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Receipt Number:
BLD07-235
BLD07-235
BLD07-235
BLD07-235
BLD07-235
BLD07-235
BLD07-235
BLD07-235
BLD07-235
07-0997
CHECK
$969.90
$29.84
$100.00
$4.50
$1s0.00
$150.00
$1,492.15
$10.00
$3.00
Total:
$0.00
$o.oo
$o.oo
$o.oo
$0.00
$0.00
$0.00
$0.00
$o.oo
949200016
949200016
949200016
949200016
949200016
949200016
949200016
949200016
949200016
11l2Ol2OOT Plan Review Fee
2861
Total
Plan Review Fee
Technology Fee for Building Permit
Energy Code Fee - l,lew Single Famil
State Building Code Council Fee
Plumbing Permit Fee per Dwelling t
Mechanical Permit Fee per Dwelling
Building Permit Fee
Record Retention Fee for Building P
Site Address Fee
$819.90
$29.84
$100.00
$4.50
$150.00
$150-00
$1,492.15
$r0.00
$3.00
$2,759.39
$150-00 BLD07-235
$ 2,759.39
$2,759.39
genprntrreceipts Fage 1 of 1
PERMIT# .RI .F>rf7.3f;
SCOPE OF WORK
CITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG
DATE RECEIVED
DATE ACTION INITIALSll " lq- D7 ENTERED INTO CHET
CA - to Planning - No evidence r
CHECKED FOR COMPLETENESS
ir l>-ilrt frTf )nAo - SePb.t c,kf r 1 ^,+ (s>t*ranp At {tJIIa
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CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
CALL THE INSPECTION
WANT THE INSPECTION
LINE AT 360-385-2294 BY 3:00pm THE DAY BEFO
, FOR MONDAY INSPECTION, CALL BY 3:00PM
PERMTT NUMBER: At-U 0J -
RE YOU
FRIDAY.
DATE OF'INSPECTION:0 3e-
SITE ADDRESS , 25'.3 S+l/tJ {.IU,q L]Ai/a
CONTACT PERSON:PHONE:
TYPE OF INSPECTION:Al A"L
.A t20
'-70 v
tr APPROVED
Inspector
nK,iil W
I APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
t^e{L Date
I NOTAPPROVED
Call for re-inspection before
c1
Acknow 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 readyfor inspection.
I
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.
? *23,fDATE OF'
SITE ADDRESS:
PROJECT NAME:
PERMIT NUMBER:
CONTRACTOR:
CONTACT PERSON:PHONE:
TYPE OF'INSPECTION:
.t
tr APPROVED
Inspector
APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
Date
! NOTAPPROVED
CalI for re-inspection before
proceeding.
Approved plans and permit card must be on-site and available at time of inspection. A re-inspectionfee may
be assessed if work is not readyfor 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
the inspection. For Monday inspections, call by 3:00 PM Friday.
DArE oF rNSPEcrroN: h-2O8 PERMIT
SITE ADDRESS: 2< 5 3 11!'ij J-T,MA )
NUMBER: 1 237
PROJECT NAME:CONTRACTOR:
PHONE:CONTACT PERSON:
a
U
d,
TYPE OF INSPECTION:
6t t
t
(-
-fi
e,*c
N APPROVED &-o***ovED wrrH/cdnnncrroNS ! NOTAPPROVED
Call for re-inspection before
proceeding.
Ok to proceed. Corrections will be
checked at next inspection
/ o n(Io'A-uoInspectorDate
Approved plans and permit card must be on-site qnd available at time of inspection. A re-inspection fee malt
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 360-385-2294by 3:00 PM the day before you want
the inspection. tr'or Monday inspections, call by 3:00 PM Friday.
DATE oF INSPECTION: Ll'1-g PERMIT NUMBER: 1-2€
SITE ADDRESS: Z
PROJECT NAME:
ft
CONTRACTOR:
CONTACT PERSON:PHONE:
TYPE OF'INSPECTION:
,\,
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b\AA)g_g rNT.N IrJLrtt-L- ?O gf lror APPRovED
Call for re-inspection before
proceeding.
Inspector Nt\Dt Date'l-3-6
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.
ov- Tq w_(2-rHtr
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II APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
J2
Inspection Report
Project Permit #
Ins pection & Notes
u-,,
Date . Insppgtop
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2
)Page 1 of I
Jan Hopfenbeck
From: Jan Hopfenbeck
Sent: Wednesday, December 05, 2007 2:10 PM
To: Francesca Franklin
Cc: Scottie Foster; Penny Westerfield; Rick Taylor
Subject: Chris Lyons' SFR
Francesca,
We re waiting for Aour qpproual on this permit. The BP fiIe will be up front in the "permits to isstte" trag with
this e-mail ontop. When you sign-off in CHET andissue the SOp,woildyouplease put the e-mailinside thefile
so Penny will know the reuietts and approual process is complete?
Thanks,
Jan
Jan HopfenbeckCPE, CBI
Plans Examiner/Permit Coordinator
City of Port Townsend
Developmenf Seryices Departme nt
250 Madison Street Sulfe 3
Port Townsend, WA 98368
Phone: (360) 379-5086
Fax: (360) 344-4619
i h o pfe n beck@cityofnt. u s
r2t5t2007
Jan Hopfenbeck
From
Sent:
To:
Subject:
Hi everyone,
I have signed on on Troy Ellis BLD07-1'10;Troy Ellis LUP07-109;
to "APPROVED". The Ellis BLD has a HOLD on it.
I am working on the Lyon SDP right now and EllisSDP is
start Ellis tomorrow.
Francesca Franklin
Development Specialist
(360) 37e-50e3
ffranklin@cityofpt. us
Francesca Franklin
Wednesday, December 05,2007 3:46 PM
Jan Hopfenbeck; Rick Taylor; Samantha Trone; Penny Westerfield; Scottie Foster; Leonard
Yarberry
Sign-offs
Chris Lyon BLD07-235 I changed the status on all
bably willfinish, or mostly finish Lyon and will
1
-a )i
Development Services
Residential Building Permit Application
) Applications accepted by mail must include a check for initialplan review fee of $150) See the "Residential Building Permit Application Requirenrents" for details on
plan submittal requirements.
Address:
City/SUZip
Phone:
Email:t
250 Madison Street, Suite 3
Port Townsend WA 98368
Phone: 360-379-5095
Fax: 360-3444619
www.cityofpt.us
Lender lnformation:
Lender information must be provided for projects
over $5,000 in valuation per RCW 19.27.095.
ProjectValuation: $?M F,O
Building lnformation (square feet):
1"tfloor I J qB oarage: 4l \
znd tloor ( n,(n F Deck(s
3'd floor- Por'cn(es):- 6 D
Basement:_ ls it finished? Yes No
Carport:_
Manufactured Home i nOu f
New "fi Addition i Renpoel/Repair i
Date: lt ,/Z ) a>
Name:t (
Address t'L
City/SUZip:
Emd
I hereby certifiT that the information provided is conect, that I am eitherthe owner or authorized to act on behalf of the owner
and that all activities this permitwill be in aaordance with State Laws and the Port Townsend Municipal Code.
Project Address:Legal Tax #):
Addition
Block:_
Lot(s
Oflice Use Onlv
Permit
+ 6lpo7-235
Associated Permits:sr\Po7. o47
Zonins: P - ll
Parcer # ?uq fl.unta
Project Description
caWtE lJiytg
I
UU Noy t9 2W
Exo:
as Owner{same
City/SUZip:
FPCl Ri TOWNS[N D
Email:
State License #:
City Business
Contractor:
Name:
Total Lot Coverage (Building Footprint):*
square reet: lkYO % ,.t :-
lmpervious Surface:* L c'l :';i i,' 'lt.t
Square teet !..i-t i)
N
Any known wetlands on the
Any steep slopes (>15%)? Y
Print Name t
:) )('/&=-
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 (WSEC)
2006 Residential Construction Checklist
Complete this form in addition to WSEC prescriptive compliance form. Please answer the
following questions:
OF'PROJECT:
New construction, or addition over 750 square feet
Must meet whole 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.
-i House addition under 750 square feet
Possible trade-offs are allowed with the existing building for WSEC compliance, such as
increasing ceiling insulation. See lItSEC component performance forms.
NOTE: A house addition less than 500 sq.ft. does not require whole house ventilation.
Spot ventilation is still required.
TYPE OF HEATING - Please check all that apply:
Electric.i Wall Heater .i Baseboard
Non-Electric:
$tl Floor/Baseboard (Boiler) .3 LPG Stove .i LPG Furnace .i Other LPG
Oil Fumace .i 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:
-i Radiant Floor (Boiler) ,-i Other _
a
o
with exterior
or equal to 4 millimeter thick)
Backed batts
o Walls:
i Pol y plastic (greater than or equal to 4 millimeter thick)
backed batts
lNot required where ventilation space averages greater than or
insulation
i Face-stapled, backed batts
(greater than or equal to 4 millimeter thick)
P:\DSD\Forms\Building Forms\Application-Residential Energy Code Chedclist.doc
Page I of2
WSEC Residential Construction Checklist
Forced Air
.i Heat
Low-perm paint
NO\/ 1 9 2007
CITY OF PORT TOVVNSEND
DSD
EilVE
WASHINGTON STATE VENTILATION AND INDOOR AIR OUALITY (2000 Code):
Type of vgntilation used throuehout the house: .i HVAC Integrated Option .i Exhaust Option
Whole House Fan for "Exhaust Option":
r In what room is your whole house fan located?
o What size is the whole house exhaust fan? .i 50-75 CFM (1 bedroom ).i 80-120 CFM (3 bedroom house)
,-,i 100-150 CFM (4 bedroom house).i 120-180 CFM (5 bedroom house)
Note: the whole house fan shall be readily accessible and controlled by a24-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 aday,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 at0.25 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 r/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:
o Have controlled and secure openings
o Be sleeved or otherwise designed so as not to compromise the thermal properties of the wall or
window in which they are placed.
o Provide not less than 4 square inches of net free area of opening for each habitable space.
What type of fresh air inlet will be installed? (See figure below)
ui Window Ports
.l WaU Ports
P:\DSDVorms\Building Forms\Application-Residential Energytode Ctredclist.doc
))r)
TABLE 6.1
PRESCRIPTIVE REQUIREMENTSOJ FOR GROUP R OCCUPANCY
CLIMATE ZONE 1
" 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 73Yo, it shall comply with all of the requirements of the 75/o glaztng 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 rafler 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 ths roof sheathing is less than l2 inches and (b) there is a minimum I -inch vented airspace above the
insulation. Other single rafter or joist vaulted ceilings shall comply with the "ceiling" requirements. This option is limited 10 500
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. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its
intended use, and installed according 1o the manufacturer's specifications. See Section 602.2.
5. Floors over crawl spaces or exposed to ambient air conditions.
6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed
according to manufacturer's specifications. See Section 602.4.
7 - lnt- denotes standard framing I 6 inches on center with headers insulated with a minimum of R- l0 insulation.
8. This wall insulation requirement denotes R-l9 wall cavity insulation plus R-5 foam sheathing.
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 verlical 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.
I 1 . Overhead glazing shall have U-factors determined in accordance with NFRC I 00 or as specified in Section 502-l .5.
12. Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation requirement.
Glazinq U-Factor
Option
Glazinq
ArealoI
Yo of Floor Vertical Overheadll
Door e
U-Factor Ceilin92 Vaulted
Ceilin93
Wall12
Above
Grade
Wall.
inta
Below
Grade
Wall.
exta
Below
Grade
Floor5
Slab6
on
Grade
L o_3210%0.58 o.20 R-38 R-30 R15 R-15 R-10 R-30 R-10
ll,*15%0.35 R-300.58 0.20 R-38 R-21 R-21 R-10 R-30 R-10
m.25%
Group R-1
and R-2
Occupanci
es Onlv
o_40 0.58 o,20 R-38 /
U=0.03'l
R-30 /
U=0.034
R-21 I
U=0.057
R-1s R-10 R-30 /
U=0.02I
R-10
Unlimited
Group R-3
and R-4
Occupanci
es Onlv
0.35 0,58 0.20 R-3B R-30 R-21 R-21 R-10 R-30 R-10
V Unlimited
Group R-1
and R-2
Occupanci
es Onlv
0.35 0-58 o-20 R-38 /
U=0.031
R-30 /
U=0,034
R-21 I
U=0.057
R-15 R-10 R-301
U=0.02
9
R-10
2006 WASHINGTON STATE ENERGY CODE
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 Gode 2006 Edition
Climate Zone 1 - Type R-3 and R-4
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 l, the U-factor for windows changed to U-.032. Glazing is limited to 10% of floor area. Option ll, the U-factor for windows changed to U-.035,. Option lV, 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 targel 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.
ln 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. lf there is room in the joist for R-38 insulation, R-38 is required. This applies to all single rafter joist 13" or
greater in depth-. R-30 single rater joisl now limited to 500 square feet of roof area, Additional rafter area must use R-38
insulation.
Ghapter 9 Prescriptive Space Heating System Sizing Deleted. See tRG Mi40i.3.. 5O3.2.2 Size limited to 150% of heating toad
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. http://www.acca. orq/techlmanuaii/
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 syslem size calculation that is roughly equivalent to manual J. Limit
the use of this spread sheet to eleclric resislance or combuslion equipment sizing. Do not use this spread sheet to
size heal pumps or air conditioners. This spread sheet is available on our web site.
Washington State University Extension Energy Program Energy Gode Support
Email : enerqvcode@energv.wsu.edu
Phone: 360 956-2042
. Gary Nordeen. Mike McSorley. Chuck Murray
Residential Energy Code Support. Energy and Ventilation Code Text. Residential Component PerformanceWorksheets. Residential Builders Field Guide
http:l/www.energv.ws u.ed u/co.delcode s upport.cfm
For Non residential energy code support, Visit the NEEG web site-
http ://www. neec. neUresou rceslresou rces. html
The following table shows typical insulation requirements for single rafter joist. lf the table notes R-38, then R-38 is
required.
Footnote 3, Table 6-1 or 6-2
Prescriptive Rafter lnsulation Based on Fiberglass Batts
Nominal Aclual
Max depth with
1 " ventilation
First
5OO SF
Over
5OO SF
R-value R-value
2X10 9114"81t4"R-30 HD2 Note I
2X12 11 114"101t4"R-30 R-38 HD2
2X14 131t4"13114"R-38 R-38
l-Joist g 112"81t2"R-30 HD2 Note 1
l-Joist 117t8"1A 718"R-30 R-38 HD2
l-Joist 14"13"R-38 R-38
l-Joist 16"15"R-38 R-38
Note 1
HD2
Upsize joist or provide an alternative melhod meeting U-.027
Refers high density fiberglass baft or equivalent.
A take off noting rafter area will be required.
ldentical rules are included in 5-1. They will be incorporated into the UA trade off spreadsheet.
502.4.4 Recessed Lighting Fixtures
. Must now be tested for air leakage using ASTM E283. A gasket or caulking must seal the fixture lo the drywall. Other options for fixlure air sealing, including field inspection and a sealed 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. lf the can is not labeled, it does not comply.
505.3 Outdoor Lighting
' Requires high efficiency lighting or conttols 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 + phoio 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 orT-12lamps)
)CW 0!W
ALAN
DESIGN ASSOCIATES, INC
STOCKPLANI
2t8sA
STRUCTIJRAL ti
il li;r
t'
il
l=)[,it:i5 lj E
SHAKE ROOF
GRAVIW LOADS DESIGNED TO AF&PA
FLOOR
ROOF
CEILING
DECKS
EXITS/STAIRS
40# LIVE, 10# DEAD
25# SNOW
15# DEAD (SHnre/coMP)
19# DEAD (cOttc. TILE)
20# LIVE, 10# DEAD
60# LIVE,
100# TorAL
ii,,'v 1 g 2J07
CI]Y OF PORT TOWNSENO
DSt)
.jUi1 7-l '!i)Cl
0
BEANI
CALCIITATIONS
I
ALAN MASCORDDESICN ASSOCIATES,INC. I3O5N.W. I8T1] AVE. PORTLAND,OR. 97209
PREPARED BY:
Client:Project:
Location:
Reaction R1 = 1-r11.1.8 lbs.Total load, - 4r21O.5 Lbs.Dimensions: Clear span =
BEAII ANALYSIS
Alarr Mascord Design Associates
DALLAS GA
STOCK PLAN
PLAN *2185A
!,T]. . FLUSH tsM. OVER FRONT OF GARAGE {
SNAKE ROOF
ll-'-J!-rl;:
.l==tXiriE-!l.illEiiF-.,'."=--Date: 04-28-1998Calculation By: A,I'f.P.
Comment: USE 6 X 1-O BM. #1 D.F.
BEAI'{ A}.ID LOAD DIAGRAI'T
RL
I
R2
Reaction RZ = 31098.? lbs.
1,4.O feet, no overhang-
l
No point loads.
No triangular loads.
Uniform beam weight= 67 lbs/lf (= 938 lbs, total).Uniform loads: Ul = 595-O Lbs/If at 8.5 feet to 14.O feet,Deflection limit {live load plus dead load): L/36O.
BEA}I TYPE I{OOD: DFI-SINGL 6X *7
COFTPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (fbs)
Moment (ft-Ibs)
Deflection (in)
3,098-7
7,24L.3
o.47
FV
FB
E
97.8 Area {Sq.In.) 48
3.,552 .5 Sect-Modulus 561.6086 Mom.Inertia 308
48
70
308*
Actual Maximum Deflection = 0.47 inches.
Flaximum Deflection occurs at 7.5 feet.Maximum Moment occurs at 9.5 feet.
MINIMIIM BEAI{ SrzE (u x H): 5 - 5OO " Ic>z
MINIMW BEAlll AREA (Sq.rn. ): 48.19
8 -7 64"
ORIGINAL
PREPARED BY:
Client:Project:
Location:
Date:Calculation By:
Comment:
BEAH ANALYSIS
AIan Mascord Design Associates
DALLAS GA
STOCK PtAr,r
PLAN *2185Al,tz - MULT. JSTS. OVER FRONT Or 16/0
o4-28-1998
A.M. P.USE(3)2x10
BEA}T AI{D LOAI} DIAGRAM
P1
SHAI(E ROOF
ll ll tl:-il;
I
R1 I
R2
Reaction R1 = 786.4 lbs. Reaction R2 = Lr63z.6 rbs.Total load = 2,419.0 lbs-Dimensions: Clear span = L4.O feet, no overtrang.
Point loads: Pl = 1,481,0 tbs- at 11-O feet.No triangular loads.Uniform beam r.reight= 67 lbs/l-f (= 93g lbs, total)-No uniform loads.Deflection linit (Iive load plus dead load) z L/36O.
BEA!',T TYPE WOOD: DFt_slNGL zxLa *2COHPUTSD STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Strear ( lbs)
Monent (ft-lbs)Deflection ( in)
t,632 -6
4, 596. 4
o.47
FV
FB
E
L09.3 Area {Sq.In.)L,l-09,I Sect.Modulus
L.6OE6 Hom.Inertia
22
50
L97
3Z
50c'
230
Actual Maximum Deflection = 0.40 inches.Maximum Deflection occurs at 7.5 feet,Haximum Moment occurs at 11.0 feet.
MINIIIUM BEAM SLZE (l{ x H): 3 - 48S I' lcaz
UINIMUU BEAM AREA (Sq.In.): 32.24
9 -25()"
ORIGINAL
PREPARED BY:
Client:proj ect:Location:
Date:Calculation By:
Conment:
Reaction Rl- = 3,090. 3 lbs -Total load = 6,667.0 lbs.Dimensions: Clear spdo =
BEAM ANALYSIS
Alan Hascord Design Associates
DALLAS GA
STOCK PLAN
PLAr{ fi2185A
M3 - T610 GARAGE DR. HDR.
04-28-L998
A,M.P.
usE 5 1/B' X Latj 24F G-L. I{DR.
BEAM AND LOAD DIAGRAM
Pl. PZ
Rl_
SHAI(E ROOF
I
R2
Reaction R2 = 3,576,8 lbs
1.6.O feet, no overhang,
Point loads: Pl = 787.0 Ibs. at B.O feet.PZ = I,Ll,2.0 lbs. at l-1-.5 feet.No triangular loads.
Uniform beam weight= 298 lbs/tf (= 4T68 lbs. total)-No unifornr loads.Deflection l-imit (Iive load plus dead load): f/3O0.
BEAI'| TYPE LAtrt : GTULAM (24OO Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (Ibs)
Moment (ft*fbs)Deflection ( in)
3, 576.8
15, 186. O
0.64
FV
FB
E
2,I
189.8 Area {Sq,In.) 28760.0 Sect.Modulus 66
.8OE6 Mom.Inertia 589
57
r.06
589*
Actual Maximum Deflection = 0.64 inches.
Haximurn Deflection occurs at 8-O feet.Maximurn Moment occurs at 8.0 feet.
MINIMIJI'! BEAII{ SIZE (W x H): 5 - 125'r blz t_t_ _ f_3O"
MINIMUU BEAlil AREA (Sq.In. ): 52.04
ORIGINAL
BEAIiI. ANALYSIS
ALan Mascord. Desigin Associates
DALLAS GA
STOCK PLAN
PLNit +2L85Ar{4 - t'tArN BM. OVER t6/A GARAGE BAyo4*28-1998
A.tit. P.
usE 6 3/4" X t9 L/2" 24F c.L. BM.
BEAII{ AND LOAD DIAGRAM
P1 P2
SHAKE ROOF
PTTEPARED BY:
CIient:project:
Location:
Date:Calculation By:
Corunent:
R1-
Reaction Rl, = L4,ZZZ.5 lbs.Total load = 29,697.0 lbs.Dirnensions: Clear ap-rn =
I
R2
Reaction R2 = 14,464.5 lbs.
l-9. O feet, no owerhang.
Point loads: pl. = 11633.0 lbs. at 9.5PZ = 6,763.0 lbs- at 13,0No triangular loads.Uniforn bea-u weiglrt= l-89 lbs/lf (= 3S7ZUniform loads: U2 = 5O5.O lbs/tf it fg-O
De. ection ri*itutri""ti333'3rl:={::""i""3; ?
BEAI{ TYPE LA}t : GtUtAM
coMPurED STRESS/ STRATN
feet.feet,
Ibs- total)feet to 19-feet to 13.
L/32A,
'irof eet.
eet-
( z4oo Fb)
DESIGN VAL. PROPERTIES REOUIRED ACTUAL
Shear (fbs)
Moment {ft-lbs)Deflection ( in)
.5
.B
,7t
464
0
L4,
79,358
FV 165.0 Area (Se.In. ) t 3tFB 2,4OO.0 Sect-tlodulus 419E 1--8OE6 Mom.Inertia 3,938 4
L3L*
427
,t59
Actual Maximurn Deflectiorl =Maximr:m Deflection occurs atHaximum Moment occurs atSize Factor = 0.948
MINI}4UI4 BEAM SIZE
O-67 inches9.5 feet,
1.0. O feet,
DETERMINING FACTOR = *
(WxH): 6-75O" t>12 :L9-4€tl-,'
AREA (Sq.In. ): 13l.sOMINIMT'M BEAU
ORIGINAL
BEAIT ANALYSIS
Alan Mascord. Design Associates
DALLAS GA
STOCK PLAN
PLAI,I #21854
M5 - BM. SUPPORTING ENTRY PORCH ROOF
04-10-1998
A.l'1.P.USE6XlOBM-
SNAI{E ROOF
PREPARED BY:
Client:Project:
Location:
Date:Calculation By:
Comrnent:
BEAM AND LOAD DIAGRN4
Rl.
Reaction R1 = LISZT,S lbs- Reaction R2 - 1,527.5 Ibs.Total load = 3rO55.0 lbs.
Dimensions: Clear span = 13.0 feet, no overhang.
No point loads.
No triangiular loads.Uniforn bean weight= 75 lbs/If (= 975 lbs. total).Uniform loads: U1 = L60.0 lbs/If at 0.0 feet to L3.0 feet.Deflection limit (live load plus dead load): 1/300.
BEAD| TYPE IIOOD: DFI-SINGI 6X #Z
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
I
R2
Shear (fbs)
Mornent ( ft-tbs)Deflection (in)
1,527.5 FV4,964-4 FBo.52 E
97.8 Area (Sq.In.) 231,006.3 Sect.Modulus 59
1,30E6 Mom.Inertia ZZ3
44
59*
238
Actual Maximum Deflection = O..{.9 inches.
Ma:timum Deflection occurs at 6,5 feet.Maximum Moment occurs at 6.5 feet-
MINIMITM BEAM SIZE (UI x H): 5 - 5OO " lcfz €l - 036 "
MINIT'{UM BEAM AREA ( Sq.In, ) : 44.2Q
ORIGINAL
PREPARED BY:
CIlent:Project:
Location:
Date:Calculation By:
Comment:
Reaction R1 = 8,637.0 lbs.Total load = 17,2LL.5 lbs.
Dimensions: Clear span =
BEAM ANATYSIS
Alan ltascord Design Associates
DALLAS GA
STOCK PLAN
PLAI{ #21854
M8 _ FLUSH B!,1. OVER KITCTIEN
04-10-1998
A.H-P.
usE B 3/4" X 12" 24r c.L. BM,
BEAI4 AND LOAD DIAGRAM
SITAKE ROOF
1
R2
I
RL
Reaction R2 = 81574.5 }bs
13.0 feet, no overhang.
No point loads.
No triangular 1oads.Uniforrn beam weight= 44O lbs/lf {= 5?20 lbs. totatUniform loads: U2 = 878,0 lbs/lf at 2.5 feet to 13Ul = 909.0 lbs/If at 0"0 feet to 2Deflection limit (live toad plus dead Load): 1/36O.
eet
eet
f
f
).
.0
,5
BEAM TYPE LA}I : GLULAM
cotrPUTED STRESS/STRAIN
(24OO Fb)
DESIGN VAL. PROPERTIES REQUIRED ACTUAT
Shear (lbs)
Moment (ft-fbs)Deflection {in)
8r637.0 FV
27 ,89t -2 FBo.43 E
189.8 Area (Sq.In. )Z,76g.O Sect.Hodulus
1,.80E6 Mom.Inertia
inches.feet.feet.
68
t2L
1-,086
100
190
1, 086,?
Actual Maximurn Deflection = 0
Maximum Deflection occurs atl.Iaximum Mornent occurs at
43
6.5
6.5
DlINlMul4 BEAH SIZE (H x n): €t -:ZSO" b]1 af_ - 4f_€!'.
MINII4UM BEAM AREA ( Sq. In. ) : 99 . 91
ORIGINAL
BEAH ANALYSIS
Alan Mascord Design Associates
DALI,AS GA
STOCK PLAN
PLAN *21854
M9 - BM. BEjSWEEN GREAT RM. & DINING
04-r.o-L998
A.I'1.P.
usE 6 3/4" X t2" 24r. G.r. BH.
BEAM AND LOAD DIAGRAM
SHAKE ROOF
PREPARED BY;
Client:Project:
Location:
Date:Calsulation By:
Comment;
Reaction Rl- =Total load. =Dimensions:
R1-
3,866.7 lbs.
8,885.0 lbs.Clear span =
Reaction R2
L6.O feet,
I
RZ
5,018.3 lbs.
no overhang.
No point loads.
No triangular loads-Uniform bean weight=
Uniform loads: U1 =Deflection limit (live
325 lbs1lf (= 5200 1bs. total),335.0 lbs/If at 5.0 feet to 16.O feet.load plus dead. load) : 1,/360,
BEAU TYPE tAM : GtUtAtrt
COMPUTED STRESS/STRAIN
(24OO Fb)
DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs)
Moment (ft-lbs)Deflection (in)
5,018.3 FV19,074.6 FB0.53 E
165.0 Area (Sq.In. )4OO.O Sect.Modulus
.80E6 Mom.Inertia
z,
1-
46
95
900
79
154
900*
Actual Maximum Deflection = O.53 inches.
Maximum Deflection occurs at 8.0 feet.Maximum Moment occurs at B.S feet.
l,tINII{uM BEA}! SIZE ([t x H): 6 - :Z5O " krlz f-f- - 694 "
II{INIMLI},I BEAM AREA (Sq, rn. ) : ?8.94
ORIGINAL
)
BEAM ANALYSIS
PREPARED BY: AIan I'Iascord Design Associates
DALLAS GAClient: STOCK PLANProject: PLAN #21854Location: M1O - HDR. OVER 9,/O PATIO DR. IN GREAT
Date: 04-10-1_998Calculation By: A,M,P.
Comnent: 4 X 10 HDR. O.K-
BEA},I AND LOAD DIAGRAM
STTAI(E ROOF
ll--ll ll:=
'1-I:
i;:.ii:iii,=t:illi,q*iii;i;n-:t;11:li+i:
Reaction Rl =Total load =Dimensions:
R1
1r305.0 lbs.
?,6LA.O rbs,Clear sparl =
I
R2
Reaction R2 = 1,305.0 lbs.
9.0 feet, no overhang.
No point loads.
No triangular loadsUniform beam weight= 290 fbs/lf (= 261O lbs. total).No uniform loads.Deflection limit (live load plus dead load): 1/36O-
BEAM TYPE WOOD: DFL_SINGI 4II *2
col.[PUTED STRESS/STRAIN DESTGN VAL. PROPERTTES REQUTRED ACTUAT
Shear (fbs)
Moment (ft-lbs)
Deflection (in)
1, 305. O
2,936.3
0-30
Actual Maximum Deflection = O.
Maximum Deflection. occurs atMaximum lloment occurs at
97.8 Area (Sq-In. )Lr006.3 Sect-Modulus
1-.6086 Flom, Inertia
inches.feet.feet.
FV
FB
E
20
35
B9
z7
35*
L36
20
4.5
4-s
MLNIHUM BEAI.I SIZE (W x H): 3 - 5OO " byr
I4INIHUM BEAM AREA (Sq.In. ): 27.L2
-7 -'7 ^d'8 *
ORIGINAL
BEAM ANALYSIS
Alan Mascord Design Associates
DALLAS GA
STOCK PLA}I
PLAN #21854
M11. . FLUSH BM. OVER MASTER CLOSETo4-10-1998
A.M. P.USE6XlOBM.
BEAt't AllD IOAD DIAGRAI'{
-
SHAKE NOOF
PREPARED BY:
CIient:Project:tocation:
Date:Calculation By:
Comment:
Reaction RL =Total load =Dimensions:
I
R2
Reaction R2 = 3r24O.0 lbs
6,0 feet, no overhang.
I
R1
3,
6,
c
240.0 lbs.
480,0 lbs-Iear span =
No point loads
No triangular loads.Uniform beam weight= ZZ5 lbs/lf (= 1350Uniform loads: Ul = 855.0 lbs/lf at 0.0Deflection limit (Iive load plus dead. Ioad,):
lbs. total).feet to 6.0 feet.
1/360 -
BEAM TYPE ltlOOD: DFL-SINGL 6X #z
CO!,IPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (Ibs)
Moment (ft-Ibs)Deflection (in)
FV 97,8 Area (SS-In.)FB L1006. 3 Sect-ModulusE 1".3086 Morn.Inertia
3,24O.
4, 860 -
o.
0
o
20
50
58
120
50*
75
339
Actual Maximum Deflection = 0.07 inches.Maximum Deflection occurs at 3.O feet,Maximum Homent occurs at 3.0 feet.
I{INIMITM BEA!{ SIZE (W x H): 5 - S()O " I>>r
MINIMtnt BEAH AREA ( Sq. In. ) : 49 .72
9-O4Ol'
ORIGlNAL
PREPARED BY:
Client:project:
Location:
Date:Calculation By:
Comruent:
R1
Reaction R1 - 3,497.O lbs,Total load = 6,890-O lbs.
Dimensions: Clear span =
BEAM ANALYSIS
Alan Mascord Design Associ-ates
DALLAS GA
STOCK PI.ATiI
PLAII *2L85A
M1A - RIDGE BI,I. OVER }TASTER BR.
04-10-1998
A.M.P.
usE 3 1/8|| X L3 1/Zn 24F G.t. BM.
BEAM AND LOAD DIAGRAM
SHAKE ROOF
I
R2
Reaction R2 = 3,393.O lbs.
L5.0 feet, no overhang.
No point loads.
No triangular loads.Uniform beam weight= 39O fbs/lfUniform loads: Ul = 16O.O fbs/IfDeflection liurit (live load plus dead
BEAI'] TYPE LAI',I : GTULAI'I
C0MPUTED STRESS/STRATN
(= 5850 lbs. total),at 3.5 feet to L0,0 feet.load): l./3O0-
(24OO Fb)
DESTGN VAt- PROPERTIES RE9UIRED ACTUAL
Shear (fbs)
Moment (ft-rbs)
Deflection (in)
3,497.0 FV13,978.8 FB0.60 E
L89.B Area (Sq.In.)
2,76Q.0 Sect.Modulus
1.80E6 Mom.Inertia
28
6t
516
39
82
516.t
Actual Maximum Deflection = O.60 inches.Maxinun Deflection oceurs at ?.5 feet. -
Maximum Homent occurs at ?.5 feet.Size Factor = O,995 DETERMINING FACTOR = ,r
MINIMLTM BEAM SIZE (td x H): 3 - f-2'S'r I:12 LZ - 562,,
MINIMIl,l BEAM AREA (Sq-In. ): 39.26
ORIGINAL
BEAM ANALYSIS
Alan Mascord Desigrn Associates
DALLAS GA
STOCK PI^AN
PtAtt #21854
H13 . HDR. OVER MASTER BR. h'DW.
04-1.0-1.998
A.M.P.
USE6Xl.OHDR-
BEA},T AND LOAD DIAGRA}4
P1
-
SHAKE ROOF
PREPARED BY:
Client:project:
Location:
Date:
Calculation By:
Conment:
Reaction RL =Total load =Dimensions:
896.5 lbs.
793-O Ibs.lear span =
I
R1
I
R2
t,
3,
c
Reaction R2 = 11896.5 lbs.
5.O feet, no overhang.
Point loads: Pl = 31393.0 lbs. at 2.5 feet.
No triangular loads.Uniforn beam weigtrt= 8O lbs,/If (= 4OO lbs. total).
No uniform loads.Deflection limit (live load plus dead load): 1/360.
BEAI{ TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (Ibs)
l'{oment ( ft-Ibs}Deflection (in)
1,896.5 FV
4 r49L -3 FBo.1? E
97.8 Area (Sq.In-)
l.,006 -3 Sect.t{odulus
I . 3086 Morn. Inertia
29
s4
75
42
54*
205
Actual l'laximum Deflection = O.06 inches,
Maximun Deflection occurs at 2.5 feet.Maximum Moment occurs at 2-5 feet.
l.tINIliIW BEAU SIZE (W x H): 5 - 5OO " Iclz
UINIHUD,I BEAI'I AREA (Sq.In. ) : 42.04
-7 - 644"
ORIGTNAL
Project:
Location:
Callout:
fc
fs
fv
drc
des
j
Wc
P
At
Alan Mascord Design Associates, lnc.
1305 NW 18th Avenue
Portland, OR 97209 (503) 22S'9161
Bea Footing lnformation:
Entered Values
3.50
concrete 150.00
TTJBl"oo
Rebar cross section area 0.20
Values
Beam Shear ation
ral Shear
Cantilever Moment
lsolated Footing
Worksheet
assumes a square section column or column with square bearing plate
Lookup fiom laile of Balanced Section Properties
2F150
=Trn
Dr
h
d
wf
pn
Aup
dpr
b
br
dt
ds
M
As
V
V
Vc
dz
V
V
Vc
F1
USE 32" x 32' x 12" CONC' FTG. W, (3)#4 BARS EA.WAY
1
3.00Rebar Cover
Steel Grade of reinforcing bars
Specified Concrete compressive strength (kips/in2)
Allowable tensile stress of steel reinforcement (kips/in1
Yield strength of steel reinforcement (kipslin'?)
bar number... the bar diameter in eighths of an inch
minimum rebar cover
0,50rebar diameter (in)
12h= footing'height
8.50footinq thickness less bar & cover
150.00Net Footing Pressure (Psf)
1,350.00Net Usable Soil Pressure (Psf)500-1 = 1350
rebar divided by I
+ Dr)= (12 - (3 + 0.5))
I 12|'wc=(12112). 150
"Pad" Plan Area 6_78
in.)31.25
Lenqth of Pad Side (in.t- rounded 32
Length of Pad Side (ft.- rounded 2.67
beam shear consideration dist (in)s.75
round dpr up to whole inch
express dpr in quare feet based upon rounded value
*++
PI / 1 500)
' 12) = (({6.78).12)
1,727.2Shear Force M
Shear Stress (v)6.35
60.25Maximum Stress (vc)
PASSESShear lnvestigation Result
(pn. bf (d1 12)) = (1350 n 2.67 * (5.75 / 12))
V / (b . d) = 1727 .2 l(32 . 8.5)
1.1 *{(fc* 1000) = 1.1 '{(3.1000)
check to see if Shear stress ',/ is less than maimum 'vC'
12.00shear consideration dist
8,274.0
20.28Perpiheral Shear stress (v)
109.54Maximum Perpheral Stress (vc
PASsE5
(d+dcs)=(8.5+3.5)
V - (b0'-{d2l12)') = 1 3S0' (2'67F' {12 I 12)'I
V/((d2 *4) * d) = 1350/ (12. 4). 8'5)
2 . r/ (fc * 10oo) = 2. { (3 " 1000)
check to see if shear "vn is less than lhe maximum "vC
14.25Bendinq/dev. consideration dist (in)
2,541.5Cantilever Moment (M)
0.20Required SteelArea "As" (sq. in.)
2Total Number of bars required (min)
1Number of bars each way {min)
JRule of thumb no. of bars each way
3Calloui rebar to use each way
. b)-(0.5 * dcs; = (0.5. 32) - (0.5'3.5)
pn * bf * (d3/12) " (0'5. (d3/120 = 1350' 2'67. (14.25I12)'(0'5. (14'25 / 12))
M . 12 / (fs . 1000) *
i
* d) = (2541.5 . 12) / ((20 *
1 000) * 0'9 " 8.5)
lotal req. steel area divided by area of a bar, rounded up
total number of bars divided by two and rounded up
by preference, space rebar no more than footing thickness (h)
rebar to determine number of barsof calculated or
Foolinq Rebtr WckslEtrls Prepared by N.A.E. on 8/9/2005 al2:28PM
PREPARED BY:
Client:Project:
Location:
Date:Calculation By:
Cornment:
Reaction Rl = 71463.6 lbs.Total load = 14,030-5 lbs.
Diruensions: Clear span =
BEAM ANALYSIS
Alan Dlascord Design Associates
DALLAS GA
STOCK PLAN
PLAII f218s^Ul - BM. @ UPPER CLG. OVER GREAT RH. BE
SHAKE ROOF
p ll lli.i
i.:r::if-itl!*lir.:=!:i;f llE#i!04-10-r,998
A.M.P.
USE 5 1/8" X 18" 24F G-L- B!!,
BEAM AND LOAD DIAGRAM
ltRl R2
Reaction RZ = 61566.9 }bs-
19.5 feet, no overhang,
No point loads,
No triangular loads-
Uniforrn beam weight= 570 lbs/If (= 11115 lbs. total).Uniform loads'. VZ = 68-O lbs/tf at 8.5 feet to 19.5 feet.
U1 = 255.0 lbs/lf at 0.0 feet to 8.5 feet.Deflection linit (live load plus dead load)t I/36O.
.: :t :
BEAM TYPE LAlt : GTULAM (24OO Fb)
COMPUTED STRESS,/STRAIN DESIGN VAL. PROPERTI.ES REQUIRED ACTUAL
Shear (fbs)
Moment (ft-lbs)
Deflection (in)
7,463.6 FV33,783.0 FB0.65 E
189.8 Area (Sq.In. )Z,760.O Sect.Hodulus
1.80E6 Mom.Inertia
inchesfeet,feet.
s9
L5Z
1.-979
85
237
a,97grt
Actual Maximum Deflection =Maximum Deflection occurs atMaximum Moment occurs atSize Factor = 0.964
0.65
9,5
9.0
MINIMUM BEAM SrZE {lr,t x H):
MINIMul,t BEAM AREA (Sq.In. ): 95.44
DETER!{INING FACTOR = *
5 - l- 2,5't, b:;r l-6 - 6-7L"
ORfffi$ruAf_
PREPARED BY:
Client:Project:
Location:
Date:Cal-culation By:
Comrcent:
Reaction RI- =Total load =Dirnensions:
AIan Mascord Design Associates
DALLAS GA
STOCK PLAN
PLAN *2185A
V2 - FLUSH BI.[. OVSR BR. 3
04-?8-r-998
A.M. P.
USE 6 X 12 BM. #1 D.F.
BEAI,I AND LOAD DIAGRNIT
RL
I
R2
315
?,1
c1
70.0 lbs.
4O.O lbs.
EOf Spdfl =
Reaction RZ = 3,570.0 lbs.
l-2.0 feet, no overhang.
No point loads.
No triangular loads.Uniforrn beam weigtrt=
Uni-form loads: Ul =Deflection limit (live
255 lbs/If (= 306034O.0 lbs/lf at 0.Ol-oad plus dead load):
lbs. rotal).feet to 12.0 feet.
r./3oo.
BEAH TYPE WOOD: DFL-SINGI
CoMPUTED STRESST/STRAIN
6X #r.
DESIGN VAL. PROPERTIES REQUI.RED ACTUAL
Strear ( fbs )Moment (ft.-Ibs)Deflection ( in)
Fv 97.8 Area (Sq.In.)Fg 11552.5 Sect-ModulusE 1.60E6 Mom.Inertia
3,570.
to, 7l_o.
0.
0
o
4B
55
B3
360
55't
9L
453
Actual llaximum Deflection = 0-38 inches.Maximum Defl.ection occurs at 6-O feet.Maximu$ Homent occurs at 6-0 feet.
!{INIHUI{ BEA},I SIZE (!{ x H): 5 - SC)Or, }>12 g -96()"
MINIMUU BEAI,I AREA ( Sq. In. ) : 54 " ZB
ORIGINAL
t BEAM ANATYSIS
PREPARED By: AIan Mascord Desi.gn Associates
SHAKE ROOF
Client:Project:tocation:
Date:Calculation By:
Comment:
Reaction Rl- =Total load =
Dimensions:
2,586.7 Lbs.
3,88O.O lbs-Clear spa.n =
DALTAS GA
STOCK PI,AT'I
PLAII #218sAV]. - VAtLtr OVER FRONT OF GARAGE BAY
04-28-1998
A.M. P.
usE (z) L 314'.t x I L/z', Vt.L.
BEAI{ AND LOAD DIAGRAM
\\\\\\\\\\\\\\\\\\\\\\\\\\\\
I
RL
I
R2
Reaction R2 = 1,293.3 lbs.
13.5 feet, no overhang.
No point Loads.Triangular load: W = 3r88O.O lbs. at l3-5 feet to O.O feet.
No uniform beam weight.
No uniform }oads.Deflection limit (Iive load plus d.ead load): 1/244.
'. ,.. ...1::: .:. , ..'
BEAM TYPE wL r 1.88 MTCROLAM LVL
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (fbs)
Moment (ft-fbs)
Deflection ( in)
Z 1586 .7 FV 327 .B Area ( Sq. In. )6,71.8-1 FB 2,994-0 Sect.HodulusO.68 E f,8OE6 Mom.Inertia
tz
27
L77
24
37
t77x
Actual Maximum DefLection = 0.68 inches.
I'laximum Deflection occurs at 6.5 feet-
Maximum Moment oceurs at 5.5 feet.
PIINIUIII{ BEAM SIZE (t'l x E}: 2 - 4-7 6" Ic:z
MINIIIIUM BEAI,I AREA { Sq.In. ) : 23 -52
9 - 50()"
ORIGINAL
BBAM ANALYSIS
PREPARED BY: AIan Mascord Design Associates
DALTAS GAClient: STOCK PLANProject: PLAN #?185A'tocation: V2 - CONTINUATION OF V1 - OVER CENTER
Date: 04-28-f998Calculation By: A.M.P.
Comment: (1) L 3/4" X 9 1/2" !{.L. OK.
BEAIII AND LOAD DIAGRAM
\\\\\\\\\\\
IIITI
tt
R1 R2
Reaction R2 = 93.3 lbs,
5.0 feet, no overhang-
SHAKE ROOF
ll-----Jl--Jl:n
::,:.,:i:*L-,,.*:-:+p:=i*!1*
:-=.':*:ll*:r.ri+-:t#*:.r'':.-I':i
Reaction Rl = 1.86.? I_bs.Total load = 2BO.O lbs.Dimensions: Clear spon =
No point loads.Triangurar road: !{ = zBo,0 rbs. at 5.o feet to o-0 feet.No uniform beann weight,
No uniform loads.Deflection limit (live load plus dead toad) z I/24O.
BEAM TYPE LVL : 1.8E MICROLA}I LvL
COMPTIrED STRESS/STRAIN DESIGN VAt. PROPERTIES REQUTRED ACTUAL
Shear (lbs)
Moment tft-fbs)Deflection ( in)
FV 32? .B Area (Sq.In- )FB 2,990.0 Sect.ModulusE 1..8OE6 Mom.Inertia
186.7
3.80.1
o.2s
1*
1
6
1
1
2
Actual Maximum Deflection = 0.0T inches.
Plaximum Deflection occurs at 2.5 feet-Maximum Moment occurs at Z.O feet-
IIINIHIIM BEAII SIZE (w x H): O - OgO " blz
HINIMW BEAM AREA (Sq.In.): 0.8S
9-500"
OHIGINAL
PREPARED BY:
CIient:Project:
Location:
Date:Calculation By:
Conment:
Reaction RL = 1,3A6.T lbs.Total load = ZIO80.O lbs.Dimensions: Clear sp-ln =
BEAU ANALYSIS
AIan Mascord Desigm AssociatesDAI.LAS GA
STOCK PLAN
PLA}I #2185AV3 - VALLEY OVER FRONT POBCH04-28*1998
A,U.P,
usE (1) L 3/4't X, I tlzn M.L.
BEA},T AND LOAD DIAGRA}I
\\\\\\\\\\\\\\\
-
l1R1 R2
SHAKE ROOF
Reaction R2 = 693,3 lbs.
7,0 feet, no overhang.
No point loads.Triangrular load: W = 2,OBO.O lbs-No uniform bean weight-
No uniform loads.
at 7.O feet to O.O feet.
Deflection limit (live toad plus dead Load) z 7/24O.
BEAM TYPE LVL : 1..8E MICROLAII,I LvL
COMPUTED STRESS,/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (fbs)
Monent (ft-lbs)Deflection ( in)
1,386,7 FVI,873,1 FB0.35 E
327 .8 Area (Sq.In. )2,99O.O Sect.Modulus
f..8OE6 Mom,Inertia
6
8
25
L0
9
25*
Actual Haximum Deflection = 0.35 inches,Maxinum Defl_ection oscurs at 3.5 feet.Maximum Moment oecurs at 3.0 feet-
HINIMIIM..BEAII{ SIZE (trrl x H): l_ - Z$,O.. Io:r 5, - 5,€}3,'
MrNII'|UH BEAI| AREA (Sq,In, ) : 9.77
ORIGINAL
BEAI{ ANALYSIS
Alan Mascord Design Associates
DALLAS GA
STOCK PLAN
PLAN #218sAV4 - CONTINUATION OF V3 - OVER KITC}IEN
04-28-1 998
A-M,P.(1) t 314" X 9 L,/2" M.L. O.K.
SHAKE ROOF
PREPARED BY:
CIient;Project:
Location:
Date:Calculation By:
Comnent:
BEAU AND LOAD DIAGRA},I
\\\\\\\\\\\\\\\\\\\\\\\\\
Reacticrn Rl = '173.3 lbs. Reaction R2 = 386.7 lbs.Total load - 1,160.0 lbs.Dimensions: Clear span = 12.O feet, no overhang.
No point loads.Triangular load: w = L,16o.0 lbs- at l-z.o feet to o.o feet.No uniform beam weight.
No uniform loads.Deflection limit (live toad plus dead load) z I/24O.
BEAM TYPE LVL : 1.8E MICROLAI4 tVL
COI'IPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAT
I
R2
I
R1
Shear (fbs)
Moment (ft-Ibs)
Deflection (in)
773.3
L,787 -3
0.60
FV
FB
E
327.8 Area (Sq.In. )
2, 990. O Seet.Ivlodulus1.8086 Mom.Inertia
4
7
42
6
9
42rr
Actual Maximum Deflectiorr = O.6O inches_
Maximum Deflection occurs at 6-O feet.Maximum I'tonent occurs at 5.0 feet.
MINIMUI,I BEAFI SIZE (W x H): O - S€t4 " b1z
MINIMUI{ BEAM AREA ( Sq . In. ) : 5, 54
9 - 500"
ORIGINAL
R@wtrLL ffie]trtrRflNo@ a Dtrso@N .*)@.10570 SE Washington St
Suite 210
Portland, OR 97216
Tel. 503-2545292
Fax 503-254-6761
NCV I I 2007
CITY OF PORI TOWNSIND
DSI)
CIVIL _ STRUCTUr?AL ENGINEERS
LATERALANALYSIS
February 12,2007
Stock Plan 2185A
Lot 10, Block 5, Hendricks Street
Port Townsend 98368
85 mph 3-Second Gust, Exposure B; Seismic Category D
2003 rBC / 2A04 OSSC
Mascord Design Associates
1305 NW 18'h Avenue
Portland, OR 97209
Tel. 503-225-9161
Crl_? ll|,f
iEGEi]V
,JUl\j 2A tilili
f,'XCI USION OF' I;IARIT.TTIES
I- PTSC',AIMF'R ANN RFI.EASF'
BTJyER HEREBY WAwES, RELEASES AI{D RENOUNCES ALL WARRANTTES (E)PRESS OR TMPLIED), OBLIGATIONS, A}.rDLIABILITIES OF ROWELL ENGINEERING & DESIC\ INc. ei.n aLL Orgrn mOrrS, cr,enr,rS eWp riin colrs eCen rii nOwer,r,
Pp-qFryryg & DEsIcN, INc. (EoREss oR unuboy wrrH REspEcr ro Al.ry NoNcoNFoRMrry, rMpRopER rNsrALLATroN,WORKI,IANSHIP OR MATERTALS.
TI. FXCTIISION OF CONSFOUF'IiITIAT AND OTT{FIR DAMAGFS
ROWELL ENGINEERING &DESIG\INC. STIALL}IAVENOOBLIGATION OFLIABILITY, WHETHERARISING INCONTRACT
lrygl.lPryg y4l!4sn, roRr (INCLUDINC ACTrvE, PASSTVE OR rMpUrED NEGLTGENCE) OR OrHERwrsE, FOR LOSS OFUSE REVENIjE ORPROFIT, ORFORAI{Y OTHERWCToTT'rrar On.CONSEeUENTIAL DAMAGES.
trI' THISPRODUCT IS FORASINGLEUSEONLYAIIDISNOT TOBEREUSEDWITHOUT SPECIFIC AUTHORZATION.
6t?f,ag
Calculation by RM
)
UND@ HEAD
FINISAED FLOOR
ll!!5l1EP_iLgg
PEAP ELEVATION
9CALE 'l/1' ' l -A'
AY@@ PANELS
Vz-
FPCNT
'l
I
' .:-!.
EVATION
SCALE . I/6'
PIz
fl
l/@
ru HEAO
D rt,9
L=FT SID=LEVATION
SC!!qos
ru HEAD
rED FLOOR
.t_ _
H H E
ECALE ' I/4 - l-@'
Vg-
+-----'::r:T--::---?5
E*
ATIO\
Fjlg'lED ElqoE
.t
PIGHT SIDE =L=
H H+
)
-l+PP'r +IgEl-
V, e t1,gr t) 1lr) + il,9 ( L\( g,s) r Zl,u('/z)( qlls), JIE *
VL -- Z( ll,8)( rct(9,s) t t?,t(,o)/I) a- t|,L(Zo)f3) - \Z1g *
V.= Vr = l?9S*
V, = t?,L (,z-)(6,s)-E*
t-
Vs = h,9( b,s)( b,s)+ lr, g ('/r)( t"l tg) + r?,L/8,s) | 8)tlt,u{Ir}p,slrs)
= 21Li7 **
tY\qJh +tooF
H, = V, * tt+,g ('/.)(L,s)l!,s)+ 21,(o{ g) f 8,s)+ ,r,71 21(tL) >
Ht.='LVrr r?,L(rq) f 1,s)+ 21, tr( 6)/].s) + t],Ll [)/s,sX3,s)
solv rl
F'lb = H,,=3e?3 +
H.r - (?/zt) Vq + V,g(11(b)+{t,t{lr)( s,s)(ili 2t,t,/s)tt,1+ tV,Ll4,d/to)
Hs = ('%") Vq * ftt) ('h) vrr t7,z(23,s)fj,s) s ,?(o [!#
H. = 6t/t) ('/r7 V' * tLt,g( q)/ s) + 2l,b { g(7)+ r?,21,3,s)r9,t
- M-*
ROI'YELL ENGINEERING & DESIGN By Dvg Date il- to^
rroiect 218€ A Sheet I
of
tnotJn con{.
H?= zt,b (q (D t t?,U ,Ll/tb). f srz- #
'lu Us + it, t, (s)f 9,.sh t7,L/1)/9,s) +zt,b('/Ll( 6)(tt,s)l.,lg
\ 4>7+ *
H '/, Vz r I7,L(2o) /s)* lt,g (4,s)/ n)+ l?,2(/t)lro,s)/ t)L
4)ks tt,
)
ROWELL ENGINEERING & DESIGN 3_u D yB Date il-v
of-Project 218 s A Sheet Z
)
-l
vl o
#
!
o
s
7
ATTIC @
vL-do
at@
v/
x
s
tu
U
Ur BR. 2
\QAO '
ton @
fl
5
6
[,,',',,',,,
@ rt
U
x
BR,4
\QAO X tt4
re
t/4
_ -e:2
Ur
UPP=P FLCOP PLAN
ac-- (o,r) q I -\,ol ,-o
o.= (o,9)(Zts) = 8.taJ
r- = (€f9li =zl,s-
aCALE.,/4- .l-@'
slf
t
)
I
\!
a
x
e
MAIN FLOOP PLAN
wt
t1L
id
xlI'l
I
H+
GREAT RI1
ED'bD
uL. L|SEOI,Cx'4
R.6
Fn'WZ
AT
rio
I
.i
J
I
x
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lPx|oPr-
a! cLG)
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I
F
ItII
I
r
I
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I
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I
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t
3l- ttEo
WOX2W
RAGE
l5le
rii'
f,t,
)
SCALE,tt1' ' f-A'
IHROUGH
INIERSECTING WAIL,
DfiEND
STi\r\tpA(rp Nrc YF= I
DRltt- g\t\\J f co^/ruEc-Tror\,
'SIMPSON" ClvtST 12 X LENGTII
SPECIRED ON PIAN. CONNECT TO
BEAT4 4X BI.oCKING, OR TOP PTATE
wnH lftcoMMoNs @3 %"o.c.
CONMCT FI,OOR DIAPHRAGM TO
BE{M OR 4X BLOCICNG WITII IOd
4"O.C.
.SIMPSON'CS 16 X LENGTH
SPECIFIED ONPI.AN. CONNECT TO
BEAltt, 2x BITCKINC' OR TOP PLATE
WITH 8d CoMMONS @2 ilte' O.C.
CDNNECT FLOOR DIAPHMGM TO
BEAM OR 2X BLOCKING li4TH 8d
4"O.C.
DSC4 CONNECT ToP PT.ATE TO
GIRDERTRUSS.
TOPPI.ATE- CONNECT
rLOOR DIAP}IMGM TO BEAMDBL
,oIsT wrrlt 8d
pcorwecr aeew DBL Jolsr ro
BEAIWDBL JOIST.
BEA}V'/DBLFI,oOR
TOTOPPLI\TE. CONNECT
FLOOR DIAPHRAGM TO BEAIWDBL
JOISTWITH 6"O.C.
iTcoNNrcr aEAM DBL Jotsr ro
ft,c.rwDel-JoNr-
6I+EATH IN(r
AC Kon^v
RO\|/ELL ENGINEERING & DESIGN By iDate
PROVIDE I'32"MIN. PLYWOOD ROOF
SHEATIIING w/8d COMMONS@ 6"
OC. ATALL PANEL EDGES AND
PERJMETE& 12" O.C. IN FIELD.
BLOCK AIL EDGES.
PROVIDE I5lJ2" MIN. PLYWOOD R@F
SHEATHTNG w/8d COMMONS @ 4"
O,C. ATALL PANEL EDCES AND
PERMETER, 12" O.C. IN FIELD.
BLOCK ALL EDCES.
WRAP STRAPAROTND BEAM OR DBL
JOIST
}VRAP STRAPAROT'ND BEAM ORDBL
JOIST. CONNECT BEAM OR DBL JOIST
To PosTwlTH (2) sTlSsAT EACH
END.
PROVIDE IY32" MIN. PLYWOOD ROOF
SHEATHING w/l 0d COMMONS @ 4"
O.C, ATATL PANEL EDGES AND
PERIMETER. 12"O.C. IN FIELD.
BLOCKALLEDCES
WRAP STRAP AROUND BEAM OR DBL
JOIST. CONNECT BEAMOR DBL JOIST
rb we.Lr.on sEAMwtTH (2)Tsl8s AT
EACHEND
PROVIDE I'32" MIN. PLYWOOD
FLOOR-/CEILING STIEATHINC WEd
coMMoNs @ 6" o.c. ATALL PANEL
EDGESAND PERIMDTE& I2"O.C. IN
FIELD. BLOCK ALL EDGES.
TO WALLORBEAM (2) ST622&
ATEACH END
WRAP STRAIAROIND BEAM ORDBL
JOIST. CONNECT BEAM OR DBL JOIST
PROVIDE I
'32"
MIN. PLYWOOD
FLOOR/CEILING SHEATHING w/8d
coMMoNs @ 4'o.c. AT ALL PANEL
EDGESAND PERIMETE& I2"O,C. IN
FIELD. BLOCKAIL EDCES.
TOWALL OR BEAM Q)sT6224s
AT EACH END
WRAP STRAP AROIjND BEAM ORDBL
JOIST. CONNECT BEAM OR DBL'OIST PROVIDE I 5/32" MIN. PLYWOOD
FLOOR,/CEILING SHEATHING Vll/I Od
coMMoNs @ 4" o.c. AT ArL PANEL
EDCES AND PERIMETE& t 2" O.C. IN
FTELD BLOCKA-I-L EDCES.
Project Srnntc:Sheet
.::i, -) ::i+
____o_
I
tG=
f II
== =:d>
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FA5IE|*ED PER sI€IR
br,z'APA.RATEO SHTH13
? TIES. to'oc
ClvlL- SrR(,CTT RAL tNGtNgeFaS
NO SCALE
6€4iFiotLE gFECFtCAtlor€
,alp t.loTEg
*&<&L P'T€L EOG€g
PER g|{EAR 6CI{EDiI.E
sPECFlCAflOrlg . NOIES
REBAR 60 GRADE
5EE T€AR sCT{ED(LE .dI.O|lcrEs Fo|R ltoLDDCoN 5eEC9-PrtitEf -urDTt{
PLAI \/IEW OF
9TET1 TUALL
it REB.AR t/ t{. r€vKle . wfia1r coRr€R9
tilM P'xI2'COtfi-. ctat?&Ew (1).1 A'fi
PrllEL ll6TJ nGt€rRrt
OBJECTS I.UIT'JIN FORDER NOT TO 5CALE
DRAU,[.I BY - JKKDATE- a-n-CI3
w NIUR gI.{EAR PANELR@WtrLL
trng@0 gtrtrR0 9@a @trs0G6N1 0ns@"
45 t.€. ro2i
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Pk (50!, ?5.-5292
FAX: l5o!r 25.-676r.oq& hronror.d.ng.crn
)
SF.IEARLUALL gCHEDULE NOTES
SILL FLATE
NAFK UIALL COYER FA9TENER9 r PAIEL
EO6E5
NTEFN.
9ruDg 9rzE -.c'6 RET4AR<g
IO64 9IAflE 3'OC-6'O.C./A t5t32'APA.-
RATEP 9IiT6 O))l'i x 2'
F. F{ P.NAIL o'oc.t2'oc.2X b1'oc.u @tli.c,{ o 6' oc.
9LJITABLE EJBgT. FOR
o.t t'o F. R{. P-NAIL
1664 gTAfl-E t oc,6'OC./4.15/32'APA.-
RATEO 9HT6 @.148'j x 2t4'
F. R!I. F-NAIL b'oc.t2'oc.2X 43'OC.
lvr'Ldij/i: x'1116'$lOE
gTAPLEg [r/ CROU],I9
PARALLEL IU/ FRA|.''6
A 19t92'AFA:
RATED gI]T'G
o.146'i x 2t4'
R'LL ROTND-
I.{EAO P.NAIL
1'OC.t2'oc.9X p'oc.3x OR.4x REOiJIRED At
ALL FA{EL JOINT9.
,/p\19/32'A.FA.-
RATED 9HT6
Q.116'r x ?rt'
FULL ROUI€.
HEAO P-NAIL
2'OC.
9TA6RD s oc.3X b'oc-3x OR 4x FEOIIIRED AT
ALL PA|EL JOINTg.
,A tstt?'A.PA"**
RATED 9'.IT'6
EACtl 9/j9e
Q,l4b'i x Ztz'
FULL RdJND.
I]EAD P-NAIL
4'OC.5t&tu s'oc.9X t9'o.c.3x OR 4x REOiTIRED AT
ALL PA|IEL JOINTg.
/N b/32'APA-
RATED 9[TT6
EAcj,r gIDE
@.14O'o x 2tzt'
FULL ROIINO-
I.IEAD P.NAIL
2'O.C.9t&@.6'OC.3X a'oc.6x.6 PoST EACH ENO OF
urALL. 3x6 9tUO9 . ALL
PA|EL JOINTg-
IOd COIIF1'ON NAIL dK SUBgTITUTE FOR ANY @.149'+ (A GA) P-NAIL.
ALL PANEL ED,.gES OF 9I.]EARIUALL9 HUgT BE BLOCKED.
I-{OLDOU]N SCHEDULE
r.loLDouNI-,IARK FAgTENER9 IlARK HOLDANN FAgTENERg
v .gTHD14RJ'
COf{NECT BTH. P TO
FLR.J9TI8I.1/BLK'G
w t6d a 4'o.c.V NO gPECIAI
HOLDATN
RECUIRED
v *'cngrn'x.
36'LONG
(1) t6d corlr-roN
NAILS AT EACI-.I END
6le/1' o.c. 5f A6,F'.v ,ATT22'
(3U l6d g|NKERg
(32) t6d g|NKERg
| 9|HP90N'99TO24',
ANCI.{OR rcLTg.
v *'Cl"19T12'x
4a'LOI{G
ill) tbd coHHoN
NAILg AT EACH END
6l'/.' o.c. 9TAGRD.
t*,}4DAA
v *'Cl-l9T12'x
b@'Lct.{6
(|,9) tbd coHr-roN
NAILg AT EACH END6l3/1'o.c. 9T&@.v **
'HOtOA
(4) vo't a3o1 wLlg. 9|HP90N ',igTBzS'.
ANCHOR rcLf3.
v **'Hgrcla'
(?d t6d STNKER
NAILg AT EACH END 'HD15'
LEGEND
Vp/z- INDICATE I 9PEC IAL I-{OLDOIIN COhIDITICNV (9EE DETAIL oF coRREgPoNDING NUHBER)
(9) r, 4301 BcLT9 t
lt1' TI-IREADED R:OO
AICHOR BOLT IIJITH
(3) 3'c UJAgHERg
BETIIJEEN (2) h[JTg.
F1IN. 14'FOOTING
EIlBEDHENT.6xb PO9T REOUIRED
I.'F, RH. P.NAIL' . DESIGNATES A
FULL ROUND.I.IEAD POUJER NAIL.
2. ALL EXTERIOR IUALLg MUgT HAVE
19132' A?A.RATED gHEATHING AID
O.l3l'0 x 2' F. Rll. POUJER NAIL(OR EOUIV. FAgTENER) AT MINII,IUiI
O' OC. EDGE NAIL'G gET FLUgI{ IU/.TI]E gJFFACE OF T}.IE gI]EATHING.
ALL PANEL EO.'IE9 TO BE BLOCKED
(TYPE '3'IUALL 19 gTANDARD)
3. ANY FAgTENER EX|?OaEO IO
U.JEATI..IER gHALL BE 6ALVANIZED.
4. HOLDOtlhlS OCCUR e EA. END OF
EA.gI,I'I,UALL ' F^STEN TO MIN. DBL.
2X 9TUD9, II{LEgg ATHERTI'IgE NOTED.
TUALL gI{TG gI]ALL BE EO6E NAILED
TO ALL HOLDN 9TUD9.
b. ED.GE NAIL ROOF AND FLOOR 9HT,6.
TO RIF4
'O'''513LT1G. ' FAgTEN TO
TUALL E tUlgII1P.'LgbO'OR 'LTP4' O
9PAC|NG- 'A' . ',g'UJALLS - 21'O.C-
6. LA? UJALL PLATEg I-INIHI,,IH 4'-A'
BTUN. 9PLICES uIkil t6d EA. glOE
COI.INECT 9HEARIIJALL @T. E. TOpp,AFlE BELOTU W tbd a 4' O.C-
9HEARII'ALL 9HT'6 I1U9T EXTEND
FROFI BOTTOH TO TOP PLATEg.
1. EAUIVALENT }.IOLDOII.hI9, 9TRAP€'
@LTq NAILg, ETC. BY OTHER HFR'g
HAY tsE gUBgTITUTED FOR THOgEgPECIFIED FROFI'9II1P9O{'.
8. gHEATlllt lG ON guEARulALLg gtlaLL
NOT BE INTERTJPTED BY ANY IIJALL
BUTTIT.,I6 INTO gHEARTUALL
9, BUILDER TO VERIFY ALL
INgTALLATION REAUIREI'1ENTg FER.gIHPrcN' CATALOG FOR ALL
}.IOL DOTII{g/gTRAP CONNECTIONg.
l@. FA9TEN FIUD3ILL tss To FDTN.
We/o'q Aes . etP.>/6-3. HlN. 1'EI4BED
TO CONC.gEE €I{EDULE FOR gPACING
(3) 1/.'o A3O1 rcLTgr grFrPgoill '55TO2A'
ANCHOR EoLT9.
'3', - 23', O.C..'C',- t9' O.C., 'D' - 9'
'E' - 1' O-C.,'F' - 41.a' O.C.
d gtlAoEO AREA. ?R'OvtoE tbl3z',
F1IN. APA RATED FLOOR gHEATI{G
w u confaoNg a 6' oc a ALL
PANEL EDGES I PERITIETER.
12' OC IN FIELD. BLOCK ALL
PANELED.IESU//2)(4FLAT.
. APPROX, }{OLDOuN LOCATIOII9
* 9HEARTUALL LOCATION9
DETAIL REFERENCE TAG
{-g) prrarL REFERENCE FoR.- OPTIONAL CONDITION3XE3X gILL PLATE REO'D
'<
. glHFrcN 'F19TI'OF EAUAL LENGTI{ IIAY gIJBgTITUTE FOR'C;N9TD'** -UgE I-IIN. 4X gTUD EA, END 3I-{EAR PANEL FOR HOLDOTIAI.
BUILDER TO VERIFY ALL INgTALLATION REOUIREHENTg
PER '9II1P9ON' CATAL& FOR ALL I{OLDOIIN CCNNECTIONS LATt20406
Date and Time: 211212007 11:27:O7 AM
MCE Parameters - Conterminous 48 States
Zip Code - 97068 Central Latitude = 45.351009
Central Longitude = -122.667424
MCE MAP VALUES
Short Period Map Value - Ss = 103.5% g
1.0 sec Period Map Value - Sl = 34.6% g
RESIDENTIAL DESIGN INFORMATION
Short Period Map Value - Ss = 103.5o/o e
Soil Factor for Site Class D - Fa = 1.09
ResidentialSite Value = 213 x Fa x Ss = 74.9% g
ResidentialSeismic Design Category = D1
MCE Parameters - Conterminous 48 States
Zip Code - 98368 Central Latitude = 48.090334
Central Longitude = -122.851061
MCE MAP VALUES
Short Period Map Value - Ss = 123.9o/o g
1.0 sec Period MapValue - 31 = 43.5o/oQ
RESIDENTIAL DESIGN INFORMATION
Short Period Map Value - Ss = 123.9o/o S
Soil Factor for Site Class D - Fa = 1.00
ResidentialSite Value = 213 x Fa x Ss = 83.0% g
ResidentialSeismic Design Category = D1
MASCORD DATE: O2l12lO7 PROJECT: 2185A
DESCRIPTION: 2003 lBC, Option
SIMPLIFIED STAT]C PROCEDURE - 2OO3 IBC BY: DVB/RM
]NCREASE 110/B WIND LOADS
TO OBTAIN 85/B
V=1.2SesWe/R
ASD Load Combination =Y11.4 (Eq. 16-18)
MAIN FLOOR
LOWER FLOOR
REDUNDANCY FACTOR = 2-2Ot((Rna,XAo)t")
WHERE, Rr", = Vwal X (1O/lw) / V"torv
UWIND SPEED:85
EXPOSURE:B
SEISMIC CAT:D
(Sns=2il3 S^r.)0.830
R:6.5
1 1.00
98368
A uooer:1 160
A main:1790
A bwer:
Ab:1790
UPPER FLOOR PSF
WALL HT
HEIGHT
LINEAL
FEET
SQUARE
FEET
vvol
DEAD
LOAD
POUNDS
V
SEISMIC
POUNDS
As'L}
LOAD
COMB.
Eq.16-'18
ROOFI(;EILING
EXT. WALLS
INT. WALLS
BRICK
21 1 160 24369 3733 2660
10 I 140 5600 858 613
8 8 95 3040 466 333
40 0 0 0 0
33000 5057 3612
ROOF/CEILlNG 21 630 13230 2027 '1448
FLOOR 10 1 160 '11600 1777 1270
EXT. WALLS 10 I 200 9000 1379 985
INT. WALLS 8 9 110 3960 607 433
WALLS ABOVE 8640 1324 946
DECK 10 0 0 0
BRICK 40 0 0 0 0
40430 7115 5082
ROOFiCEILING 15 0 0 U
FLOOR 10 0 0 0
EXI. WALLS 10 0 0 o o
INT. WALLS I 0 0 0 0
WALLS ABOVE 12960 1986 1418
DECK 10 0 0 0
BRICK 40 0 0 o 0
12960 1986 1418
Shear wall Allowable
Load (olf)
Floor to Floor Holdown Floor to Foundation Holdown
lag Load lype lag Load I ype
S 260 1 1250 cMsT12X36'6 3885 STHDl4RJ
B 310 2 1960 cMsT12X48'7 5175 HTT22
c 460 3 2673 cMsT12X60'9 7460 HDSA
D 770 4 5800 MST72 10 9540 HDlOA
E 920 5 7395 FTA-7 1'l 1 5305 HD15
F 1540
LOALI
LINE LENGTH OF SHEARWALLS {FEET)TOTAL
WALL
HGHT.
scl, F l.
BRICK NOTES
V1 9.O 12.0 21-O I
v2 5.0 6.0 10.0 21.O 8
V3 9.0 7.O 16.0 I
v4 19.O 19.0 I
V5 10.5 7.0 7.0 10.5 35.0 8
V6 0.0
vt 0.0
V8 0.0
V9 0.0
v10 0.0
v11 u.u
v'12 0.0
v13 0.0
v14 0.0
v15 o.o
v16 o.0
DATE: O2l12lOT PROJECT: 2185A
WALLS
L1 o.o
L2 0.0
L3 0.0
L4 0.0
L5 0.0
L6 0.0
L7 0.0
L8 0.0
L9 0.0
110 0.0
L11 0.0
L12 0.0
113 0.0
Ll4 0.0
115 0.0
116 0.0
M1 1t.o 5.o 20.0 42_O I
M2 16.5 16.5 I
M3 11.5 4.5 12.O 2E.O I
M4 4.0 4.0 4.0 12.4 I
M5 12.5 4.0 16.5 9
M6 2.0 2.4 4.0 I
M7 5.0 5.0 10.0 I
M8 4.5 4-5 9.0 9
M9 21.O 21.4 9
M10 o.0
M11 0.0
M12 0.0
[/11 3 o.o
M14 o.o
M15 o.0
M16 0.0
)
DATE: Oil1AOT
WIND
PROJECT: 21854
EXPOS-
LENGTH
PLF FOR
EXPOS.
LOAD FROM
ABOVE
TOTAL
LOAD
SHEAR
WALL
LENGTH
100/B
PLF
tNc.
85/B
PLF
NOTES
V1 1795 1 /95 2"1-u U5 5?
v2 3298 3294 21.9 157 94
V3 1795 1795 16.0 112 67
v4 1342 19.0 71 421342
V5 2747 2747 35.0 78 47
V6 0 0 0.0 0 0vt0Uu.0 U u
V8 0 0 0.0 0 0
V9 0 0 0.0 0 0
v10 0 0 o-o 0 o
v't 1 0 u u.u u ()
v12 0 0 0.0 0 0
v13 0 0 0.0 0 0
v14 0 o 0.0 0 0
v15 0 0 0.0 0 0
vl6 0 0 0.0 0 o
M'I 3893 3E93 42.U 9t 55
M2 4745 4145 16.5 264 172
M3 3893 3893 2A.O 139 83
M4 1573155315512.0 263
M5 5614 5614 16.5 340 203
M6 2905 2905 4.0 726 4v
M7 4512 4512 10.0 451 265
M8 4777 9.0 531 3174777
M9 5074 5074 21.0 242 144
M10 o 0.0 o o
M11 o 0 0.0 0 0
M12 o 0.0 o o0
0M13 0 0.0 0 0
M14 0 0 0.0 (,0
M15 o 0 o.o o 0
M16 o o o.0 0 0
L1 0 0 0.0 0 0
L2 0 o 0.0 o 0
L3 0 0 000.0
L4 0 0 0.0 0 0
L5 0 0 0.0 0 0
L6 0 0.0 0 00
L7 0 0 0.0 0 0
L8 0 0 0.0 0 o
L9 0 0 0.0 0 0
110 0 0 0.0 0 0
111 0 0 0.0 0 0
0L12 0 0.0 0 0
113 0 0 0.0 0 0
L14 0 0 0.0 0 0
115 0 0 0.0 0 0
116 0 0 0.0 0 0
DATE: O2l12lA7 PROJECT:2185A
SEISMIC
SEIS.
DIREC.
F-B L-R
TOTAL
FLOOR
SHEAR
SQR.
FEET
SEIS.
WALL
SEIS.
BRICK
SEIS.
FROM
ABOVE
TOTAL
sErsMtc
tiEIS.
UNIT
SHEAR
REDUN.
FACT.
MAX.
REDUN
FACT.
ADJUST
UNIT
SHEAR
Yo
OF FLR
SHEAR
1.00 52V1X361235030o/o 1090 u 1090 52 1.00
v2 X 3612 700 6,AYo 2180 0 2',180 144 1.00 1.00 104
350 3O"/o 0 1090 68 1.O0 1.00 68V3X36121090
747 1.00 39v4X361224021"/o 747 0 39 1.00
V5 X 3612 680 59%2117 0 2117 60 1.00 1.00 60
3612 0 0 0 0 0.00 0V6o%
0 0.0u (,v7 3612 OYo o 0 0
V8 3612 0o/o 0 0 0 0 0.00 0
3612 o"h o 0 0 0 0.00 0V9
o%0 0 o.00 0v10361200
0v1 1 3612 O"/o o o 0 0 0.00
v12 3612 o%0 0 0 0 0.00 0
3612 o%0 0 0 0 0.00 0v13
0 0 o.00 0v143612o%0 0
0v153612o%0 0 0 0 o.00
0 0 0.00 0v163612o%0 0
5izu ZgYo 1090 2566 61 1.00 1.00 61M1X508214760
2311 140 1.00 140M2X508243024o/o 1221 0 1090 1.00
M3 X 5082 420 23"/o 1192 0 1090 2282 82 1.00 1.00 82
X 5082 260 15o/o 738 0 269 1007 84 1.00 1.00 84M4
1'184 2604 158 1.00 1.00 158M5X508250028o/"1419 0
M6 X 5082 250 14o/o 710 0 353 1063 266 1.00 1.00 266
M7 X 5082 370 21%1050 0 1050 105 1.00 1.00 105
440 25Yo 1249 0 1059 2308 256 1.00 1_00 2s6M8X5082
1090 2197 105 1.00 105M9X508239022o/o fa7 0 '1.00
M10 5082 o%0 0 0 0 0.00 0
M11 5082 gYo 0 0 0 0 0.00 0
5082 0 o 0 o.00 0M12O"/o 0
0Ml35082O"/o 0 0 0 0 o.00
M14 5082 0o/o 0 0 0 0 0.00 0
M15 5082 o"h 0 o 0 0 0.00 0
M16 5082 o%0 0 0 0 0.00 o
L1 141E OYo o 0 0 0 0.uu u
1414 O"/o 0 0 0 0 0.00 0L2
0L31418O"/o 0 0 0 0 0.00
L4 1418 Oo/"0 0 0 0 0.00 0
Oo/o 0 0 0 0 0.00 0L51418
0L614180o/o 0 0 0 0 0^00
1418 o%0 0 0 0 0.00 0L7
0 0 0 0L81418o%0 o.00
L9 1418 Oo/o 0 0 0 0 0.00 0
O"/o o 0 0 0 0.00 01101418
L11 1418 Oo/o 0 0 0 0 0.00 0
L12 1418 Oo/o 0 0 0 0 0.00 0
0 0 0.00 011314180o/o 0 0
L14 1418 0%0 0 0 0 0.00 0
1418 0%0 0 0 0 0.00 0115
L16 1418 o%0 0 0 o.00 00
DATE: OZIPIAT PROJECT= 21854
WALL SUMMARY
WIND
UNIT
SHR
Panel
[iEIS
UNIT
SHR
CONTR.
DESGN
MAX.
UNIT
SHEAR
UPLlFT SHEAR
WALL
HOLDOWN NOTES
W s
V1 51 1.0u 52 X 52 415 $OOKU
v2 94 1.00 104 X 144 830 S 0 0R0
V3 67 1-00 68 X 68 545 S 00Ro
V4 4?1.00 39 X 42 337 S 00Ro
V5 47 1.00 60 X 60 484 S 0 0R0
V6 0 1_00 0 0 0 0 0R0
vt (,'t _00 U 0 (,0 0t-( 0
V8 0 1.00 0 0 0 ooR0
V9 0 1.00 o 0 0 0 0R0
v10 0 1.00 o 0 0 O ORO
v11 u 1.00 (,0 0 0 Qt(0
v12 0 1.00 0 0 0 00R0
v13 0 1.00 0 0 0 0 0R0
v14 0 1.00 0 0 0 ooRo
v15 o 1.00 0 0 0 OORO
v16 0 1.OO 0 0 0 00Ro
M1 55 1.0u 61 X 61 550 S 0 (]F( {J
M2 172 1.00 149 X 172 1546 S O ORO
M3 83 1.00 82 X E3 747 S 0 0Ro
M4 157 1.13 95 X 157 '1413 S 0 0R0
M5 203 1.13 178 X 203 1829 S 0 0R0
M6 4U 1_75 465 X 465 4184 D 40R7
M7 269 1-00 105 X 269 2425 B 30R6 r/ 6/7
M8 317 1.00 256 X 317 2853 c 4 0R6
M9 144 1.00 105 X 144 1299 S 00R0
M10 o 1.OO o 0 0 0()Ro
vt1 1 0 1.OO 0 o 0 0 0Ro
Ml2 0 1.OO 0 0 0 00R0
M13 0 1.00 0 0 0 0 0R0
Ml4 o 1.OO o o 0 0 0R0
M15 0 1.O0 o 0 0 O ORO
M16 0 1.OO o o 0 00R0
L1 0 1.OO o o 0 0 (JRo
L2 0 1.00 0 o 0 0 0R0
L3 0 1.00 0 0 0 0 0R0
L4 0 1.00 0 0 0 0 0R0
L5 0 1.00 0 0 0 00R0
L6 0 1_00 0 0 0 0 0R0
L7 0 1.00 0 0 0 0 0R0
L8 0 1_00 0 o 0 00Ro
L9 0 1.00 0 0 0 0 0R0
110 0 1,00 0 0 0 O QRO
111 0 1.00 0 0 0 0 0R0
L12 0 1.00 0 0 0 0 0R0
113 0 1.00 0 0 0 0 0R0
L14 0 1.00 0 0 0 0 0R0
115 0 1.00 0 0 0 0 0R0
116 0 1.00 o o 0 0 0R0
trr!.tfi;!it hfr"-mfiEzZEgEgmr_Fl6B /1,# |l-td'ii*a*ror fta'ffire6,G$NMNsstoNo
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Parcel Details
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H
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Parcel Number: 949200016
Parcel Number: 949200016
Owner Mailing Address:
CHRISTOPHER LYON
1093 3OTH ST
PORT TOWNSEND WA9B36B49O2
Site Address:
Section: 3
Qtr Section: SEI/4
Township: 30N
Range: 1W
School District: Port Townsend (50)
Fire Dist: Port Townsend (B)
Tax Status: Taxable
Tax Code: 100
Planning area: Port Townsend (1)
Sub Division: ELLIS ADDITION
Assessor's Land Use Code: 9100 - VACANT LAND
Property Description:
ELLrS ADDTTTON I LOT 16 | |
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BLDoT*zzj
City of Port Townsend
Development Services l)epartment
BUILDING IIUMBER APPLICATION
LName of Properly Owner:
Mailing Address:
Telephone:
Property is located in:
Addition:
Faces/Access is from:
Parcel Number
8r
Block(s):I-o(s):/6
S* D ^ilrr+
If this is a new ADU, has a building permit been applied for? _yes No Date:
Notes:
HousDr{uMBERASSrcirtED, Z 3 = 3 SAn
Date of Approval:
For Department Lse Onlvz
Application Fee Received (53.00, TC 2200)
Copy to: U Finance U Fire Dept
U Sheriff Ll police (Lyn)
U Public Works U DSD database
For address changes: U Qrvest Address l\'{anagement Center - 206-
Date:
U Post Office
U GIS
lJ Assessor"s Office
Nov I I 2007
CITY OF PORT TOWNSiND
DSD
http://ptinaginglDSD/Building-Foms/BuildingPermitPacket/Application-Ad&ess Number-doc ; 6/t/06
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BT]ILDING PERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-s09s
Project Information
Permit Type Residential - Single Family - New
Site Address 2553 SAN JUAN AVENUE
Project Description
New single-family residence with attached garage
Permit #
Project Name
Parcel #
BLD07-235
9492A0016
Fee Information
Project Valuation
Site Address Fee
Building Permit Fee
Energy Code Fee - New Single
Family Unit
Mechanical Permit Fee per Dwelling
Unit - New Residential
Plan Review Fee
Plumbing Permit Fee per Dwelling
Unit - New Residential
State Building Code Council Fee
Technology Fee for Building Permit
Record Retention Fee for Building
Permit
Total Fees
Project Details
Decks - Residential (Covered)
Dwellings - Type V Wood Frame
Private Garages * Wood Frame
$188,492.55
3.00
1,492.15
100.00
150.00
969.90
150.00
60 SQFT
1,866 SQFT
4il SQFT
4.50
29.84
10.00
$2,909.39
Conditions
10. Property comer survey pins must be located at time of foooting inspection to veriff setbacks
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 thgproperty or authorized agent of the owner.
print Name Ol, i s/,nf/ o n L-* Date rssued: t2/0'7 t2007
a / lssued Bv: PWESTETTIELD