62
Grand Total Due for both residences: $1,24.1.24
Check needs to be made out to: City of Port Townsend
Thank you.
Francesca
From: John Watts
Sent: Tuesday, March 31, 2009 2:56 PM
To: Francesca Franklin
Cc: Scottie Foster; Kenneth Clow; John McDonagh
Subject: Pete Goughnour
I spoke with him this afternoon. He now knows there are 2 unpaid L/C. He said he would write a check to us when I give
him the exact amount he owes.
FF — please give me the exact amount per property.
I'll tell him to mail to DSD. If not received in 4-5 days, please let me know
Ken and I agree that the occupancy permit for the pending closing should issue now (we don't hold it up pending
payment). If Pete does not pay the 2 L/C, we can revoke permits, and notice to title the other properties Pete owns in the
area, etc.
John Watts
City Attorney - City of Port Townsend
250 Madison Street, Suite 2
Port Townsend, WA 98368
Telephone: 360/379-5048 Fax: 360/385-4290
3/31/2009
Pagel of 2
Scottie Foster
From: Francesca Franklin
Sent: Tuesday, March 31, 2009 4:11 PM
To: Scottie Foster
Subject: FW: Latecomer Fees
FYI — you were not on this latest e-mail.
F2
From: John Watts
Sent: Tuesday, March 31, 2009 4:08 PM
To: Pete Goughnour (petegoughnour@yahoo.com)
Cc: Francesca Franklin
Subject: Latecomer Fees
Pete —the total due is $1,24.1_.24 (per below). The admin. fee is 10% of the 1/c amount, and attaches to every
latecomer charge (not just these two).
Please make your check payable to the City of Port Townsend, and mail to
City of Port Townsend
250 Madison Street, DSD Dept.
Port Townsend WA 98368
Please write on the check ("latecomer"). Thanks and let me know any questions.
John Watts
City Attorney - City of Port Townsend
250 Madison Street, Suite 2
Port Townsend, WA 98368
Telephone: 360/379-5048 Fax: 360/385-4290
From: Francesca Franklin
Sent: Tuesday, March 31, 2009 3:15 PM
To: John Watts
Cc: Scottie Foster; Kenneth Clow; John McDonagh
Subject: RE: Pete Goughnour
John,
Latecomer due for 1977 Eddy Street
Latecomer Fee 564.20
Plus Admin Fee 56.42
Total Due 620.62
Latecomer Due for 1925 Eddy Street:
3/31/2009
Page 2 of 2
Latecomer Fee 564.20
Plus Admin Fee 56.42
Total Due 620.62
Grand Total Due for both residences: $1,241.24
Check needs to be made out to: City of Port Townsend
Thank you.
Francesca
3/31/2009
VoRT
CITY OF PORT TOWNSEND
` DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY.
DATE OF INSPECTION: F PERMIT NUMBER: oe -0
SITE ADDRESS: q Y"'-
CONTACT PERSON: PHONE:
TYPE OF INSPECTION:
❑ APPROVED ❑ APPROVED WITH
CORRECTIONS
^° Ok to proceed. Corrections will be
checked at next inspection
Ins ector ��
P __. a .. l.___.. .-_. _ ._._........_..... Date
�
Acknow ed en er t.
Date
❑ NOT APPROVED
Call for re -inspection before
proceeding.
211
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
YORT
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT TH NS'PFCTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY.
DATE OF INSPECTION: PERMIT NUMBER:
t7— y
SITE AI)DRESS:_
CONTACT PERSON:
TYPE OF INSPECTION: f,
PHONE:
11 APPROVED 0 APPROVED WITH 11 NOTAPPROVED
CORRECTIONS
Ok to proceed. Corrections will beinspection be
checked at next inspection proce ding.
TM
Inspector Z
(i Date
. . . .......
Acknowledgement — ----------- - ...... . . . ...... ... . ......... .. . ..... ...... ..... . Date
Approved plans and permit card must be on-site and available at time of inspection. A re- inspection fee may
be assessed if work is not ready for inspection.
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CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION:
12711 PERMIT NUMBER: 61'n o"w — e
SITE ADDRESS:
',� %%�1
PROJECT NAME:
CONTRACTOR:
CONTACT PERSON:
_ PHONE: ......IT ...
TYPE OF INSPECTION:
_.....� `"°° _ _........
r.....
... .. ------
.. .......... .......�... ..�.�. ��� �..........
pp
ate..
❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be c'4nsj)6 tion before
checked at next inspection proceeding.
Ins ector a i���, �` .. R Date
P � .m . — v. m. ...... _..__ ....? .. ......
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
AT CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION:�� N :
SITE ADDRESS:
PROJECT NAME: CONTRACTOR:
CONTACT PERSON:PHONE:
TYPE OF INSPECTION:
.._ ...
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❑ APPROVED ❑ APPROVED WITH A,,, OT APPROVED
CORRECTIONS
r Ok 4, proceed. Corrections will be Call for re -inspection before
he lie at next inspection laroce':ding.
Date
Inspector -�
Approved plans and permit card must be on .site th<available at time erf'inspection. A re -inspection fee may
be assessed if work is not ready fbr inspection.
YOST
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
ww For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION PE 11 �Vl IT N U A4 11 E R.
SITE ADDRE SS:
",CCT NAME: CONTRACTOR: . . ......
. ........ . ...... - - — -, -.wH
CONTACT PERSON: PHONE:
TYPE OF INSPECTION: -Ti-kAL,
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. ....... . . .... ------- - ------- - - - ------------- -
...----
............. ...... — --- ------ - -------
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k To
U APPROVED L1 APPROVED WITH I INOT APPROVED
CORRECTIONS
Ok to proceed. Correctionswill l'a
checked at next inspection firriceedbig,
Inspector y Date
Approved plans and permit card must be on-site and available at time of'inspection. A re-inspection.fee may
be assessed V'work is not ready fijr inspection,
VORT
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
WA For inspections, call the Inspection
Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION ,� _
T NUMBER:
SITE ADDRESS:'" p
PROJECT NAME: 4#4 IN ICONTRACTOR:.
CONTACT PERSON:
PHONE:
TYPE OF INSPECTION:
kA
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w _................
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it*. 1I ZIT// 11d �
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❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS,
Ok to proceed. Corrections will be t .�pl"r e���iwr1°i�ati'rr'e
checked at next insfiection proceeding.
Inspector � I Cf/ i' . ? �- Date
Approvedplans andpermit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if `work is not ready for inspection.
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: PE IT NUMBER:
kw
SITE ADDRESS:
PROJECT NAME. ®—�
d
CONTACT PERSON: ICA � f JIrl k PHONE:
G 1 I
❑ APPROVED ❑ APPROVED WIT '1. t')T APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
Inspector Date �.....: .
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
Inspection Report
._..
Project �HgLd Permit # ,
Date Inspector Inspection & Notes
v
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N�
M.mm
..._ _ ... w....... _.__.._._�
................. _ ....._
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: PERMIT NUMBER:
. ......... – — - -
SITE ADDRESS:
............................ . ............................................. . . ...........................................
PROJECT NAME: –CONTRACTOR:
CONTACT PERSON: PHONE:
TYPE OF INSPECTION:
zz
"w Wit/q
............. L
0 APPROVED [I APPROVED WITH NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will lie Call for re -inspection before
checked at next inspection proceeding.
Inspector (AJDate 6_1�1..r
--- . . . ................ ------ . . . . . . . . . .................
Approvedplans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
VORT CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
yt r . INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION. �, PERMIT NUMBER:
SITE ADDRESS: (q( f 7 �l i)
�. �.......___ .,......._
PROJECT NAME:
CONTACT PERSON:
CONTRACTOR:
TYPE OF INSPECTION::;
,r
tj a
kb
PHONE:
❑ APPROVED ❑ APPROVED WITHNOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will lie I'::_I for re -inspection before
checked at next inspection proceeding.
Ins ector Date - -
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
90nr
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
+^ For inspections, call the Inspection Line at 360-385-2294 b 3:00 PM the da before you want
P � P Y Y
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: l � PERMIT NUMBER: d'-
SITE ADDRESS: 77
PROJECT NAME:/ �Y6,12,& . CONTRACTOR:
CONTACT PERSON: PHONE:
TYPE OF INSPECTION:
��Lt�1�J�1�.1 s -��✓t � -(a —�9
❑ APPROVED ❑ APPROVED WITH NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be C:ai ":ar re -inspection before
checked at next inspection procce I .
Inspector'. ��...:.�.. �.................. Date .....� }.... , ....
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
05104/2008 11:01 253$577533 HODGE ENGINEERING PAGE 01/03
e
FA'/"\/TKANSMiTT,L
Fax To.- City of Dort Townsend Department of Conununity
Development
(360) 344-4619
Attn-. Wade, Building Inspector
Permit ## 08-014
Engineering Letter # 8387
(3) Pages including ever.
Thank you,
John Gabe Spruell
Engineering Support Department
:-lodge Engineering, INC.
Ply. 253-857-7055
Fax: 253-857-7599
6/4/08
7C.)55 � , ( 34 fi r-
06/04/2006 ZT:ei 2539577599 HODGE ENGINEERING PAGE 02/03
RE: MX 2&h St, port QrCllard
Hodge Eng. Project ROG13
Reality Homes plan 1575
Cantilevered Bay Window
To Whom it May Concern:
GA -08
Letter # 8387
I have provided the lateral lead engineering for the Reality Homes plan 1579 for
Reality Homes. Gravity load engineering by others-
] have reviewed the floor framing layout provided by Huttig Building Supply -
The floor framing layout and members appear adequate and are compatible with
my lateral engineering.
See attached plan view with the cantllevered floor framing at the front bay
window.
me with any questions regarding this project.
om
i
a s[iginwr of record and regards his engin e A 'ng only. This letter
the of trr
� raguirernenta, Any schcdulc or, cmi irnpact is " r"ponsibility
r s ar "rl B
to has ft final authority to allow field changes to approved
This er ria : >
tr'onically in accordance with WAC 195 2' 9 and Ghepter
Igo
oEngineering,cInc.
Nae d0�°
` �
John V._ modg �� P. E.
u6ox Jutm Arae V ate, Ai. (xag Max -ha , WA " -3,1
r>85'7,,J7055 Fax (253) 857„`7599
06/04/2008 11:01 2538577599 FUDGE ENGINEERING PAGE 03/03
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"9F' CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
WA For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION
SITE ADDRESS:
PROJECT NAME:
CONTACT PERSON:
TYPE OF INSPECTION:w
�T NUMBER:
CONTRACTOR:
PHONE:
❑ APPROVED V' APPROVED WITH ❑ NOT APPROVED
4"f."O1IR1 CT10 S
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
Inspector
Date
,
�r
_ .....rr_ ............
.... _.._
Approved ple arnd permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
VOAT CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
s : INSPECTION REPORT
4 � J
tiµ For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: �{ `I QZS PERMIT NUMBER:
SITE ADDRESS: 4 l'� _.
PROJECT NAME: CONTRACTOR:
CONTACT PERSON: PHONE:
TYPE OF INSPECTION:P '6t��
.� �..
,
t�� �
i V' ------------ f
0 IJ
❑ APPROVED I"PRON11CI) WITHNOT APPROVED
XRRECTIONS ,,<
'NOT
to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
P "
Ins ector ... Date
_....... , _ ....w...
Approved plans andpermit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
' CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
ti w i�a:SIaecti+a n. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION:
PERMIT NUMBER: Ar:) � 11
SITE ADDRESS: u ;
PROJECT NAME: CONTRACTOR:
CONTACT PERSON: PHONE:
TYPE OF INSPECTION,°�
........__ .............. ......
W
d r
ow„
........
r.:II k. r
'i
c,
4� w N., ,.q_�'\
❑ APPROVED " A 1'1 ItdlVE1) "4VII' 11 11 NOT APPROVED
OItltlaC:`"(IONS
;�1( to proceed. Corrections will be Call for re -inspection before
u" >r1'1�b lelY at next inspection pceeli�a8
w•
Inspector
Date
-
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.