HomeMy WebLinkAboutBLD08-254 (oversize drawings in storage)VORT B'UILDfNG PERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project Information Permit # BLD08-254
Permit Type Residential - Single Family - New Project Name NEW SFR
Site Address 821 MCPHERSON Parcel # 948332212
Project Description
NEW SFR AT 821 MCPHERSON
Names Associated with this Project
License
Type Name
Contact
Phone # Type License #
Exp Date
Applicant Miller Michael S
Owner Miller Michael S
Contractor Owner Builder
(360) 379-6471 STATE exempt
12/31/2009
Fee Information
Project Details
Project Valuation
$97,385.25
Dwellings Type V Wood Frame
957 SQFT
Site Address Fee
3.00
Private Garages — Wood Frame
252 SQFT
Building Permit Fee
979.75
Units: Heat Type:
Energy Code Fee - New Single
100.00
Bedrooms: Construction Type:
Family Unit
Bathrooms: Occupancy Type: R-3/U-1
Mechanical Permit Fee per Dwelling
150.00
Unit - New Residential
Plan Review Fee
636.84
Plumbing Permit Fee per Dwelling
150.00
Unit - New Residential
State Building Code Council Fee
4.50
Technology Fee for Building Permit
19.60
Record Retention Fee for Building
10.00
Permit
Total Fees $ 2,053.69
*** SEE ATTACHED CO DIT'fONS ***
Ca11385-2294 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 0. r Date Issued: 03/26/2009
" Issued By: SFOSTER
Signature ._��_... Date _ Date Expires: 09/22/2009
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project Information
Permit Type Residential - Single Family - New
Site Address 821 MCPHERSON
Project Description
NEW SFR AT 921 MCPHERSON
Conditions
Permit #
Project Name
Parcel #
BLD08-254
NEW SFR
948332212
9. Temp. erosion control measures must be installed and maintained prior to approval of any building inspections.
10. Property corner survey pins must be located at time of footing inspection to verify setbacks.
Ca11385-2294 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
Signature ._............ .. Date
Date Issued: 03/26/2009
Issued By: SFOSTER
Date Expires: 09/22/2009
Development Services
cwoRT r°,
250 Madison Street, Site13
Port Townsend "A 98368
Phone: 360-379-5095
�
Fax: 360-344-4619
,A
www.cityofpt.us
Residential Building Permit Application
Project Address: ,Legal Description
# Office Use Onl
io � Tax
Addition-,
Zoning: ({-� Block:
Permit �
.3ZZ #BLD ?4 ,- 75>
Parcel # 1?148.33 X;L /,Z Lot(s):
S Associated P"erml s:^
(
Project Description: C jnlvZ417e�__
➢ Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000.
See Page 2 for details on plan submittal requirements,
Lender Information:
Lender information must be provided for projects
Property wner1A licant:
p Y
over $5,000 in valuation per RCW 19.27.095.
Name: S, f
.�—
Address:
Name: � FX
ibLVNSC
City/St/Zip:"�3 � ��
Project Valuation: $ /r- ,�2,[�
1
Phone: 8 —402_.3
Building Information (square feet):
Email:
1 st floor J5�7 6-5F Garage:t
2"d floor Deck(s):
Contact/Representative: (5� y 1
Name: 1 -Q (ICJ
rd Porch(es): SF
3 floor
Address:
Basement: Is it finished? Yes No
City/St/Zip:
Carport: Other:
Phone:
Manufactured Home ❑ ADU ❑
Email:
New Addition ❑ Remodel/Repair ❑
Contractor: Same as Owner
Total Lot Coverage (Building Footprint):*
Name:
Square feet:J/2,5,-,,57 % Z:Z
Address:
Impervious Surface:*
City/St/Zip:
Square feet:4J1116 *Total existing roposed
Phone:
Email:
What year was the structure built? Na:
State License #: Exp:
If work includes demolition, see Page 2.
City Business License #:
Any known wetlands on the property? Y Q
slope ( 5 /it)? k Y
I hereby certify that the information provided is correct, that I am eithe 1 ne1r or authorized to act on b alf of the owner
and that all activities associated with this permit will be in accordance i i' 'ate Laws and the Port Towns d Municipal Code.
Print Name: Jai
r w ii` U1
Signature: ate:�am�
Page 1 of 2 7/31/2008
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.
❑ Washington State Energy & Ventilation Code forms
❑ Two (2) sets of plans with North arrow and scaled, no smaller than %<" = 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 line$ 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
❑ 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
❑ 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
❑ If architecturally designed, one set of plans must have an original signature
❑ If engineered, one set of plans must have one original signature
❑ For new dwelling construction, Street & Utility or Minor Improvement application
If you are proposing partial or full demolition of a structure that is at least 50 years old, per
Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National
Historic Landmark district: $58.00 for full committee review. If outside the National Historic
Landmark district and not on the Historic Register: $30.00 for HPC Administrative review.
Complete HPC Form. Partial demglitior includes exterior demolition for additions and remodels.
I
Page 2 of 2 7/31/2008
Richard Berg Architects,.. P.c
719 Taylor Street Litccusco III
Port Townsend, WA 98368 Phone: (360) 379-8090
Fax: (360) 379-8324
-DECEMBER 1t 2008---
CLIENT:
NM,,'E MILLER
809 MCPHERSON
PORT-TOWNSEND, WA 98368
GRAVITY LOADS
FOR NEW SIN E-FAMILY RESIDENCE 74
821 MCPHERSON
PORT TOWNSEND, WA 98368
1. ]HEADER CALCULATIONS:
YDOOR HEADER
(3) 2x4 DF #2
4'WINDOW HEADER
(3) 2x6 DF #2
6'PATIO DOOR HEADER
(3) 2x8 DF #2
q x I;L JP F #-a
9665
RICHARD C. M. PF.Pn
Mg OF WASHINOTON
IF
.. ... ...... '-1111111--
Roof Beamr 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14
By: Jesse Thomas, Richard Berg Architects on: 12-01-2008
: 10:49:45 AM
Project: MILLER - Location: T DOOR HEADER
Summary:
( 3 ) 1.5 IN x 3.5 IN x 3.5 FT / #2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 67.4% Controlling Factor: Section Modulus / Depth Required 2.71 In
Deflections:
Dead Load:
DLD=
Live Load:
LLD-_
Total Load:
TLD=
Reactions (Each End):
Live Load:
LL-Rxn=
Dead Load:
DL-Rxn=
Total Load:
TL-Rxn=
Bearing Length Required (Beam only, support capacity not checked):
BL=
Beam Data: -
Span:
L=
Maximum Unbraced Span:
Lu=
Pitch Of Roof:
RP=
Live Load Deflect. Criteria:
U
Total Load Deflect. Criteria:
U
Roof Loading:
Roof Live Load -Side One:
LL1=
Roof Dead Load -Side One:
DL1=
Tributary Width -Side One:
TW1=
Roof Live Load -Side Two:
LL2=
Roof,_Dead ;Load -Side Two:..
Tributary Width -Side Two:
TW2=
Roof Duration Factor:
Cd=
Wall Load:
WALL=
Beam Self Weight:
BSW=
Slope/Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Ladj=
Beam Uniform Live Load:
wL=
Beam Uniform Dead Load:
wD_adj=
Total Uniform Load:
wT=
Properties For: 2- Douglas -Fir -Larch
Bending Stress:
Fb=
Shear Stress:
Fv=
Modulus of Elasticity:
E=
Adjusted Modulus of Elasticity:
E-Min=
Stress Perpendicular to Grain:
Fc perp=
Adjusted Properties
Fb' (Tension):
Fb'=
Adjustment Factors: Cd=1.15 CF=1.50 Cr-1.15
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
1.75 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear.
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons Wi$h Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
0.03 IN
0.04 IN = U985
0.07 IN = U600
569 LB
365 LB
933 LB
0.33 IN
3.5 FT
0.0 FT
4. : 12
240
180
25.0 PSF
15.0 PSF
11.0 FT
25.0 PSF
1.0.0 �RSF
2.0 FT
1.15
10 PLF
3 PLF
3.5 FT
325 PLF
208 PLF
533 PLF
900 PSI
180 PSI
1600000 PSI
580000 PSI
625 PSI
1785 PSI
207 PSI
M=
817
FT -LB
V=
784
LB
Sreq=
5.49
IN3
S=
9.19
IN3
Areq=
5.68
IN2
A=
15.75
IN2
Ireq=
4.82
IN4
1=
16.08
IN4
Roof Beam[ 2006 International Residential Code-(05 NDS) ] Ver: 7.01.14
By: Jesse Thomas , Richard Berg Architects on: 12-01-2008
Project: MILLER - Location: V DOOR HEADER
Summary:
( 3 ) 1.5 IN x 7.25 IN x 6.25 FT / #2 - Douglas -Fir -Larch - Dry Use
Section Adequate B : 3.9% Controlling Factor: Section Modulus / Depth Required 7.11 In
LOADING DIAGRAM
Span = 6.25 ft
Roof Beamf 2006 International Residential Code (05 NDS)1 Ver: 7.01.14
Bv: Jesse Thomas, Richard Berg Architects on: 12-01-2008
: 10:49:47 AM
Project: MILLER - Location: 4' WINDOW HEADER
Summary:
( 3 ) 1.5 IN x 5.5 IN x 4.25 FT / #2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 70.5% Controlling Factor. Section Modulus / Depth Required 4.21 In
Deflections:
Dead Load:
DLD=
Live Load:
LLD=
Total Load:
TLD=
Reactions (Each. End):
Live Load:
LL-Rxn=
Dead Load:
DL-Rxn=
Total Load:
TL-Rxn=
Bearing Length Required (Beam only, support capacity not checked):
BL=
Beam Data:
Span:
L=
Maximum Unbraoed Span:
Lu=
Pitch Of Roof.
RP=
Live Load Deflect. Criteria:
U
Total Load Deflect. Criteria:
U
Roof Loading:
Roof Live Load -Side One:
LL1=
Roof Dead Load -Side One:
DL1=
Tributary Width -Side One:
TW1=
Roof Live Load -Side Two:
LL2=
-=Roof-Dead:Load=Side Two€
Tributary Width -Side Two:
TW2=
Roof Duration Factor:
Cd=
Wall Load:
WALL=
Beam Self Weight:
BSW=
Slope/Pitch Adjusted Lengths and Loads:
Adjusted. Beam Length:
Lad!=
Beam Uniform Live Load:
wL=
Beam Uniform Dead Load:
wD_adi=
Total Uniform Load:
wT=
Properties For: #2- Douglas -Fir -Larch
Bending Stress',
Fb=
Shear Stress:
Fv=
Modulus of Elasticity:
. E=
Adjusted Modulus of Elasticity:
E-Min=
Stress Perpendicular to Grain:
Fc_perp=
Adjusted Properties
Fb' (Tension):
Fb'=
Adjustment Factors: Cd=1.15 CF=1.30 Cr=1.15
Fv':
Fv'=
Adjustment Factors, Cd=1.15
Design Requirements:
Controlling Moment:
2.125 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear:
At a distance d from support.
Critical 'shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
0.02 IN
0.03 IN = U1500
0.06 IN = U913
983 LB
632 LB
1615 LB
0.57 IN
4.25 FT
0.0 FT
4. : 12
240
180
25.0 PSF
15.0 PSF
16.5 FT
25.0 PSF
a1A..0 P.SF
2.0 FT
1.15
10 PLF
5 PLF
4.25 'FT
463 PLF
297 PLF
760 PLF
900
PSI
180
PSI
1600000
PSI
580000
PSI
625
PSI
1547
PSI
207
PSI
M=
1716
FT -LB
V=
1292
LB
Sreq=
13.30
IN3
S=
22.69
IN3
Areq=
9.36
IN2
A=
24.75
IN2
Ireq=
12.30
IN4
1=
62.39
IN4
�l
Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver. 7.01.14
By: Jesse Thomas , Richard Berg Architects on: 12-01-2008
Project: MILLER - Location: 4' WINDOW HEADER
Summary:
( 3 ) 1.5 IN x 5.5 IN x 4.25 FT / #2 - Douglas -Fir -Larch - Dry Use
Section Adequate B 70.5% Controlling Factor: Section Modulus / De th R aired 4.21 In
LOADING DIAGRAM
Span = 4.25 ft
Roof Beam( 2006 International Residential Code (05 ND )1 Vert 7,01.14
By: Jesse Thomas , Richard Berg Architects on: 1-01-2008 : 10:49:49 AM
Project: MILLER - Location: 6' DOOR HEADER
Summary:
( 3 ) 1.5 IN x 7.25 IN x 6.25 FT / #/2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 3.9% Controlling Factor: Section Modulus / Depth Required 7.11 In
* Laminations are to be fully connected to provide uniform transfer of loads to all members
Deflections:
Dead Load:
DLD=
Live Load:
LLD=
Total Load:
TLD=
Reactions (Each End):
Live Load:
LL-Rxn=
Dead Load:
DL-Rxn=
Total Load:
TL-Rxn=
Bearing Length Required (Beam only, support capacity not checked):
BL=
Beam Data:
Span:
L=
Maximum Unbraced Span:
Lu=
Pitch Of Roof.
RP=
Live Load Deflect. Criteria:
U
Total Load Deflect. Criteria:
U
Roof Loading:
Roof Live Load -Side One:
LL1=
Roof Dead Load -Side One:
DL1=
Tributary Width -Side One:
TW1=
Roof Live Load -Side Two:
LL2=
Roof Dead Load -Side Two:
DL2=
Tributary Width -Side Two:
TW2=
Roof Duration Factor.
Cd=
Wall Load:
WALL --
Beam Self Weight:
BSW=
Slope/Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Ladj=
Beam Uniform Live Load:
wL=
Beam Uniform Dead Load:
wD adi=
Total Uniform Load:
wT=
Properties For: #2- Douglas -Fir -Larch
Bending Stress:
Fb=
Shear Stress:
Fv=
Modulus of Elasticity:
E=
Adjusted Modulus of Elasticity:
E-Min=
Stress Perpendicular to Grain:
Fc perp=
Adjusted Properties
Fb' (Tension)':
Fb'=
Adjustment Factors: Cd=1.15 CF=1.20 Cr-1.15
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
3.125 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):.
Area (Shear):
Moment of Inertia (Deflection):
0.05 IN
0.08 IN = U888
0.14 IN = U540
1758 LB
1132 LB
2890 LB
1.03 1N
6.25 FT
0.0 FT
4. : 12
240
180
25.0 PSF
15.0 PSF
20.5 FT
25.0 PSF
10.0 PSF
2.0 FT
1.15
10 PLF
7 PLF
6.25 FT
563 PLF
362 PLF
925 PLF
900 PSI
180 PSI
1600000 PSI
580000 PSI
625 PSI
1428 PSI
207 PSI
M=
4516
FT -LB
V=
2370
LB
Sreq=
37.94
IN_3
S=
39.42
IN3
Areq=
17.17
IN2
A=
32.63
IN2
Ireq=
47.62
IN4
1=
142.90
IN4
Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver. 7.01.14
By: Jesse Thomas , Richard Berg Architects on: 12-01-2008
Project: MILLER - Location: T DOOR HEADER
Summary:
( 3 ) 1.5 IN x 3.5 IN x 3.5 FT / 2 - Douglas -Fir -Larch - Dry Use
Section Adequate Bv;. 67.4% Controlling Factor: Section Modulus / Depth Required 2.71 In
LOADING DIAGRAM
Span = 3.6 ft
Roof Beam[ 2006 International Residential Code (05 NDS)1 Ver: 7.01.14
By: Jesse Thomas , Richard Berg Architects on:
12-01-2008 : 4:39:00 PM
Project: MILLER - Location: 9' GARAGE DOOR HEADER
Summary..
3.5 l!N x 11.25 IN x 9.5 FT / #2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 15.3% Controlling Factor: Section Modulus / Depth Required 10.48 In
Deflections:
LLD=
Dead Load:
LLD=
Live Load:
TLD=
Total Load:
Reactions (Each End):
LL-Rxn=
Live Load:
Dead Load:
DL-Rxn=
Total Load:
TL-Rxn=
Bearing Length Required (Beam only, support capacity not checked):
BL=
Beam Data:
L=
Span:
Maximum Unbraced Span:
Lu=
Pitch Of Roof:
RP=
U
Live Load Deflect. Criteria:
U
Total Load Deflect. Criteria:
Roof Loading:
LL1=
Roof Live Load -Side One:
DL1=
Roof Dead Load -Side One:
TW1=
Tributary Width -Side One:
Roof Live Load -Side Two:
LL2=
Roof Dead Load -Side Two:
DL2=
Tributary Width -Side Two:
TW2=
Roof Duration Factor:
Cd=
Wall Load:
WALL=
Beam Self Weight:
BSW=
Slope/Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Ladi=
Beam Uniform Live Load:
wL=
Beam Uniform Dead Load:
wD_adj=
Total Uniform Load:
WT=
Properties For: #2- Douglas -Fir -Larch
Bending Stress:
Fb=
Shear Stress:
Fv=
E_
Modulus of Elasticity:
E-Min=
Adjusted Modulus of Elasticity:
Stress Perpendicular to Grain:
Fc_perp=
Adjusted Properties
Fb'=
Fb' (Tension)':
Adjustment Factors: Cd=1.15 CF=1.10
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
4.75 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
0.06 IN
0.09 IN = U1272
0.15 IN = Ll168
1544 LB
1014 LB
2558 LB
1.17 IN
9.5 FT
0.0 FT
4. : 12
240
180
25.0 PSF
15.0 PSF
11.0 FT
25.0 PSF
10.0 PSF
2.0 FT
1.15
10 PLF
9 PLF
9.5 FT
325 PLF
214 PLF
539 PLF
900 PSI
180 PSI
1600000 PSI
580000 PSI
625 PSI
1139 PSI
207 PSI
M=
6075
FT -LB
V=
2098
LB
Sreq=
64.04
IN3
S=
73.83
IN3
Areq=
15.20
IN2
A=
39.38
IN2
Ireq=
97.38
IN4
1=
415.28
IN4
Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14
By: Jesse Thomas, Richard Berg Architects on: 12-01-2008
Project: MILLER - Location: 9' GARAGE DOOR HEADER
Summary:
3.5 IN x 11.25 IN x 9.5 FT / #2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 15.3% Controlling Factor: Section Modulus / De th Re aired 10.48 In
Span = 9.5 ft
Richard m Architects P.c
719 Taylor Street
Port Townsend, WA 98368
DECEMBER 1ff', 2008
CLIENT:
MIKE MII.LER
809 MCPHERSON
PORT TOWNSEND, WA 98368
ricliard(kichar bcr ucbite as.co
Phone: (360) 379-8090
Fax (360) 379-8324
BRACED WALL PANEL INSTRUCTIONS - IRC 2006
ALL APPLICABLE SEC 111 O ED..
WALL CONSTRUCTION
TABLE R602.3(1)—continued
FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
SPACING OF FASTENERS
DESCRIPTION OF BUILDING
—
Edges (inches)
Intermediate supports(Inches)
MATERIALS
DESCRIPTION OF FASTENERe ` °
Wood structural panels, subfloor, roof and wall sheathing to framing, and particleboard wall sheathing to framing .
`iYr aa rfY t r iyydr r t,r a
5'y+N 1pra✓ 4a! j ti
ihPy".+A
"t ���' e ry �'
16�kQC 11 l�79dA(Fr idl
)y'),
{
yg
6
.067 coltimori
32
8d common nail (21/; x 0.131")
6
129
It/s"_lt/4
10d common (3" x 0.148") nail or
6
12
8d (21/," x 0.131") deformed nail
Other wall sheathingh
1/2 structural cellulosic fiberboard
11/2" galvanized roofing nail 8d common
6
sheathing
(21/," x 0.131") nail; staple 16 ga., 11/," long
3
23/32 " structural cellulosic
11/4" galvanized roofing nail 8d common
3
6
fiberboard sheathing
(21/2"x 0.131") nail; staple 16 ga., 13/4' long
1/2' gypsum sheathing'
11/2' galvanized roofing nail;
,4 .
;
11/, " long; 11/a ` screws, Tvpe W or 5
13/4" galvanized roofing nail. -:
5/s gypsum sheathing'
8d common (2112"x 0.131") nail; staple galvanized
4
8
15& " long; 1`& " screws, ,Type W or S
Wood structural panels, combination subflocr underlayment to framing
3/4" and 1 § "N .
6d deformed (2" x 0120") nailor,
6
8d common (21/,"x 0.131".)nail
/ 1
s
8dazz1'(21/Z"X0131`)'bail'.�'.,
6
12
8d deformed (21/2" x 0,120") nail
10d co=6n ('3',`,iz 0.148"),nail,ot
6
12
s a
8d deformed (21/ "k 0,) n
'kW
For 5I: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; lksi = 6.895 NTa. -
a. All nails are smooth -common, box or deformed shanks exceptwhereo ise stated. N.Ails usedforfigmingand sheathing connections shall have nunimmmaver-
a e bending yield strengtbs as shown; 80 ksi for shank diameter of 0.192 inch (20d common nil00 ksi for shank diameters larger than 0.142 inch but not larger
than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
b. Staples are 16 gage wire and have a minimum 7/16-inch on diardeter t fown width.
c. Nails shall be spaced, at not more than 6 inches on center at all ,supports urhere spans are 48 inches or greater.
d. Fbur-foot by-8-foot or 4-foot-by-9-foot panels shall be applied wzdcail,y.
e. Spacing of fasteners not included in this table shall be based on Uble 602,3(2).,
f. For regions having basic wind speed of 110 mph or greater, 8d deformed (2i/20'�(b'.12,0) mauls shall be used for attaching plywood and wood structural panel roof
slleathittg to framing wlthin miiulnxutrz 48 iaic distaxace from cnd + ails, i raleaaa roof height, is more than 25 feet, up to 35 feet maximum.
g. For regions having basic wind speed of100mph orless, nails for adaahuhgwon' fttb6tural panel rodisheadiitigtogable end wall framing shalllbespaced6inches
on center.; When basic wind speed is greater than 100 mph, trails for a11966g p`bb i afthetithirf9to intermediate supports shall be spaced 6 inches on center for
mird um 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable cad wall framing.
h. Gypsum sheathing shall conform to ASTii�1 C 79 and shall be insta6En accordhned with G AF253. �iii�riaoard sheathing shall conform to ASTM C 208.
i, Spacing of fasteners on floor sheathing panel edges applies to panel edges §dj$liaihll by framing members and required blocking, and at all floor perimeters only.
Spacing, tai`fasteners on roof sheathing parcel edges applies to panel edges suppooedby franiing members midrequiredblocking. Blocking ofroof or floor sheath-
ing panel edges perpendicular to the g members need not be pr' ovfded cxceptas regiiaeiad by other,pro"Vi,sions of this code. Floorperimeter shall be supported
by framing members or solid blocking.
2006 INTERNATIONAL RESIDENTIAL CODE®
125
WALL CONSTRUCTION
TABLE R602.3(2)
ALTERNATE ATTACHMENTS
SPACING` OF FASTENERS
NOMINAL MATERIAL THICKNESS
DESCRIPTION°,e OF FASTENER AND LENGTH
Edges Intermediate supports
(inches)
(inches'
Inches Inches
Wood structural panels subfloor, roof and wall sheathing to framing and particleboard wall sheathing to framin r
tri , a , r y➢t �I
nr"," ,ila, irrr Pwr i" 3 q rrh" {ar a ryi' ` i!r
'�+`v t ` �?l� 'ta )e a �) r +
v
4 r ,
�i � 8 G
�r,w� f n,
r � yr ai, ,5 r� i °- a I
� �J,
iv
11l
` +,C
L 7r '" 49 Nll 1 �/
c
��; Y r rV �pp
r.M'�,'Y!/
5 r "`. r
"➢ Ihr 11ya
{ A ii�
J a i; / �ry r, i'. iqq r r f t 6 rr q 1
Jr`�� �iR 4 l N'fK l 1 6 i! Y 1.11'N / Y� ': i�IN r m`
/
r ry
rid a"I� NrA
r,
�', " 1
a, ' r ., rlrvl¢!°its die,�r, ¢[ °l fi , e! i ° x
° + r a
Y
0.113 Nail 2
3
6
19/32 and 1/8
Maple 15 and 16 za. 2
4
8
0.097 - 0.099 Nail 21/a
4
8
Staple 14 ga. 2
4
8
Staple 15 ga.13/,
3
6
/3z and 3/a
0.097 - 0.099 Nail 21/d
4
8
Staple 16 ea. 2
4
8
m .wa
Staple 14 ga, 2
14
8
0.113 Nail 21/d
3
6
1
Staple 15 ga. 214,
4
8
0.097 - 0.099 Nail 21/,
4
8
SPACING° OF FASTENERS
Edges
Body of panels
NOMINAL MATERIAL THICKNESS
DESCRIPTION° a OF FASTENER AND LENGTH
,(,inches)
(inches)
(inches)
(inches)
Floor underlayment; 1 ood-hardboard• artioleboardt
Pl ood
11/4 rinb or screw shank, naU—minimum.. 3 6
1/4 and 5/16 1211 ga. (0.09") shmk diarneter
Ste le 18 'a., �/ „3/ crown width, 2 5
11/32 3/815/32, 1/2
11_/g Tang or screw shank nail---liiitlC9r,YiR, m
6
g�
and "A,
"�121/ ¢a. 0.099") shank diameter
11/2 ring or screw shy nail—nnnii ium 6 ,
5/B 23132 and 3/4 1211 ga. 0.099" shank diameter
Stable 16 ga. 11A 6 8
Hardboard'
11/i lon ig-AToovedunderlaymeninefl
6
d r N.
0.200
aIi ° npgatc2ated slzslcer°°" g➢
4d ce .ng, 6
'Staple 18 'a.,'d lost laSti C cDRteq2 3 6
Pa icleiaaard'
4d1pa-d�udderl�
3
6
1/4
'"er , ,
Ste le 1$ a 1/
3
6
6d ring -grooved underlayment nail
6
10
3/
Staple 16 ga., 11/Q long, 3/c crown
3
6
s
6d ring -grooved underla 'rttent nail _.
6
10
1/2 5/B
Staple 16 ga., 1 1R long, 3/a crown
3
6
For SI: 1 inch = 25.4 mm.
a. Nail is a general description and may be T-head, modified round head or round head.
b. Staples shall have a minimum crown width of 7/1e-inch on diameter except as noted.
c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more
than 12 inches on center at intermediate supports for floors.
d. Fasteners shall be placed in a grid pattern throughout the body of the panel.
e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each aay.
f. Hardboard underlayment shall conform to ANSUAHA A135.4.
126 2006 INTERNATIONAL RESIDENTIAL CODE®
WALL CONSTRUCTION
R602.10.1 Braced wall lines. Braced wall lines shall con-
sist of braced wall panel construction in accordance with
Section R602.10.3. The amount and location of bracing
shall be in accordance with Table R602.10.1 and the
amount of .bracing shall be the greater of that required by
the seismic design category or the design wind speed.
Braced wall panels shall begin no more than 12.5 feet
(3810 mm) from each end of a braced wall line. Braced
wall panels that are counted as part of a braced wall line
shall be in line, except that offsets out -of -plane .of up to 4
feet (1219 mm) shall be permitted provided that the total
out -to -out offset dimension in any braced wall line is not
more than $ feet (2438 mm).
R602.10.1.1 Spacing. Spacing of braced wall lines shall
not exceed 35 feet (10 668 mm) on center in both the lon-
gitudinal and transverse directions in each story.
Exception: Spacing of braced wall lines not exceed-
ing 50 feet shall be permitted where:
1. The wall bracing installed equals or exceeds the
amount of bracing required by Table R602.10.1
multiplied by a factor equal to the braced wall
line spacing divided. by 35 feet.and
2. The length -to -width ratio for the floor or roof
diaphragm does not exceed 3:1.
R602.10.2 Cripple wall bracing.
R10:10 �1 aisnaic deslgtt categories other than DZ.
In eisartio esigp Categories other, cripple
walls` shall b lira cdd Frith an amount and type ref bracing
as recgtred for
tine wall above irr accordance with Table
R602.10,1 with the following modifications for cripple
wall bracing:"
1. The percent, bracing Amount as determined from
Table i02 '10.1 shall be increased by 15 percent.
anal'
2. The wall panel spacmg'sb"all be'decreased to 18
feet (54 6 annl)Jhstead'gf 25 feet (7620 miry).
R662. bi 2,2'° ensile ,esig.Cat gory DZ. In Seismic
Design Category" 10,"�r cripple` walls shall be braced in>
accordance with Tails R602;ial. ,
lR6,0.10.2.3jke&i16a'4op of cripple walls. In any
deal 'cute'" ii'` $e walls are ernaitledto b
g pp p
edesrgnated as tbersl,.t9 ailsfopurposes of deer-
�s a1ng wall bractn requirements. Y the cripple walls
Fare redesignated, the stories above the redesignated story
yshall.°be counted as the second and third. stories, respec-
li
vely
"T
�, R�02a;�C� � �t`aced wal� panel cat�lta.�son xnethodsr,Te rrb
f I C 1� 5k J l ✓{ if Y Y I I.
¢Py��,ln; ctrr�strttc`on "'� �PI"at�"e�d`i'�r';ail.� p�1r`'1s �c�be,fn�trac`G"orC�.cLntr G*� �n f.
9�" a6Y'}4 r '' r^n r �rJnyi t(%��''Pl �f Ra °� d8 n �"F Fn '✓ �i4
����ro✓erP@. r�'BinV+ x&r^s,.�� n f.l.�,'V�A a^.ti �., n� rR an id1 r+n;` "tilt a �;, 4�',x�o��ad �b`�d,,.,..r,i.&,,u
. lomrrkal 1-inc -1 y 4-tnclr (25 by 102mm) con-
tinuous diagonal braces let in to the top and bottom
plates and the intervening studs 'or approved metal
strap devices installed in accordance with the manu-
facturer's specifications, The let -in bracing shall be
placed at an angle not more thari 60 degrees (1.06
rad) or less than 45 .degrees (0.79 rad) from the hori-
zontal.
2. Wood boards of 51, inch (16 mm) net minimum thick-
ness applied diagonally on studs spaced a maximuni
of 24 inches (610 rum). Diagonal boards shall be
structural fiberboard sheathing applied vertically or
horizontally on studs spaced a maximum of 16
inches (406 mm) on center. Structural fiberboard
sheathing shall be. installed in accordance with Table
R602.3(1).
.. wl-&.Gypsu mvboard,witha um-!/2 inch (13
ness Iplaced on studs spaced a maximum of 24 inches
(610 mm) on center and fastened at 7 inches (178 mm)
on, center with the size ,nails specified in 'gable
R602.3(1) for sheathing afid Table R702.3.5 for inte-
rior omsurn board.
wwall sheathing panels installed in
tTableR602.3(4).
7.-1'orkland ceh1ent plaster on steads spaced a m urn
of 16 rnites"6 furl„roenter Arad nestled in
accordance �coau R/03 . wt
i°
Hard d panel siwhen installed in accordance
with le R703.4.
Exception: Alternate braced wall panels constructed in
accordance with Section" R602.10.6.1 or R60.10,6.2
shall be permitted to replays y of the above methods of
braced wall panels.
R602,16.'4 Length of brayed panells. For Methods 2, 3, 4,
6, 7 and 8 above, each braced 'wall,panel shall be atleast48
inches (1219 mm) in length, covering a minimum. of three
sp stud spacer wrhere studs aced 16 inches (4q6 ipo) on
center and covermg'd um'of tw€i s �Gi sac s�' ere
studs are spaced 24 inches ('61.0 ilr"' snrderit far method
5 above, each braced"wall parcel ski"a1i' sae ai least 96 clues
(2438 ahrn) in lengt$'r"hore'aplae to one', ace of'araced
wall panel;gpd at lea,sl ,4 incho: (1219 inn) where applied
to both faces;
Ectapt,Ka�a�s:
'I Lengths of braced gall panels for continuous
wood structural panel sheathing shill be in accor-
dance with Section R602.10.5.
2. Lengths of alternate braced wallpanels'shall be in
accordance with Section 11 02.10.0.1 or Section
R60210.6.2.
R602.10.5 Continuous wood structural panel sheathing.
When continuous wood structural panel sheathing is pro-
vided in accordance with Method 3 of Section R602.10.3 on
all sheathable areas of aE exterior walls, and interior braced
136 2006 INTERNATIONAL RESIDENTIAL CODE®
WAIIrL CONSTRUCTION
wall lines, where required, including areas above and below
openings, bracing wall panel lengths shall be in accordance
with Table R602.10.5. Wood structural panel sheathing
shall be installed at comers in accordance with Figure
R602.10.5. The bracing amounts in Table R602.10.1 for
Method 3 shall be permitted to be multiplied by a factor of
0.9 for wall with a maximum opening height that does not
exceed 85 percent of the wall height or a factor of 0.8 for
walls with a maximum opening height that does not exceed
67 percent of the wall height.
R602.10.6 Alternate braced wall panel construction
methods. Alternate braced wall panels shall be constructed
in accordance with Sections R602.10.6.1 andR602.10.6.2.
R602.1.0.6.1 Alternate braced waB panels. Alternate
braced wall lines constructed in accordance With one of the
following provisions shall be permitted to replace each 4
feet (121,9 mm) of braced wail panel asrequiredby Section
R602.10.4. the maximum, heightd minimum width of
1, In one story buildings, each panel shall be
sheathed on one face with 3Ja'-inch-rnini-
mum-thicknaess (10 mm,) wood structural panel
sheathing nailed with 8d common or galvanized
bgx,nails in accordanoe.,with Table R602.3(l) and µ'
blocfl ed at 4, wpod,structural panel sheathing "
edges. Two,,anchor bolts installed in accordance
with Figure 403,1(1) shy be ;provided in each �
anrnl. chorbotlaa belaladed atpatael quarter
poiitts.�,Each pastel erg stud sha have a tie -down J
device'fastened to the foundst on, capable of pro-
yiding an uplift; capacity in accordance with Table
~"602.1.0.6, The !it down device shall be installed
in accordance with the manufacturer's recomrnent-
dations. The panels shall be supported directly on a
foundation or on floor framing supported directly
on a foundation which is continuous across the
entire length of the braced wall line. This founda-
tion shall be reinforced with not less thanone No. 4
bar top and bottom. When the continuous founda-
tion is required to have a depth greater than 12
inches (305 mm)' a minfinum, 12-inch-by-12-inch
(305 man by 305 mm) continuous footing or turned
:down slab edge ispennitted at door openings in the
braced wall line. This continuous footing or turned
down slab edge shall be reinforced with not less
than one No. 4 bar top and bottom. This reinforce-
ment shall be lapped 15 inches (3 81 mm) with the
reinforcement required in the continuous founda-
tion located directly under the braced wall line.
2. In the first story of two-story buildings, each
braced wall panel shall be in accordance with item
l above, except that the snood structural panel
nng edge nailing spacing shall not exceed 4 inches
(102 him) on, center, at least'Iaree anchor bolts
,
TABLE R602.10.5
LEN'OTH REQUIREMENTS FOR BRACED WALL PANELS IN A CONTINUOUSLY SHEATHED WALL4 b.
MINI Q LENisTN OF BRACED WALL PANEL
... _.....
i MAXIMUM OPENING HEIGHT TO THE BRACEt? WALL PANEL
"d - •,. , .
s �-roast t�vaJl 10-foot wall
r fp•ltto�iJall
�of �XT
alt holghtj
48 �.,, �.,
�.
4 u.b.,�,:,,x�
60
1.00
3
36
40
85 ,
24 s,r
27
30
65 �Nt
For Sk I inch = 25.4 ram 1 foot = 305, m M, 1 pound per square foot = 0.0479kPa.
aa. Linear interpolation, shall be permitted,
b. Full-he'fiRi sogmenti to either side of garage openings that support lightframe roofs only, with roof covering dead loads of 3 psf or less shall be per.
witted to have a 4:1 aspect ratio.
c. Walls on either or both sides of openings" -attached to fully sheathed dwellings shall be permitted to be built in accordance with Section R602.10.6.2 and
Figure R602.10.6.2except that a single bottom plate sballbe pernn tted and two anchor boltsshall be placed at ll3' points. In addition., tie -down devices sballrnot be
required and the vertical wall segment shall have a mudmum 6.1 hmi ght-to-width ratan (with heigbt heuag measured from top of header to the bottom of the fill
plate). This option shall be permitted for the first story of vvo-story applicationsin seismk Des�gra Categories A through C.
138 2006 INTERNATIONAL RESIDENTIAL CODE®
WALL CONSTRUCTION
TABLE R602.10.6
MINIMUM WIDTHS AND TIE -DOWN FORCES OF ALTERNATE BRACED WALL PANELS
HEIGHT OF BRACED WALL PANEL
Sheathed Width
SEISMIC DESIGN
CATEGORY AND
TIE -DOWN
8 ft.
oft,
10 ft.
11 ft.
12 k
WINDSPEED
FORCE (lb)
2' - 4"
2'- 8"
2' - 8"
3' - 2"
3' - 8"'
SDC A, E, and C
R602.10.6.1, Item 1
1800
1800
1800
2000
2200
Windspeed < 110
mph
R602.10.6.1, Item 2
3000
3000
3000
3300
3600
Sheathed Width
2"!- 8"
2'- 8"
2'- 8"
Note a
Note a
SDC Do, DI and
DZ Windspeed <
110 mph
R602.10.6.1, Item 1
1800
1800
1800
—
R602.10.6.1, Item 2
3000
3000
3000
—
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Not permitted because maximum height is 10 feet
1 fact = 304.8 mm, 1 pound = 0.454 kg.
140 2006 INTERNATIONAL RESIDENTIAL CODE®
WALL CONSTRUCTION
studs. The bearing studs shall also have A tie,dow �11;
'A
ith a
'Idevice" tened to the foundation wi
'Icapacity of, not less than 1000 pounds (4448 N).
Tile tie -down devices' shall be an embedded
t
14strap type, installed in accordance with the manu-
ac er s recommendations. The panels shall be;
111 si ipported directly ort A foundation ,wli ich is con-
ous across the entire lftlith of ihebrac6d wall
il' The f6bndatioii shall be, reilif6iced with not
ubp 3,00e No. 4 bar top
efe,the continuous foundation is required to
,have alde'p'th greater thari 12, inches (305 mm,
p M� 2- %5 by 305 riunimo I inch -by-, 12-inch, , ,
mru) continuous footing or turned down slab, Cdge
op6nings"In 4h braced, wall
xcep on: M j"isriot required behind hori2ontal
joints in Seismic Design Categories A and B and
detach6d dweilings n' � Seismic Design Category C when
constructed in"i6coidance with §ecti , on R602.1031
braced -wall -panel construction method 3 and Table
R602,10.1, method, 3, or where permitted by the manu-
facturer's installation
ion requirements for the specific
sheathing material.
R602.10.8 Connections. Braced wall line sole plates. shall
be fastened to the ff6oi framing and top'plates shall be con-
nected to the framing bove in accordance with Tible
R602.3(l). Sillss, h,Z$6 fastened to the foundation or slab in
61daiil01, 10, 8�
ac r , ' wi ons R403.1.6 and R602-1 I. Where
jois are'perpendiculk to the braced wall lines above,
blocking shall be provided under and in line with the braced
wall panels. Where joists are perpendicular to braced wall
lines below,blocking shall be provided over and in line with
the braced wall panels. Where joists are parallel to braced
wall lines above or below, a rim joist or other parallel fram-
ing member shall be provided at the wall to permit fastening
per Table R602.3(1).
R602.10.9 Interior braced wall support. In one-story
buildings located in Seismic Design Category D, interior
braced wall lines shall be supported on continuous founda-
tions at intervals not exceeding 50 feet (15 240 mm). In two-
story buildings located in Seismic Design Category. D, all
interior braced wall panels shall be supported on continuous
foundations.
Exception: Two-story buildings shall be permitted to
have interior braced wall lines supported on continuous
foundations at intervals not exceeding 50 feet (15 240
mm.) provided that:
1. The height of cripple walls does not exceed 4 feet
(1219 mm.).
2. First-floof braced wall panels are supported on
doubled floor joists, continuous blocking or floor
beams.
3. The distance between bracing lines does not
exceed twice the building width measured parallel
to the, braced wall line.
R602.10.10 Design of structural elements. Where abuild-
ing, or portion thereof, does Mi comply with one , q r more of
the bracing requirements in this section, those portions shall
be designed and constructed in accordance with accepted
R602.10.11 Bracing in Seismic Design Categories Do,
D, and D, Structures located in Seismic Design Categq,-
ries"bo, Dj'and D2 shall have exterior and interior braced
wall bmef.
R602.10.11.1 Braced wall line spacing. Spacing
between braced wall lines in each story shall not exceed
25 feet (7620 nun) on center in both the lonsitudinaLand
transverse directions.
Exception: 11a one- and two -stork buildirigi, spacing
between two adjacent braced, wall lines shall not
exceed 35 feet (10 363 mm.) on center in order to
accommodate, one single room not exceeding 900
square feet (84 m2) in each dwelling unit. Spacing
between all other braced wall lines shall not exceed 25
feet (7620 min). --
10011 0.111.2 Braced wall panel, location, Exterior
braced wall lines
nes shall have a braced wall panel at each
end of the braced wall line.
Exception: For braced Wall panel constniction
Method 3 of Section R602,10.3, the braced wall panel'
shall be permitted to begin no more th n, mi (2438
min) from each end of the braced wall line provided
the following is satisfied:
1. A mininium, 24-inch-wide (610 min) panel is
applied to each side of the building, comer and
the two 24-inch (6 10 mm) panels at the comer
shall be attached to, framing in accordance with
Figure R602.10.5; or
2. The end of each braced wall panel closest to the
comer shall have a tie -down device fastened to
the stud at the edge of the braced wall panel
closest to the comer and to the foundation or
framing below. The tie -down device shall be
capable of providing an uplift allowable design
value of at least 1,800 pounds (8 kN). The
tie -down device shall beinstalled inaccordance
with the manufacturer's recommendations.
2006 INTERNATIONAL RESIDENTIAL CODEQO 141
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538967
I II Page: 1 o f 5
11/25/2008 11:56A
Jefferson County Aud MICHAEL MILLER COv 46,00
AFTER RECORDING RETURN TO:
City of Port Townsend
250 Madison, Suite 3
Port Townsend, WA 98368
NO PROTEST REAL PROPERTY COVENANT AGREEMENT
Reference documents. -
GRANTORS: Michael S. Miller, a single man
809 McPherson Street
Pt. Townsend, WA 98368
GRANTEE: City of Port Townsend, a Washington municipal corporation
THIS NO PROTEST REAL PROPERTY COVENANT AGREEMENT is made by the City
of Port Townsend, a Washington municipal corporation, 250 Madison Street, Port Townsend,
WA 98368, under the laws of Washington State, (City or Grantee), and Micha l Via, Miller,
(Grantor), ^% J lw [ LigrA�)t ° et, Port Townsend, Washington 98368, and shall be effective as
set forth in paragraph 11. "Grantor" own the following described real property located in Port
Townsend, Jefferson County, Washington, more commonly known as:
809 & 821 McPherson Street
Port Townsend, WA 98368
Legal description; Lots A A, B o the Michael � V. Miller Short Plat, found in Volume �
of Short Plats, paged , records of Jefferson County, Washington.
Original Jefferson County Assessor Tax No. 948-332-201 (hereinafter the "property" or
"properties").
NO PROTEST REAL PROPERTY COVENANT AGREEMENT- Page 1
538967
Jefferson Count III
111JI11111111
Page: 2 of 5
v Rud MICHgEL MILLER 11/25/2P�08 11:58R
Cov 46,00
RECITALS
1. Pursuant to Port Townsend Municipal Code (PTMC) Titles 12 and 13, the Grantor
applied for a Short Subdivision (Short Plat) approval that would normally require
construction of certain right-of-way improvements as a condition of final short plat
approval.
2. The Public Works Director or designee (Director) has agreed to approval of the two (2)
lot short plat along an existing substandard street that was constructed to less than the
current minimum street standards in the City's Engineering Design Standards (Local
Access Street, Design Detail T-5). Under the authority of PTMC 12.04.140.N and the
Engineering Design Standards, the Director may grant a waiver from construction of
frontage improvements at the time of final short plat approval if they can better be
constructed in the future through an area -wide improvement district.
3. The current Engineering Design Standards for new residential streets require concrete
curb and gutters, paved asphalt roadway and catchbasins and enclosed piping for
stormwater control.
4. Per PTMC 12.04.140.N in consideration of the City agreeing to waive the requirement to
construct the street to full standards as part of the Short Plat approval, the Grantors desire
to voluntarily enter into this Agreement with the City not to protest the formation of a
Local Improvement District (LID) or Utility Local Improvement District (ULID) to
construct the street, sidewalk and stormwater improvements, and non -motorized
transportation improvements per city standards as described in this Agreement, and
further agree to join in any proposed petition for such LID or ULID for the purposes
specifically set forth below. Grantors agree that the public improvements to be made in
connection with such LID or ULID will specifically benefit the Grantors' property.
5. Section 35.43.180 RCW, describes Grantors' rights to protest formation of an LID or
ULID; and Section 35.43.182 RCW, provides for waiver of protest and limits on
enforceability of such waivers. The Grantors acknowledge and warrant that Grantors
have had the opportunity to review those laws and this Agreement with independent legal
counsel of Grantors' choice.
NO PROTEST REAL PROPERTY COVENANT AGREEMENT- Page 2
538967
Page: 3 of 5
11/25/2008 11:58A
Jefferson Countv Aud MICHAEL MILLER COV 46 00
NOW, THEREFORE, in consideration of the mutual covenants and benefits set forth in
this Agreement, the City and Grantors agree as follow:
AGREEMENT
1. Area. The area in which the Grantors' property is located and for which an LID or ULID
may be proposed or formed (hereinafter "improved area") is described as follows:
Lots A & B of the Michael S. Miller Short Plat, found in Volume 5- of
Short Plats, page, records of Jefferson County, Washington, including McPherson
Street between Sims Way (SR 20) and 9th Street, and Port Townsend Drainage Basin
, and/or other boundaries as may be determined by the City to best implement the
area -wide improvements.
2. Improvements to be financed. The improvements to be financed by the LID or ULID
(hereinafter "public improvements") include the following:
Street, Drainage and Frontage Improvements, including, but not limited to: concrete
curb and gutter and asphalt paving; sidewalks, pathways or other pedestrian facilities;
catch basins and drainage pipe; regional systems for stormwater detention and treatment
all installed to adopted City standards at the time the improvements are made.
3. Obligation to join petition. In accordance with PTMC Titles 12 and 13 as now or later
amended, and RCW 35.43.180 and 35.43.182, the Grantors hereby obligate themselves,
Grantors" heirs, personal representatives, successors and assigns to join in any valid
petition for the formation of an LID or ULID for the public improvements which may be
proposed to be established within or for the area.
4. Waiver of right to protest. In accordance with PTMC Titles 12 and 13 and
RCW 35.43.180 and 35.43.182, the Grantors for themselves, Grantors' heirs, personal
representatives, successors and assigns agree not to protest the establishment of such LID
or ULID for the public improvements for the area and serving the Grantors' property,
whether proposed by petition or by resolution of the City Council of Port Townsend, or
by both such petition and resolution.
Pursuant to RCW 35.43.182, this waiver shall not constitute a waiver of any right of the
Grantors, Grantors' heirs, personal representatives, successors or assigns, to object to the
Grantors' individual assessment (including the determination of special benefits allocable
to the property), or to appeal to the Superior Court the decision of the City Council
affirming the final assessment role.
5. Power of Attorney to execute petition. Grantors agree that if Grantors, Grantors' heirs,
personal representatives, successors or assigns refuse to join in a proposed petition for
such LID or ULID after five (5) calendar days written notice from the City, the Director
NO PROTEST REAL PROPERTY COVENANT AGREEMENT- Page 3
538967 .
IIIPage: 4 of 5
11/25/2008 11:58A
Jefferson County Aud MICHAEL MILLER COV 46.00
shall have the right, power and authority to sign the petition for and on behalf of the
Grantors, Grantors' heirs, personal representatives, successors and assigns as it pertains to
the property, and Grantors hereby designate and appoint the Director as their attorney -in -
fact for such purposes and with such powers and authority. The power shall be deemed to
be coupled with an interest and therefore irrevocable throughout the term of this
Agreement.
6. Binding effect. This Agreement shall be binding upon the Grantors, Grantors'.heirs,
personal representatives, successors and assigns.
7. Covenant to run with the land. The obligations and agreement contained in this
Agreement are acknowledged and declared to be covenants running with the above -
described land and shall be binding upon the Grantors, Grantors' heirs, personal
representatives, successors and assigns.
8. Attorney fees. In the event of any action brought to enforce the terms of this Agreement,
the prevailing party shall be entitled to recover its reasonable attorney fees, costs and
disbursements awarded by the court.
9. Recordation. Upon execution by all signatories of this Agreement, the City shall record
this Agreement with the Jefferson County Auditor's Office. A completed
stamped, recorded copy shall be forwarded to the Grantors.
10. Entire Agreement. This written Agreement contains the entire agreement of the parties,
and there is no other written or oral representation or agreement between the parties,
except as contained in this Agreement. Any modification of this Agreement shall be in
writing and signed by the Director and by the Grantors, Grantors' heirs, personal
representatives, successors, or assigns.
11. Effective date and term. This Agreement becomes effective upon the signatures of both
parties. The term of the Agreement shall be ten (10) years from its effective date.
NO PROTEST REAL PROPERTY COVENANT AGREEMENT- Page 4
T-
.vf
0H Low'
1 M<--pHe)zs-6H S i
kI g
3000 WATTS TO 34,000 WATTS 0 _ -__„
o Open Coil Element • Silent Contactors
• Efficiency Motor • Sequenced Elements
o Dual Inlet Squirrel • 60 Amp Disconnect
Cage Blower Protection
• Manual Reset Limits on 20
• 3-Speed Blower Motor KW and Larger
• 24 Volt Control Insulated Outlet
• Horizontal or Vertical 16" x 20" x 1" Inlet Filter
Mount • Thermally Protected Motor
• Ni-Chrome Elements • Galvanized Steel
• Fan Relay Construction
• Control Options • Baked Enamel Finish
}
Contractor shall supply and install, KFS-Series electric furnaces,
manufactured by King Electrical Mfg. Company. Furnaces shall be
of the wattage and voltage as indicated on the plans.
Transformer: Each furnace is equipped with a heavy duty low volt-
age (24 Volt) transformer for the thermostat control circuit.
Contactor or Time Delay Sequencer: Actuates heating element
banks at random intervals to minimize electrical surges in compli-
ance with EEI and NEMA standards.
Heating Elements: Quick heating long life nichrome elements are
sized to provide proper watt density for maximum heat dissipa-
tion by fan forced air convection currents.
Terminal Block: For Field Wiring (Optional Special Order) KFSTB
Air Filter: Convenient access for replacement of standard 16" x 20"
x 1" filter.
Motor: Long life thermally protected, permanently lubricated, direct
drive motor - no belts to adjust or slip. This low noise three speed
www.king-electric.com
SERIE ........ . . --
The KFS Series furnace is the most com-
pact residential unit in its' class. Quiet opera-
tion makes it a great companion. Multi -posi-
tion mounting allows you to put it almost any-
where it will fit. If its' .commercial, residential,
or process heating, this air furnace will do the
job and give years of excellent maintenance -
free service.
y 1��
on�tr�s!i?il� F�oor Rase
Fan !;r; K�SSR
Y
fa
4
motor is designed for use with air conditioning capability as well
as heating.
Overcurrent Protection: 60 Amp Circuit breakers may be built in
to comply with code requirements and offer ultimate safety in
overcurrent protection. Front mounted for easy reset. Multiple
circuits or single power source options.
Limit Control: Integral automatic high temperature limit control in
each heating element bank prevents the delivery of air at unsafe
temperatures, 20-35 KW use a manual reset hrnit contrpl,tom
pleteIy shut the furnace off should rt u v fir( wperaturq, 10cc ir, t
Fan Relay: Heavy duty dual speed f ure!arjaym,_fte';ath`,1
furnaces for air conditioning or sum f operation.
Mobile Home Bracket: (Optional)
Unique Fan Orifice: Louver directs (r c, all heating elements
and sidewalls evenly insuring Iongp Gift; peu ormance, No insula-
tion necessary.
0
Low Voltage Terminal Block: 24 V It Control,
96 .ter �� , a P KING ELECTRICAL MFG. CO. • 9131 10TH AVENUE SOUTH • SEATTLE, WA 98108 • TEL: 206.762.0400 • FAX: 206.763.7738
1-/\ f �**2,4 10 -- .1 ici Koj z4o v 4 53503
r� M
I k i n
KFS202OA-1
KFS I Series
208 Volts
20 Kilowatts
A 1/5 HP Motor
1 1 or 3 Phase
OKF - No Circuit Breaker(s)
S23-6
i
1E30-910 it
115 38030 3,4 f.7 775 570 860 630 1000 735
1/3 38230 3.1.2 1100 810 1250 920 1540 1130
........ _
11w L1285
2 38030 381250 920 1540 1130 1750
.-- ...... ....W.......
MOTOR WIRE COLOR RED BLUE BLACK
Air Volume= Cubic Feet Per Minute (CFM)
Air Velocity=Feet Per Minute (FPM)
1E30-910
24V Wall Stat, Range 50' to 907
19000
S23-6
Subbase for 1E30-910 to Operate Fan
19006
QOU14100BAL
*4 Pole Jumper Bar - 15KW to 20KW
20185
QOU16150BAL
*6 Pole Jumper Bar - 25KW to 30KW
20184
KFS-MB
Mobile Home mmMounting Bracket
20183
KFS-SB
Non-Combustable Floor Base
20182
KFS-Q02C
Small Cooling Cabinet
20181
bs
KFS-Q03C
9a Cooling Large Cabinet
20180
18"L x 22"W x 19/::"H - 15 I bs
KFS-DT
WW_
Transition from 14" x 14" Outlet to 12" Round
- ........................tl
20187
*For Single Strike
Connection
KING ELECTRICAL MFG, CO. • 9131 LOTH AVENUE SOUTH • SEATTLE, WA 98108 • TEL: 206.762.0400 • FAX: 206.763.7738 ' . Qfi� ,, Q EII 97
' wwwAng-electtic.com
r i r r 380V 30 Heaters are available in most KW ratings..
I Ili j/ f
/ �
/ <<Il .r ; � � 1 111 1 1 ,, ��i I l ,,, ; „• � Ir l J� ///
/%
1 l 1 I I
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KFS2003-1 1 3 10,2 208 17.8 20 #10 1 208 1/5 12° 11° 9° Dim. A 57
.............
KFS2404-1 1 4 13.6 240 20 20 #10 1 240 1/5 16° 15° 13° Dim, A 57
........ _.
KFS2005 1 208 27.2 40 #8 206
KFS2405-1 1 5 17„1 240 24.2 30 #10 1 240 1/5 20° 18° 161 Dim. A 57
KF4805-1 480 12.1 15 #14 480
KFS2006 1 1 6 20.5 208 32,2 40 #8 2 208 1/5 24 22 -1 19° Dim. A 57
KFS2010-1 208 51.4 60 #6 208
KFS2410-1 1 10 34.1 240 45 60 #6 2 240 1/5 41° 37° 321 Dim, A 65
"'-Kr4810-1 480 22.5 30 #10 480
KFS2412-1 240 51.3 70 #8 #10 240
KF4812-1 1 11.5 39,2 480 25.7 40 #8 2 480 1/5 47° 42° 36° Dim. A 65
KFS2015-1 208 75,5 40 60 #8 #6 208
KFS2415-1 1 15 51.2 240 65.9 30 60 #10 #6 3 240 1/5 611 551 471 Dim. A 74
KF4815-1 480 32 9 50 #6 I 480
,...... ........ ...._ . ....... ... �10
_. .� .... _.... .........
KFS2418-1 240 75,2 0 60 #8 #6 240
1 17.25 58 $ i 3 1l5 70° 63° 55° Dlm. A 74
KF4818-1 i 480 37,6 #6 LL80
................
KFS202OA-1 208 99,5 60 60 #6 #6 208
KFS2420A-1 1 20 68.3 240 86,7 60 60 #6 #6 4 240 115 81° 73° 631 Dim, B 76
KF4820A_-1 480 43,4 60 _ #6 480
KFS2020-1 208 99.4 60 60 #6 #6 208 -
KFS2420-1 1 20 68.3 240 86.5 60 60 #6 #6 4 240 1/3 57° 511 411 Dim, B 76
KF4820-1 480 43.4 60 #6 480
KFS2422-1 240 96.9 60 60 #6 #6 240
KF4822-1 1 22.5 76.8 480 498.6 60 #6 4 480 1/3 57° 510 41° Dim, B 76
KFS2025-1 208 123,4 30 60 60 #10 #6 #6 208
KFS2425-1 1 25 85.3 240 107.4 30 60 60 #10 #6 #6 5 240 1/3 721 631 51° Dim. B 81
KF4825-1 480 53,8 20 60 #'12 #6 480
.___. - - ......
KFS2030-1 208 147„4 60 60 60 #6 #6 #6 208
KFS2430-1 1 30 102.4 240 128.2 60 60 60 #6 #6 #6 6 240 1/3 861 76° 621 Dim. B 85
KF4830-1 480 65,7 30 60 #10 _#6 480
KFS2435 1 240 146.9 •••1.5••.�
60 60 60 24
KF4835 1 �... 34 4$0 73,6 40 60 .�. •••••��#$ #6 480.1(3...-gg° 87° 71° Dim. B 85
-.�...�-.
..........
5 117,7 #14 #6 #6, #6
Ell
/
KFS2405-3 240 15,4 20 240
KF4805-3 3 5 17.1 480 7.7 10 #10 3 480 1/5 30° 25° 20° Dim. A 74
KF2009-3 3 9 30,7 208 28.3 40 #8 3 208 1/5- 37 33°.........3........,
KFS2009-3 ° 8° Dim. A 74
-
10.....W. 34.1 ................ 40 ...a......................................3........., 1/5 41° 37° 32° Dim. A 74
KFS2410-3 240 27.4 240
KF4810-3 480 13.7 480
KF2012-3 3 11,25 38.4 208 34.6 40 #8 3 208 1/5 461 41° 35° Dim. A 74
KFS2012-3
KFS241 - 3 3 12 40.9 480 16.1 40 #8 3 480 1/5 49° 44° 38° Dim. A 74
KF4$12-3 480 16.1 480
KFS2015 3 208 43.5 60 #6 208
KFS2415-3 3 15 51.2 240 45 50 #6 3 240 115 610 550 47° Dim. A 74
KF4815-3 480 21.4 30 #10 1 480
.. ...
KFS2418-3 3 17240 44.8 _ 60 #6 240 .... .�,� 3 1/5 701 631 551Dim. A 74
KF4818-3 ,25 5$ 8 480 22.4 40 #8 480
.. .._.........__.. _..... ...._._...................... . ..... ..........._
KFS2420 3 3 20
...
68.3 240 51,3 70 #6 4 240 113 57° 51° 411 Dim, B 74
KF4820-3 3 20 68.3 480 25,7 30 #12 4 480 1/3 57° 511 41° j Dim, B 76
KFS2022-3 3 22.5 76,8 208 65.6 100 #3 6 208 1/3 640 560 461 1 Dim. B 85
3 24 81.6 6 1/3 69° 611 49° Dim ^ B _.
KFS2424-3 240 60 9 I 75 #4 240 85
KF4824-3 480 30.5 50 #6 480
.� ... _ _ ........... .......... .�
KFS2030 3 208 86.5 110 #2 208
KFS2430-3 3 30 102.4 240 75.3 100 #3 6 240 1/3 86° 76° 621 Dim. B 85
KF4830-3 480 37,3 50 #6 480
KFS2434-3 3 34.5 117.7 240 86 2 110 #2 6 240 1/3 99° 87° 710 Dim. B 85
480 43 60 #6 480
98 „ . � ,,, OL KING ELECTRICAL MFG. CO. • 9131 1 OTH AVENUE SOUTH • SEATTLE, WA 98108 • TEL: 206.762.0400 • FAX: 206,763.7738
King
EIrctirc.
1:: u rinaces
D oopnf I omr
ApplicAtkm
0
UPFLOW
Downflow requires sub DOWNFLOVV
base KFSSB in
combustible floating
installations like
wood subfloor.
IN
I F 11
Q02
LENGTH WIDTH HEIGHT WEIGHT
Q02( 16 22 19.5 13
003( 18 22 19.5 15
-------------------- - ------- ---- -
Mobile Harris Bracket
Unique Fan Orifice (Optional)
Louver directs all, over all heating
laments and sidewalls evenly insuring
longer life performance. No insulation
necessary. ---------------
Low Voltage
Terminal Block
T ansformer
Each furnace is equipped with a heavy
duty low voltage (24 voit) transformer
for the thermostat control
circuit
Contactor or I
Time Delay Sequencer >
Actuates heating etemunl b,,,,nl
random jmex,45 to nrilinj
,�Irgqoa in oonlplhwrbr�ew
and NFMA atrindords
rr ,�e p"
, P—rittl mean,
Quick heating long life nichrome
elements are sized to provide proper
wait density Ing rumOrnimn heat
dppld ipafloll by iall Inroad ail'
convection currents
Terminal Block
For Field Wiring
(Optional Special Order)
KFSTB-
/ /F Rela
an
Heavy clUty, dual speed
fan relay may be ordered
with furnaces for air
conditioning or summer fan
7 Limit Control
Integral autornatic, high temperature
limit control in each hearing element
bank prevents the delivery of air at
unsafe temperatures 20-35KW also use
a manual reset limit control to
completely shut the furnace off
should an overtemperature
condition occur,
Overcurrent Protection- 60 Amp
Circuit breakers may be built In In comply
with code requirements and offer ultimate
safety in overcurrent protection Front
mounted for easy reset. Multiple circuits
or single power source options,
Motor
Long life thermally protected, permanently
lubricated, direct drive motor no belts to
adjust or slip, This low noise three speed
motor is designed for use with air conditioning
capability as well as heating
Air Filter
Convenient access for replacement
of standard 16" x 20" x 1"filter
KF Series has terminal block
only, used when total current
is under 48 amps
KFS-DT
F)uct"l ranslfion
KING ELECTRICAL MFG. CO. - 9131 10TH AVENUE SOUTH - SEATTLE, WA 98108 - TEL: 206.762.0400 - FAX: 206.763.7738 1� iie - 0% " Q OL 99
If you are a consumer interested in having work done by a contractor, this brochure can help
you by:
• Explaining how the Washington state contractor registration program works.
• Describing how the contractor registration law protects consumers.
• Outlining the requirements for contractors.
Washington state law requires all contractors
to be registered. General contractors must
maintain a $6,000 bond and specialty
contractors must maintain a $4,000 bond.
(Specialty contractors are those who participate
in no more than two trades and do not
subcontract work to other contractors.)
It is against state law for any contractor to
submit bids or perform any contracting work
without being registered with the Department
of Labor and Industries. It also is illegal for
contractors to advertise without including their
12-character contractor registration number in
the advertisement.
The contractor registration law exists to
protect consumers from incompetent and/or
fraudulent contractors.
Requiring contractors to be bonded gives
consumers some financial protection against
unsatisfactory or incomplete work. Dissatisfied
consumers may take civil action to obtain
restitution by taking action against a contractor's
bond in Superior Court.
The law also requires contractors to carry
insurance for property damage and public
liability. It also ensures that contractors have a
current Unified Business Identifier (UBI)
Account Number and Federal Employer
Account Number.
Any correspondence you send to a contractor
should clearly state that bids will not be accepted'
unless the contractor provides a valid registration
number.
While the law does not guarantee perfect.
performance, it improves the likelihood that
the contractor does competent work.
Registration
A maximum $3,000 fine and a misde-
meanor infraction can be levied against any con-
tractor who performs work or submits a bid with-
out being registered with Labor and Industries.
7. Unpaid workers can place a lien on your
12 tips toremember
property.
8. When problems arise, your only recourse is a
1. Make sure your contractor is properly
lengthy and costly civil action — if there are
registered.
any assets of value to attach, and if you can
2. Be wary of contractors who ask you to
find the contractor.
pickup the building permit.
3. Plan your project carefully, including
Insurance protection
detailed plans, if necessary.
4. Try to get at least three written bids on
Contractors are required to carry at least
each job.
$20,000 in property damage insurance coverage
5. Ask contractors for references.
and $100,000 in bodily injury or death insurance.
6. Ask what inconveniences might arise.
You are encouraged to verify the contractor's
insurance coverage with his or her agent, as the
7. Obtain a written contract.
department's records may not reflect current
8. Make sure you understand the terms:
coverage.
before you sign anything.
9. Be cautious about paying for work not yetinformation-
completed.
10. Put all change orders in writing.
The Labor and Industries contractor registration
11. Make frequent inspections and consult
information line
your local building department.
1-800-64,E-0982
12. Avoid makingfinal payment until you
have received a lien release from .
operates weekdays from 8 a.m. until noon and 1 to
suppliers and subcontractors.
5 p.m., excluding state holidays. The information
line allows you to check whether commercial and
resi-dential contractors are registered and properly
bonded.
RisKs • liabilities
Our staff can tell you if the contractor currently
- -
is registered, if action against the bond is pending,
When hiring an unlicensed contractor and acting
or if legal acton has been taken against the
as
your own contractor:
contractor's bond in the past.
1.
You are responsible for the medical and time
We also can tell you how long a contractor has
loss costs of employees injured while working
been registered.
on your project.
Labor and Industries is an Equal Opportunity and Affirmative
2.
You may be liable for all unpaid taxes.
Action employer. The department complies with all federal rules and
regulations and shall not discriminate on the basis of race, color,
3.
Your homeowner's insurance may not cover
y
national origin, sex, creed, marital status, sexual orientation, age,
religion or disability as defined by applicable state and/or federal
work done by an unlicensed contractor.
regulations or statutes.
4.
The law requires complete disclosure of all
work that has been done on your home, if you
resell. You may be required to do work over
again that has been done without permits, or
inspections. Non -disclosure can lead to civil
action being taken against you.
l m
V
5.
You may be placing yourself and your family in
a life -threatening situation, especially when hir-
OWNER SIGNATURE
ing unlicensed people to install plumbing, elec-
trical wiring, heating systems or wood stoves.
6.
Suppliers can place a lien on your home for
non-payment of materials by your contractor.
Receipt Number. 09- 197
P; aiPt Data.,
0312612060
Cashlar; T Pa erlPPyae; came: MILLER i" ICHAEiL
- - - - ----- - - - -----------
-- .... ....
Original Faa
Amount
Foe
Permit#
Paraai
Faye Descriptiort
Amount
PaidBalance
BLD08-254
948332212
Site Address Fee
$3.00
$3.00
BLD08-254
948332212
Building Permit Fee
$979.75
$979.75
$0.00
BLD08-254
948332212
Energy Code Fee - New Single Family
$100.00
$100.00
$0.00
BLD08-254
948332212
Mechanical Permit Fee per Dwelling Ui
$150.00
$150.00
$0.00
BLD08-254
948332212
Plan Review Fee
$636.84
$486.84
$0.00
BLD08-254
948332212
Plumbing Permit Fee per Dwelling Uni
$150.00
$150.00
$0.00
BLD08-254
948332212
State Building Code Council Fee
$4.50
$4.50
$0.00
BLD08-254
948332212
Technology Fee for Building Permit
$19.60
$19.60
$0.00
BLD08-254
948332212
Record Retention Fee for Building Per
$10.00
$10.00
$0.00
08-1100
12/15/2008 Plan Review Fee
F"aymat
�aak Payment
Vkhod
m a omit
CHECK
..__ ._
3023 $ 1,903.69
Total: $1,903.69
Total: $1,903.69
fstory
aunt Pant' P"armit
$150.00 BLD08-254
genpmtrreceipts Page 1 of 1
OAT.�,��
b Receipt Number: 08 J
�'uvris*�
Recelpt`Date: 1211612008 I ashler: FRONTDI k PayO1Pay d+l' t"r1e. MILLER MICHAEL'
Original Fee Amount se
Perm It # Parcel Fee _Description Amount Paid' �ce
BLD08-254 948332212 Plan Review Fee $150.00 $150.00 $0.00
Total: $150.00
Receipt Receipt DateFee Description Amount Paid Permit
Paym ant Check Payinanit
Method Number Amount.
CHECK 2991_ $ 150.00
Total $150.00
genpmtrreceipts Page 1 of 1
City of Port Townsend Development Services Department
Zenve Notice
PERMIT NUMBER
JOB LOCATION OWNER
ATION —_�__���
Inspection of this structure has found the following
You are hereby notified that no more work shall be done upon these premises until
the above violations are corrected, unless noted otherwise. When corrections have
been made,
call for inspection.
Date /�:aI C Inspector, ` c
—_.
DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294
THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE
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,pORT r'o 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: 7 6 � PERMIT NUMBER:
SITE ADDRESS:
..
CONTACT PERSON: PHONE:
TYPE OF INSPECTION:j _.... .......... __�
."" ....... . . . . .... .... .
sup
❑ APPROVED ❑ APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
Inspector ...._ 1' .. m mm�t :... _._.... Date
c i owledgement
Date
❑ NOT APPROVED
Call for re -inspection before
pr�ceetlin�
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.
VOWCITY OF PORT TOWNSEND
Tp
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:
M t"
SITE ADDRESS: ° ......
PROJECT NAME: CONTRACTOR:
CONTACT SON: PHONE:
TYPE of INSPECTION. (AJ� ��a i G
w,
""❑ APPROVE"' ❑ APPROVED WITH ❑ Ni: T APPROV III,113
"„. CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
.....�.. . Date b 4) 9,
Inspector "'_ _
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.
CITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG
PERMIT # W �mmm DATE RECEIVED'
SCOPE OF WORK:
n� M
(' atLLA CY
PATE_
4
ACTION
ENTERED INTO CHE_
INITIALS
CHECKED FOR COMPLETENESS
o
c
i 2 p
(%..................
a�l�lN.�..
n
--
.
:... �................. ....... ............
............ "
_...........
17
....
��... ..........................
...
.... ................
.._ T _._._. _ _..............
.. .............w_
_.._.... .......... _.._
._.. ............... .... �.
Zoning:
IT
Setbacks OK?
�.
Lot Size:
Building Size:
.. .....
_...................
A
_IT
( "°
......_u ___ww....
Lot Coverage:
_------
4 .. dad
FAR OK?
...............
__._.....
_.. .........._..
Height OK?
_..._ ...........................................................
............. _... __w
Parking OK?
......_ .......... _ __ _.�......._
.._...-
Critical Area?
Demo?
_.... .......................... _
_.
Historic Rev?
_ ........ .___ ......... ...... .......................... .....
..._.........
Notice to Title?
Lots of Record?
.__�............_ --. . . . ................... ...
_...
Inspection Report
Project
.. :�._.. _.� ��.. Permit