HomeMy WebLinkAboutBLD07-188City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Torvnsend, WA 9836g
(360)379-s09s
BUILDING PERMIT
Project Information
Permit Type Residential - Single Family - New
Site Address 849 57TH STREET
Project Description
Build new SFR
Permit #
Project Name
Parcel #
BLD07-188
Baxter SFR
936903606
Names Associuted with this Project
Type Name
Applicant Baxter John M
Owner Baxter John M
Contact Phone #
License
Type License # Exp Date
*** SEE ATTACHED CONDITIONS ***
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 1g0
days. Work is verified by obtaining a valid inspection.
The granting of this
that the information
that I am the owner
shal not conslruedbepermrt to iolateapproval ons theof orPTMC otheranypfovlsl laws or regulations.certifu
for this lsit andtrueperm toaccurate bestthe of know furthermyledge.certifu
theofagent
Print Name Datelssued: 12/28/2007
lssued By: FRONTDESK
BIJILDING PERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-s09s
Project Infurmation
Permit Type Residential - Single Family - New
Site Address 849 57TH STREET
Project Description
Build new SFR
Permit #
Project Name
Parcel #
BLD07-188
Baxter SFR
936903606
Fee Information Project Details
Dwellings - Type V Wood Frame
Private Garages - Wood FrameProject 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 lor Building Permit
Record Retention Fee for Building
Permit
$r 38.7s8.33
3.00
1,212.15
100.00
1,377 SQFT
308 SQFT
1s0.00
150.00
150.00
4.50
24.24
10.00
Total Fees $1,803.89
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 ofthe properfy or authorized agent ofthe owner.
Datelssued: 12/2812007
lssued By: FRONTDESK
Print Name
I
))
BUILDINGPERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-s09s
Project Informution
Permit Type Residential - Single Family - New
Site Address 849 57TH STREET
Project Description
Build new SFR
Permit #
Project Name
Parcel #
BLD07-188
Baxter SFR
936903606
Conditions
10. Property corner survey pins must be located at time of foooting inspection to verifz setbacks.
20. Temp. erosion control measures rnust be installed and maintained prior to approval of any building inspections.
Call 385-2294by 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 ofthe properly or authorized agent ofthe o\ilner.
Date Issued:
Issued By:
12t28/200'7
FRONTDESK
Print Name
City of Port Townsend
Development Services Department
250 Madison Street" Suite 3
Port Townsend WA 98368
360-379-5095 Fax 360-344-4619
REVISION TO BUILDING PERMIT # BUD@ ? - lg€1 Revision # L
OWNER:Ler SITE ADDRESS: 8 rh3
Total Value of Revision: $Impervious Surface Change?D
Revisions require 2 sets of plans and a written scope of workthat fully describes the proposbd change plus any
additional information that will be of assistance inissuing,your revision. If your plans were stamped by a design
professional, all revision submittals require a stamp with-a wet signature. g-e arrare ttrat ctrairges to the existing-
approved plans may also require g to revise your original building permit application (lot coverage, impervious
surface, structure square footage, etc.) and energy code documents (changing windows, heat sourcg etc.ito
conform to your proposed changes.
Scope of work:
o
rS
Submittal date: : Two sets of plans for revision:
Approval of engineer of record (if original plans engineered): o yes ! No
OFFTCE USE ONLY:
!NA
P:tDSD\Deparfinent Form$Building Forms\ApplicatiorrRcvision.doc
il"
t,
CITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG $
PERMTT#BLf,> o7* lag
SCOPE OF WORK:
DArE RECEryED I -4- C 7
i\J g-€c€_?)efi^lJ 33
DATE ACTION INITIALS
? -4- o'/ENTERED INTO CHET s<
CA ^: to Planning - No evidence
CHECKED FOR COMPLETENESS
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CITY OF,PORT TOWNSENDDEVELOPMENT SERVICES NNPANTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360_3g5_2 294 bvthe inspection. tror Monday rrro"J"^. ""ii
.3:0-0lt{ the day before you wantby 3:00 PM Friday.
DATE OF INSPECTIoN: I o
SITE ADDRESS:
PROJECT NAME:
coNrACT PERSON: QEu t\
RMIT NUMBER: A A CI7'-
CONTRACTOR:
PHONE:
TYPE OF INSPECTION:T,,t 4t_
! APPROVED
Inspector
! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will bechecked at next inspection
N NOTAPPROVED
CalI for re-inspection before
proceeding.
Date
Approved plans and permit card must be on_site
be assessed if work is not readyfor inspection.
and availel)le at time of inspection. A re_inspection Jbe may
')
)
Jefferson Gounty DGD Building Division
Correction Notice
PERMIT NUMBER
OWNER
JOB LOCATION
lnspection of this structure has found the following violations:
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 4A-Inspector
THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE
BUTLDING DTVTSION (360) 379-4450 TNSPECTTON HOTLINE (360) 379-4455
')
)
Jefferson Gounty DCD Building Division
Gorrection Notice
PERMIT NUMBER
OWNER
JOB LOCATION RL}? S7
spection of this structure has found the following violations:
o
4++
You are hereby notified that no more work shall be cione upon these premises until
the above violations are corrected, unless noted otherwise. When corrections have
been made, call for inspection
Date 3q <*x
BUtLDTNG DTVISTON (360) 379-4450 ECTTON HOTLTNE (360) 379-4455
THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE
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CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
"(PERMIT NUMBER:f - l&trDATE OF INSPECTION:
SITE ADDRESS: €{q.5?
PROJECT NAME:CONTRACTOR:
CONTACT PERSON:PHONE
TYPE OF INSPECTION:E+f <U p.A /L
4Je*0-
(
4.Cra d-&t-C < \
N APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
t-I NOT APPROVED
Call for re-inspection before
proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may
be assessed if work is not ready for inspection.
lnspection Report
Project Permit# BcD 07 - I g(
Date lnspector lnspection & Notes
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CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.I/'7-t-/
DATE OF INSPECTION:
SITE ADDRESS:
PROJECT NAME:
PERMIT NUMBER:
CONTRACTOR:
CONTACT PERSON
TYPE OF INSPECTION:
5.P err', -l r'<i-
6le,n PHONE:
6UL ,
/ 5't //t /o lniil,
/,7rQQfr ://g= 2es x a
! APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
! NOTAPPROVED
Call for re-inspection before
proceeding.
Insp ""ro,Jh-l Date //- 5rt7
Approved plans and permit card must be on-site and available ol time o/'inspection. A re-inspection.fbe mcr.t
be qssessed iJ work is not readyJbr inspection.
Subj:
Date:
From:
To:
Penny Westerfield
Permit Technician
Penny Westerfield, CPT /
Ci[-OfPormownsenO €r
Development Services Department (DSD)
250 Madison Street, Suite 3
Port Townsend WA 98368
360.379.5082, F ax 360.344.461 I
Port Townsend Permit
1112812007 11:06:39 A.M. Pacific Standard Time
pwesterfieU@city
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Page 1 ofl
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Hi John,
Your building and utility permits are approved and ready to issue. Since Glen Norcross handled some of the
preliminary steps for you, I also left him a voice message. Someone needs to sign for the permit.
The remaining fees that need to be paid come to $1,653.89.
Let me know if you have any questions.
Thank you
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Wednesday, November 28,2007 America Online: Crystalpress
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;1.
Development teruices
Residential Building Permit Application
F Applications accepted by mail must include a check for initial plan review fee of $150) See the "Residential Building Permit Application Requirements" for details on
plan submittal requirements.
250 Madison Street, Suite 3
Port Townsend WA 98368
Phone: 360-379-5095
Fax: 360-3444619
www.cityofpt.us
Lender lnformation:
Lender information rnust be provided for projects
over $5,000 in valuation per RCW 19.27.095.
N
Project Valuation:OO
Building lnformation (square feet):
1'tfloor 13"'? Garage: 3o9
2nd floor Deck(s
3'd floor Porch(es):-
Basement:- ls it finished? Yes No
Carport:_
Manufactured Home i ADU i
@1 Addition i Remodel/Repair i
Total Lot Coverage (Building Footprint):*
square teet: //9{ Yo 33,-7
lmpervious Sur{ace:*
squarereet: /(t{*@
Any known wetlands on the property? Y
Any steep slopes (>15%l? Y @
Property Owner:
-l lthr:Name
t
City/SVZip
Emai
Na
Address
City/SUZip:
P -4?
Email
Gontractor:
Lt^
wdmeas owner
Name -lo -I3 a-72s
City/SUZip:
Emai
ct:nULI
State License #
City Business L Lilt ul i'"i'r lu"ti;l
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I hereby certify that the information provided is correc{, that I am either the owner or authorized to act on behalf of the owner
and thdt all aitivities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code,
Project Address:Leoal Descriotion (or Tax #):
nalition: OAh Foful tt+
B jb
Lot(s){
Office Use Onlv
l"{t\ot-tK
Associated Permits:*"oa- D?7
.-Zoning: 'lg- -Ir-
Parcer# q36 ?03 lo,
Project ption:
I
Print
Land Use Checklist
Legal Description:k- 3( t4
Location:J'--7{4^- t aJt
Zoning l"{-
Recorded Plat Shows Lot Size as: <7) Y t II-D
Streets utt' d,-
Assessor Shows: t/
ArcReader Shows: t /
Critical Area?l,'L
Other Permits?
Part of a Plat or BSP or PUD? (Conditions, Tree Conserv...)fua
Site Visit?
Building meets setbacks?
Building meets lot coverage
Notice to Title needed?
?
Restrictive Covenant needed?
Lots of Record needed?
Comments:Se{,Fet'<, eapzy"<r.td- Sdt te.,v-<r &,l
l.-O 1 {-tr hn,IS u.dJ<d
6 \X;ater Waste Watcr Storm Water
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Parcel Details
Parcel Number: 9369
Section: 34
Qtr Section: NE1/4
Township: 31N
Range: lW
Page 1 of2
"" '!":;f;tlu,# l? 'tLt n *"inok .
Parcel Number: 936903602
Owner Mailing Address:
ELLEN REICHART
1421 GREGORY WAY
BREMERTON WA983371238
Site Address:
B3B 56TH ST
PORT TOWNSEND 98368
Wr$mter Fr$emdiv
School District: Port Townsend (50)
Fire Dist: Port Townsend (B)
Tax Status: Taxable
Tax Code: 100
Planning area: Port Townsend (1)
Sub Division: CALIFORNIA ADDITION
Asse$$qjb Ls{!d U$s_eqdei 1100 - HOUSES (single units, non-farm)
Property Description:
CALTFORNTA ADDTTTON I BLK 36 LOTS 7 & B I SUBJECT TO EASEMENT | |
Click on photo for larger image.
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Data
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When recorded return to:
CHR]STOPHER & ESTELA BOURQUE
PO Box 2114
Port Townsend, WA 98368
DECIJARAIIOII OF EAT'EIIEIIT
ff,E GRANTORS, iIOUN l,I. BAXIER AIID trAAEN N. BAXIIERT Husband and Wife,
for valuable consideration, receipt of which is hereby acknor{rledged,
owne!6 of the real property located ln the City of Port Tovrnsend,
legalIy described as:
LOT 5, BLOCK 36 OT THE CAIJIFORNIA ADDITION TO THE CITY OF PORT
ToI{NSEND, AccoRDING TO VOTJUME 2 OF PLATS, PAGE 99, RECORDS O!'
JEFTERSON COUNTY, WASHTNGTON.
Tax Parcel # 936 903 606
hereby grant, convey, establish and create, in perpetuity, an eaaement
for the use, repair and maintenance of the Eevter line serving Lots 7 &
8, Block 36 of the california Addition to the City of Port Tovrnsend
which runs under that portion of aaid Lot 5. The location of said
easement EhaII be the sewer line ae installed as of the date of
recording of thia Declaratlon of Eaaenent, aa shown and particularly
described in the diagram attached hereto and incorporated hetein as
Exhibit A.
Said easement ls for the benefit of CRAllllEEg' CHRISTOPHER P. BOURQUE
and ESTELA M. BOURQUE, Husband and Wl"fe, ovrners of the real property
located at 838 56th street, Port TorrnEend, IegaIIy described as:
r.oTs 7 & 8, Br,ocK 35 oF THE CAIIFORNTA ADDTTTON TO THE CrTY O!'
poRT TOWNSEND, ACCORDTNG TO VOLUI4E 2 OF PLATS, PAGE 99, RECORDS
OF
'IEFFERSON
COUNTY, WASHINGTON.
Tax Parcel # 936 903 602
DECLARATTON OF E.ASEI]IENT
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This Declaration of Ea6ement shall be binding upon the Grantols.
Grantora, heirE, pereonal representatives, guccegsors and assigns, and
the easement is acknovrledged and declared to be a sovenant running
with the above-deacribed property. This easement ehall. benefit
Grante€,E heirs, succe€Eors and aeelgns.
IN ?lIlNEgS IINEREOF, the gnder8igned have hereunto set their hands and
seaL thiB /t aay ot,4A5J,"-Z--, 2003.
/ lr'/'J /\,r./n /4 /hJb
JOHN M. BAXTER, Grantor
DECI.AR}TION OF EASEI{ENI
of vfashington
Residing at:
in and for the state'k fu,-"J.
N. BAXTER,
STATE OF WASHINGTON
COUNTY O8 JE!'EERSON
ON EIIIS DAY personally appeared before me JOHN M. BAXTER and
KAREN N. BAXTER to me kno!'rn to be the individuals described in and !''ho
executed the within and foregoing instrument, and acknowl"edged that
they signed the same aE thei! free and voluntary act and deed, for the
uses and purposea therein mentioned.
cIvEN under my hand and official seal this // aay ot
i_IJLl(us | , 2003,
uy corunission expirear 1/Al.t"s- .
-2-
JULY
Stite of Wsthilgtotr
AUDREY OLINER
fiffcoMMlssloN E(PlREg
Parcel Details Page 1 of2
Parcel Number: 936903606,
Parcel Number: 936903606
Owner Mailing Address:
JOHN BAXTER
KAREN N BAXTER
1750 ORR AVE
SIMI VALLEY CA930653946
Site Address:
Section:34
Qtr Section: NE1/4
Township: 31N
Range: 1W
Fris*ter ffrfiendly
School District: Port Townsend (50)
Firc Dist: Port Townsend (B)
Tax Status: Taxable
Tax Code: 100
Planning area: Port Townsend (1)
Sub DivisioN: CALIFORNIA ADDITION
Asscssor's L*nd Uss Cccle: 9100 - VACANT LAND
Property Description:
CALTFORNTA ADDTTTON I BLK 36 LOT s I I I
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SITE ADDRESS:{7 rn cT-
CITY: panT76 llJal.f€.@
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MAILINGADDRESS:
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MILES FROM HILINE SALES OFFICE: 3
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WSEC Residential Construction Checklist
City of Port Townsend
Development Servicqs Department
250 Madison Street, Suite 3
Port Townsend, WA 98368
(360) 379-5095 x'ax: Q6o) 34+46t9
Washington State Energy Code (WSEC)
2001 Residential Construction Checklist
Complete this form in additio4to WSEC forms. Please answer the following questions:
TYPE OI'PRQJ.ECT:,
.-iNew construction, or addition over 750 square feet
Must rneet whole house and spot ventilation requirements, and showfull 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-ffi are allowed with the existing buildingfor WSEC compliance, such as
increasing ceiling insulation. See WSEC component performance forms.
NATE: A house addition less than 500 sq.ft. does not require whole hoase ventilation.
Spot ventilatlon is still required
TYPE OF HFATING - Please clreck atl that annlv:
Electric
a{V*Heater .i Baseboard d Forced Air Fumace .i Radiant Floor (Boiler) .i Other
-Non-Electric:
Propane:-i Radiant Floor/Baseboard (Boiler) .i LPG Stove .i LPG Furnace .i Other LPG
.i Heat Pump .i Oit Furnace .i Woodstove (can only be used as secondary heat source)
@:
Vapor retarders shall be installed toward the warm surface as represented below. Select one
option for floors, walls, and appropriate ceilings:
r Floors:
i Plywood with exterior glue
i poly plastic (greater than or equal to 4 millimeter thick)
I Backed batts
r Walls:
i poly plastic (greater than or equal to 4 millimeter thick)
i Face-stapled, backed batts
i Low-perm paint
r Ceilings: c,,- r
l Not required where ventilation space averages gxeater than or equal to i2'inctrdi dbirt'e
insulation
i Face-stapled, backed batts
i Poly plastic (greater than or equal to 4 millimeter thick)
lLow-perm paint
SEE BACK
http://ptimaging/DSD/Building_Forms/BuildingPermitPackeVApplication-Residential Energy Code Checklist.doc
Page 1 of2
)I
l
WASHINGTON STATE VENTILATION AND INDOOR AIR OUALITY (2000 Code):
Tvpe of ventilation used throushout the house: .i HVAC Integrated Option 4r*rur"roption
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?qJ ),4 0-75
0-120 CFM (3 bedroom house)
(1-2 bedroom house)
.i 100-150 CFM (4 bedroom house)
.3 120-180 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 a day, and have a sone rating at 1.5 or less measured at 0.10 inches water gauge.
Spot Ventilation:
Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry
room, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is
produced. Bathrooms, laundries or similar rooms require fans with a minimum 50 cfm rating at
0.25 inches water gauge; kitchens shall have a fan with a minimum 100 cfm rating 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 Yzinch 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
r 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.
Whatlype of fresh air inlet will be installed? (See figure below)
4Window Ports
.i wall Ports
h@://ptimaging/DSD/Building_Forms/BuildingPermitPackeVApplication-Residential Energy Code Checklist.doc
Page2 of2
i', r "-:j
l'
Receipt Number:ru
BLD07-188 936903606 Plan Review Fee
CHECK 111
Total
$150_00 - _, $1s0.00
Total: $150.00
$0.00
$ 150.00
$1s0.00
genprntrreceipts Page t of 1
Window Schedule for
Plan 1377
Manufacturer: Milgard Windows tnc.
Type: Vinyl
Model: Style Line Series
U-Value =.35
H I\EHOMES
Windovl
Quantitrr
srzE
iwidthxheioht)
GLAZING
AREA
TOTAL
SQUARE FT.
LOCATION
1
1
1
1
1
"1
1
4'0x4'0
4'0x4'0
7'0x5'0
1'0x5'0
4'0x3'6
6'0x4'0
7'0x5'O
16
16
35
5
14
24
35
16
16
35
5
14
24
35
tsedroom #3
Bedroom #2
Master Bedroom
Entry
Kitchen
Dining Room
Livinq Room
FT
Area / Conditioned FloorArea) x 100 = Glazing percentage
1Oo/o
wasg the approplfa
e slidin door and
door
calculation
n,
0.11(145 I 1377)x 100
1 5'0x6'10 SGD 41 41 \ppropriate Room
x0.1
x 100 Glazi Pe/ Cond oned Floor
77
not need to be calculated because theyskylights doother doors, windows a
allminimum u
Updated 5/5/05
I l-.,.1i.. r. ,
..r!
Page I of 1
Suzanne Wassmer
From: Crystalpress@aol.com
Sent: Sunday, October 07,2007 9:51 AM
To: swassmer@city of pt.us
Subject: North Beach property
Hi Suzanne,
You requested I send you a note regarding the "garage" use. Our property is located on 57th street between
Jackman and Guise avenues. The house will be built with the garage facing the back of the property. We plan
to turn the garage into an APUIE!regg. lt says that on one of the plans but not the other, according to you.
We can't change anything on the plans until after the house is built when we plan to take out the garage door
and replace it with a wall.
I hope this helps,
John Baxter
1750 Orr Avenue
SimiValley, CA 93065
805-527-4369
PS: On another note, can you tell me the address of our new house site on 57th?
5€/ t Aws,t
r0[tkt,
See what's new at AOL.com and Make AOL Your Homepaqe.
r0t82007
BLD2r- /88
sYoT- ags
, City of Port Townsend
I)evelopment Services Department
BUILDING NUMBER APPLICATION
Name of Property Owner:=>\r^.T?-J'
Mailing Address I -?Cn o frwQ.*u?'
V"q {
Telephone: Ptt7'gzt^ \t=,L9 , _
Property is locate4 in:
Addition: C" l,S"n L
Faces/Access is from:
Block(s):36
Yl
Lot(s):r
Parcel Number q3A Q oz loA
Directions to the Pronertv {draw vicinitv map on back)
oTD sI
Fr,rrn Lztr. )r,,n ls'i- I 9
If this is a new ADU, has a building permit been
Notes:
11,n
s A
f,ota/ab /oT or<"-
Yes No
-/
HOUSE NUMBER ASSIGNED:a4q K7 fll
Date of Approval:
5TR EI
For Department Use Onlv:
Application Fee Received ($3.00, TC2200):Date:
Copv to:! Finance
I Sheriff
I Public Works
tr Fire Dept
n Police (Lyn)
tr DSD database
I Post Office
! GTS
n Assessor's Office
For address changes: ! Qwest Address Management Center - 206-504-1534
http://ptimaging/DSD/Building_Fonns/BuildingPermitPackeyApplication-Address Numbe r.dcr, ;6t12/06
:-\
Receipt Number:
BLD07-i88
BLD07-188
BLD07-188
BLD07-188
BLD07-188
BLD07-188
BLD07-188
BLD07-188
936903606
936903606
936903606
936903606
936903606
936903606
936903606
936903606
Ogl04l2007 Plan Review Fee
123
Total
Technology Fee for Building Permit
Energy Gode Fee - l,lew Single Famil
State Building Gode 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
$24.24
$100.00
$4.50
$1s0.00
$150.00
$1,212.15
$10.00
$3.00
$1,653.89
$150.00 BLD07-188
$24.24
$100.00
$4.50
$150.00
$150.00
$1,212.15
$10.00
$3.00
Total
$0.00
$0.00
$o-oo
$0.00
$0.00
$0.00
$0.00
$0.00
-o78407
HECKc $ 1,653.89
$r,6s3.89
genprntrreceipts Fage 1 of 1
Reep Engineering & Consulting, lnc
' Date: 07124107
By: l. E. Reep, P.E.
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1377 [30-pSF SNOW 110-i'tpH, EXp C, & SDC Dll Page I of5
PROJECT INFORMATION AND CRITERIA
I. PROJECT INFORMATION
OWNERS/SITE ADDRESS
John & Karen Baxter
XXXX 57th Street
Port Townsend, Washington 98368
TAX PARCEL NUMBER/SITE ADDRESS:See permit application.
PLAN NUMBER:Hiline Homes Plan 1,377
2. STRUCTURAL DESIGNER INFORMATION
Reep Engineering & Consulting, lnc.
l.E. (Gene) Reep, P. E.
8205 Sunset Lane, Pasco WA 99301
Phone (509) 547 -9087 lC,ell 366-2869
E:Mail: reepengineerinq@charter. net
Washington License No. 14364
ldaho License No. 8908
ICC No. 465600
6l
Note: The above stamp applies to the structural
members and assemblies described in the following
calculations only and is valid with a copied or wet
stamp intended for reuse bv HiLine Homes. lnc.
ETPIRES: OI
3. SCOPE OF DESIGN
TYPE OF DESIGN:Lateral engineering analysis of wind and
seismic forces on building.
EXTENT OF DESIGN:Structural specifications for residence and
two-car garage.
REFERENCE CODES & STANDARDS
cl i it -- A ','\:', i
2003 lnternational Building Code (lBC).
2003 lnternational Residential Code (lRC).
2001 National Design Specification (NDS).
American Society of Civil Engineers
(ASCE) Standard 7-02.
American Society for Testing Material
(ASTM) Standard A307.
American Plywood Association (APA)
Diaphragms And Shear Walls Design/
Construction Guide, November 2004.
Reep Engineering & Consulting, lnc.
Date: 07124107
By: l. E. Reep, P.E.
LATERAL ENGINEERING FOR HILINE HOMES
PLAN {377 [30-pSF SNOW, 110-MpH, EXp C, & SDC Dtl Page 2 ot 5
4. DESIGN CRITERIA
FLAT ROOF SNOW LOAD (LIVE LOAD}:Lnoof = 30-Psf maximum.
ROOF DEAD LOAD:DRoor = 15-psf.
EXTERIOR WALL DEAD LOAD:Dwau = 15-Psf.
INTERIOR WALL DEAD LOAD:Dwar = 10-Psf.
SEISMIC DESIGN CATEGORY:SDC D2
BASIC WIND SPEED:1 1O-mph
WIND EXPOSURE FAGTOR:c
ALLOWABLE SOIL PRESSURE:1,500-psf
MATERIAL SPECIFIGATIONS :
Framing Material: No. 2 Hem-Fir minimum
Wood Structural Panels: APA Rated.
10d Nails Diameter: 0.148-in
8d Nails Diameter: 0.131-in
Concrete Strength @ 2}-days: 2,500-psi
Anchor Bolts: ASTM A307 Steel
CONTENTS
Project lnformation And Criteria Page 1
Description Page 3
Specifications And Design Criteria Page 3
Engineering Calculations Page 3
TABLES IN ATTACHMENT
Table A. Plan 1377 Structural Specifications & Allowable Loads Page A-1
Table B. Wind Design Criteria Page A-2
Table C. Seismic Design Criteria Page A-3
Table D. Wind Loads Page A4
Table E. Minimum Wind Loads Page A-5
Table F. Seismic Loads Page A-6
Table G. Controlling Shear Loads Page A-8
Table H. Wind Shear Wall Loads Page A-9
Table l. Seismic Shear Wall Loads Page A-10
Table J. Roof Diaphragm Load Calculations Page A-11
Reep Engineering & Consulting, lnc.
' Date: 07124107
By: l. E. Reep, P.E.
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1377 [30-pSF $NOW, 110-MpH, EXp C, & SDC Dll Page 3 of 5
DESCRIPTION
This report provides engineering calculations and structural design specifications for HiLine
Homes Plan 1377 being built in Port Townsend, Washington. The one-story house is 1,j77-
sf in area plus a one-ca}garage. Design specifications ire provided in Table A and wind and
seismic design criteria, including calculations, are included in Tables B and C, respectively.
Lateral engineering calculations are provided in Tables D through J. Calculations-are
performed using Microsoft Excel linked worksheets.
SPECIFICATIONS AND DESIGN CRITERIA
Design criteria are based on the 2003 lnternational Building Gode (lBC), 2001 National
Design Specification, and the American Society of Civil Engineers (ASCE) Standard 7-02.
Table A. specifications of structural Gomponents And FastEners
Specifications are provided for size and spacing of anchor bolts, shear wall hold-downs,
shear wall sheathing and nailing, shear transfer, and roof framing. Structural
specifications are identified with respect to Wall Lines, which are shown on plan sheet 52
Table B. Wind Design Criteria
Wind design criteria are based on a 110-mph basic wind speed and Exposure Factor C.
The simplified method per IBC Section 1609.6 is used for determining wind loads.
Overturning moments due to wind forces are less than allowable restorative dead load
moments as shown in Table F. Uplift loads for roof tributaries are calculated assuming
the maximum uplift of 24.1-psf in the roof overhang Zone E applies to the tributary area.
Table G. Seismic Design Criteria
-.Seismlc.design loads arebased.on.default Site Classification D per IBC Seetion 161b.1.1
for a maximum flat roof snow load (Fr) of 30-psf. The Equivalent Lateral Force Procedure
of the American Society of Civil Engineers (ASCE) Standard 7-02 Section g.5.5 is used
for calculating seismic forces.
ENGINEERING CALCULATIONS
Engineering calculations are documented in Tables D through J based on specifications in
Tables B and C. These tables provide the following information.
Table D. Wind Loads
Wind loads and overturning moments are calculated in Table D for two orthogonal
directions, transverse and longitudinal. Calculated values are linked to Table G,
Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control
design of lateral restraint. Unit uplift on the buibing is also calculated for both the
transverse and longitudinal directions. Overturning loads due to design base winds are
calculated with a link to Table F, Seismic Loads where they are compared to seismic and
building restoring loads.
Reep Engineering & Consulting, lnc.
' Date: 07124107
By: l. E. Reep, P.E.
LATERAL ENGINEERING FOR HILINE HOMES
PLAN {377 [30-pSF SNOW, 110-MpH, EXp C, & SDC Dll Page 4 of 5
Table E. Minimum Wind
Minimum wind loads are provided in Table E based on horizontal pressures equal to 10
psf and vertical pressures equalto zero per IBC Section 1609.2.1.1. Calculations are
based on the simplified wind load method of IBC Section 1609.6. Calculations are
performed for both transverse and longitudinal directions and linked to Table G for
comparison to wind and seismic loads.
Tables F. Seismic Loads
Table F provides seismic shear loads for a maximum flat roof snow load 30.psf. Flat roof
snow loads are calculated in Table J to determine the added effect of flat roof snow loads
greater than 30-psf per IBC Section 1716.5.1. Calculations are based on seismic design
criteria in Table C and the Lateral Force Procedure method of ASCE Standard 7-02,
Section 9.5.5. This procedure is limited to buiHings of light frame construction not
exceeding three stories in height for SDC D and higher. Seismic loads are calculated for
transverse and longitudinal directions. Overturning moments are calculated in the table
and compared to allowable restoring dead load moments. Although not required for one-
story buildings, story drift and P-Delta effects are analyzed in this table perASGE 7-02,
Section 9.5.5.7 to verify building stability due to earthquake forces. Both story drift and
building stability are well below allowable limits. Overturning loads due to design base
seismic forces are calculated and compared to restoring loads. The building is stable with
respect to overturning.
Table G. Controlling Shear Loads
Table G provides a summary of seismic shear loads. Shear load values from Tables D,
E, and F are compared to determine controlling lateralforces. The controlling values are
linked to Tables H and I for calculating maximum shear wall loads for wind and seismic
forces,' re5pectiVely.
Table H. Wind Shear Loads
Table H provides transverse and longitudinal loads on the building structure including wall
length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead
load on shear walls, and hold-down loads for the various shear wall lengths based on
controlling wind shear loads from Table l. Allowable dead loads are based on an
allowance of 0.66 of the calculated dead load per IBC Section 1609.3 for load
combinations using the allowable stress design method of analysis of wind loads.
Table l. Seismic Shear Loads
Table I provides transverse and longitudinal loads on the building structure including wall
length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead
load on shear walls, and hold-down loads for the various shear wall lengths based on
seismic shear loads from Table G. Allowable dead loads are based on an allowance of
0.60 of the calculated dead load perASCE Standard 7-02, Section 2.4.1for load
combinations using the allowable stress design method of analysis of seismic loads.
Reep Engineering & Consulting, lnc.
Date: 07l24lOT
By: l. E. Reep, P.E.
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1377 [30-pSF SNOW, 110-MpH, EXp C, & SDC Dll Page 5 of 5
Table J. Roof Diaphragm & Snow Load Calculations
Table J provides roof diaphragm load calculations for determining diaphragm shear per
IBC 1620.4.3 for seismic loads and comparing these loads with wind and minimum wind
loads from Table H. ln addition, shear wall and diaphragm deflection are calculated to
confirm that the diaphragm is flexible, that is the roof diaphragm to shear wall ratio is
greater than 2.0 per ASCE 7-02, Section 9.5.2.3.1. Strength level seismic unit shear
values are used to calculate deflections. Calculations are based on American Plywood
Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and
ShearWall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated
assuming the roof experiences a maximum uplift pressure from Table B for "Roof Wind
Zone F Pressure". Allowable roof dead loads plus truss connections exceed uplift by an
acceptable margin.
Maximum Gonsidered Earthquake Ground Motion
Site Class D Fa = {.00 Fv = 1.56
Zip Code = 98368
Central Lat. = 48.090334 deg Central Long. = -122.85106{ deg
1.6
7 ,.o
o
E t.,
oE1IJu3 0.s
g
E 0.6
atgo o.tltl
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0
0 0.5 1
Period, sec
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TffiNE
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0.00 0,495
$,,t r {.23S
0,e0 'I.?3S
0.65 f .13S
0.60 t.t3?
o.?o 0.9?0
0,80 0.849
0.90 0.t55
1.00 0.6?9
t.t0 o.6.tt
.1,30 0,5$6
t.30 r,&72
't,40 0"485
'1.5{0.453
r.60 0.4?{
1.70 o.3sg
r.s0 0.3?7
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?.00 0,340
Inc.Page A-1t
Table A. Plan 1377 Structural Specifications & Allowable Loads (5 sheets).
xz
Explanation of Wall Lines
Shear walls and structural specifications are identified with Wall Lines on plan Sheet 52.
Lettered Wall Lines are generally identified from front to rear of the building and numbered
Wall Lines start at the left and continue to the right (standard plan). For reversed plans, Wall
Lines remain the same except numbered Wall Lines start at plan right.
STRUCTU RAL SPECI FICATIONS
Foundation Anchoring Specificatione (All Wall Lines)
Maximum applied shear per Tables H or I (lb).3,174
Maximum anchor bolt Load @72-in o.c. minimum 2 anchors per mudsill (lb)635
Allowable anchor bolt load for 112-in dia. A307 bolts with 7-in. embedment (lb).912
lnstall 112-in dia. ASTM A307 anchor bolts 72-in o.c.standard
Wall
Wall Line B (Rear Garase Wall)
1
on
Maximum overturni tension load Tables H or I
lnstall Sim r standardLTT2OB Stra Tie Holdowns
Fasten bottom of OSB panels to mudsill with 8d nails @ 6-in o.c.
Allowable tension load for Simpson LTT2OB Strap Ties is 1,750Jb. Allowable
tension load for 112-in dia. Titen = 1,218-lb per standard specification. Additional
resistance to shear wall overturning (tension) provided by fastening OSB panels to
mudsillwith 8d nails @ 6-in o.c. is 526-lb per standard specification. Total allowable
= 1,218 + 526 = 1,744-lb (controls tension load).
1,744
Wall Line A
Maximum overturning tension load Ber Tables H or I (lb)"427
At three locations shown on Sheet 52, fasten OSB panels to both mudsill and wall bottom
plate with 8d nails @ 6{n o.c. and fasten bottom plate at each end of shear wall to mudsill with
112-in. dia.X 4.0-in long lag screw with 2X2X3l16-in flat washer per standard specification (see
detail 1 on Sheet 51.
lowable tension load is 936-lb standard
ons
AllWall Lines
244Maximum resistive unit shear load per Tables H or I (lb/ft)
Appfy 7116-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in
o.c. per standard specification.
365Allowable shear per standard specification = (0.50X0.93X785) = 365-lb/ft.
Revised 07123107 Lateral Specs Plan-07 1377 Baxter Lateral-11O mph, Exp G, & SDC D1 712412007 1
Table A. Plan 1377 Structural Specifications & Allowable Loads (5 sheets).
Transfer
AllWall Lines
Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap
splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same
fastener spacing as on shear walls.
Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c
Wall LinesA&B(Gables)
47Maximum applied unit shear per Tables H or I (lb).
Fasten gable-end trusses to double top plates with 2-10d toenails @ 1 6-in o.c.
203Allowable load for (0.83X2X12116)(1.6X84) = 203-lblft.
Wall Linesl&2(Eaves)
46Maximum applied unit shear per Tables H or I (lb).
See Roof Framinq Specification for truss connections.
381Fasten per Roof Framing Specification for truss connections
Wall Line B (lnterior OSB Shear Wall-to Roof Diaphragm)
244Maximum applied shear per Tables H or I (lb/ft).
Place 2X member on top of shear wall and fasten to top plate and truss bottom chord with 10d
common nails @ 6-in o.c.
326Allowable load for (2X1.6X102) = 326-lblft.
Frami
Roof Sheathing
63Maximum applied unit shear per Table J (lb/ft)
lnstall 7116-in unblocked wood structural panels per IBC Case 1.
o.c. on supported edges and 12-in o.c. in the field.
Fasten with 8-d nails @ 6Jn
323
Basic allowable unit shear forwind Joads = 645-lb/ft per.NDS- Iabje a.2B- fq!'Zl.10:!-n
unblocked panel diaphragms. Adjustment Factor (AF) forASD = 0.5. Adjusted
allowable unit shear = (0.50X645) = 323-lb/ft.
Truss Blocking & Boundary Nailing
Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each
roof diaphragm to blocking with 8d nails @ 6-in o.c.
side. Fasten
Truss Gonnections
127Maximum applied unit shear per Tables G = Q/Lpoo1(l b/ft).
Fasten truss tails to top plates with 2-10 toenails and a
Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet 53,
Simpson H2.5A or Hl Seismic &
Roof Framing Plan).
381
Allowable load for 2-10d common toenails = (2X0.83X1
end. Allowable load for H2.5A or Hl Seismic & HurricaneTies = 11O-lb pertruss end
for Hem-Fir. Total allowable load per truss end = 271 + 110 = 381-lb per truss end =
6X102) = 271-lb Per truss
381-lb/ft (H2.5A ties control)
Page A-1lnc
Revised O7l23lO7 Lateral Specs Plan-07 1377 Baxter Lateral-l|O mph, Exp G, & SDC Dl 712412007 2
Table A. Plan 1377 Structural Specifications & Allowable Loads (5 sheets)
Truss Ghord Splice Nailing
858Maximum aoolied chord tension load oer Tables J. C = T = M/b =v,L2lb8 flb).
Fasten exterior wall top plate splices together with 10d nails @ 4-in o.c. Minimum splice length
= 48-in.
1,469Allowable chord splice tension load for 10d nails @ 4-in o.c.
Standard Structural S s & Allowable Loads
Foundation Anchor
912
Basic allowable single shear for fastening Hem-Fir framing to concrete with 112-in
bolts = 570-lb per NDS Table 11E. Adjustment for 1O-minute wind/seismic loads =
1.6 NDS Table 2.3.2. Allowable load = (1.6X570) = 912-lb
938
Basic allowable single shear for fastening Hem-Fir framing to concrete with 1/2-
inX8.5-in long Simpson Wedge-Allwedge anchors in minimum 2,500-psi concrete
with 4.5-in embedment = 1,763-lb. Adjustments for no special inspection = 0.50, for
3-in edge distance = 0.80, and for wind/seismic loads = 1.33. Allowable load =
(0.50X0.80X1.33X1 .763) = 938-lb.
1 1 76t
Basic allowable single shear for fastening Hem-Fir framing to concrete with 1/2-in
Simpson Tlten HD anchors in minimum 2,500-psi concrete with 4.25-in embedment
= 2,210-lb. Adjustments for 3-in edge distance = 0.44, and for 1O-minute
wind/seismic loads = 1.33. Allowable load = (0.40X1 .33)(2,210) =1 176-tb.
Hold-Downs
$impson LTT2OB Strap Ties
lnstall Simpson LTT2OB Tension Ties fastened to 3Jn framing with 10-16d nails. Fasten
LTT2OB to concrete with 1/2{nX8Jn long Simpson Titen HD anchors and 2X2X3116-in flat
washers.- Embed,anchors 4.125jn-into minimum Gin gtem-WA!! and.2 r concr
1,750le tension load for Simpson LTT2OB Tension Ties is 1,750Jb (controls) for
2,500-psi concrete = 1,750-lb.
Allowab
1,218
Basic allowable tension load for 1/2-inX8-in long Simpson Titen HD anchors
embeded 4.125-in into 2,500-psi concrete = 2,207-lb. Adjustments are 0.50 for no
special inspection, 0.83 for 3-in edge distance, and 1.33 wind/seismic loads.
Allowable load = (0.50X0.83X1 .33X2,2071 = 1,218-lb (controls).
1,088
Basic allowable tension load for 1/2-inX8.5in long Simpson Wedge-All anchors
embeded 4.5-in into 2,500-psi concrete = 2,045-lb. Adjustments are 0.50 for no
special inspection, 0.80 for 3-in edge distance, and 1.33 for wind/seismic loads.
Altowabte toad = (0.50X0.80X1 .33X2,045)1,088-lb
lnc.Page A-l
Revised Oll23t07 Lateral Specs Plan-07 1377 Baxter LaterahllO mph, Exp C, & SDC Dl 7l24l2OO7 3
Table A. Plan 1377 Structural Specifications & Allowable Loads (5 sheets).
Shear Wall Nailing lnto Mudsill
Fasten OSB panels to mudsillwith 8d nails @ 6jn o.c.
527
Basic allowable single shear load for 8d nails and Hem-Fir framing = 73-lb per NDS
Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.2.
Allowable shear load = (1.6X73) = 117-lblnail. Allowable shear wall overturning load
for 4-ft panels fastened with two rows of 8d nails @ 6{n o.c. = 112(4816 + 1)(1 17) =
527-lb (controls).
Las Screws/ShearWall Nailing lnto Mudsill
Fasten OSB panels to both mudsilland wall bottom plate with 8d naib @ 6-in o.c. Fasten
bottom plate at each end of shear wall to mudsill and bottom plate with ASTM A307 112-in
dia.X 4.0-in long lag screws with 2X2X3l16-in flat washers.
936
Allowable lateral load for 8d naib fastened to OSB panels = 117-lb per standard
specification. Allowable overturning load for 8d nails into both bottom plate and
mudsill @ 6-in o.c. = (112(2)(4816 + 1X117) = 936-lb (controls).
966
Basic allowable withdrawl load for 112-inX4-in long ASTM A307 lag screws is 302-
lb/in for Hem-Fir. Length of fulLdiameter section = 2.0 per NDS Appendix L and
adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.3. Allowable
withdrawl load = (1.6X2.0X302) = 966-lb
Nails (Per NDS Tables 11N and 2.3.2.1
Sinqle shear for 8d common (0.1 31-in) with 1 .5-in thickness Hem-Fir side members.
134Basic allowable shear for 8d common nails = 84-lb. Adjustment for 1O-minute
wind/seismic loads = 1.6. Allowable shear load = (1 .6X84) = 134:lb.
Sinsle shear for10d common (0.148-in)with 1.S-in thickness Hem-Fir side members
163tsasic allowable-shear for 10d eornmon nails = 102-!b. Adjustment for 1O-minute
wind/seismic loads = 1.6. Allowable shear load = (1.6X102) =163{b
Sinsle shear for10d common (0.148-in) with 1.S-in thickness Hem-Fir side members
163Basic allowable shear for 10d common nails = 102-lb. Adjustment for 10-minute
wind/seismic loads = 1.6. Allowable shear load = (1.6X102)= 163-lb
Single shear for 10d common toenails (0.148-in) with 1.S-in thickness Hem-Fir side 135
Shear
members == 135-lb.83 163
OSB Shear Wall Panels ( Per NDS Table 4.3A)
365
Basic allowable shear for wind loads = 785-lb/ft per NDS Table 4.3A for 8d nails @
6-in o.c. on edges,12-in o.c. in the field, & framing @ 16Jn o.c. per Note b.
Adjustments 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear =
(0.50X0.93X785) = 365-lb/ft,
560
Basic allowable shear for wind loads = 1,205-lb/ft per NDS Table 4.3A for 8d nails
staggered @ 4-in o.c. on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per
Note b. Framing on panel edges is 3{n nominal. Adjustments are 0.50 forASD and
0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93X1,205) =560-tb/ft.
lnc.Page A-1
Revised 07123107 Lateral Specs Plan-07 1377 Baxter Lateral-1{0 mph, Exp C, & SDC Dl 712412007 4
Table A. Plan 1377 Structural Specifications & Allowable Loads (5 sheets).
260
Basic allowable shear for seismic loads = 560-lb/ft per NDS Table 4.3A for framing
@ 16Jn o.c. per Note b. Adjustments are 0.50 forASD and 0.93 for Hem-Fir
framins. Allowable shear = (0.50X0.93X560) = 2601b/ft.
400
Basic allowable shear for seismic loads = 860-lb/ft per NDS Table 4.3A for 8d nails
staggered @ 4-in o.c. on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per
Note b. Framing on panel edges is 3-in nominal. Adjustments are 0.50 for ASD 0.93
for Hem-Fir framins. Allowable shear = (0.50X0.93X860) = 400-lb/ft.
GWB Shear Wall Panels ( Per NDS Table 4.3B)
Fasten 112-in GWB panels to both sides of wall with No. 6 X 1 .25-in long Type S or W dryrvall
screws.@ 4-in o.c. on edges and in the field with all edges blocked. Minimum framing
material is Hem-Fir with maximum spacing of studs @ 16-in o.c.
279
Basic allowable unit shear for wind loads = 300-lb/ft. Adjustment Factor (AF) for
ASD is = 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear =
(2X0. 50X0.93X300) = 279-tblft.
86
Basic allowable unit shear for seismic loads without flat metal strap bracing =
300-lb/ft. Adjustments are for ASD is = 0.50, 0.93 for Hem-Fir framing, and 0.30 for
seismic response modification coefficient (R =2) using GWB sheathing per IBG Table
0.30). Allowable shear = (2X0.50X0.93X0.30X300) =86-tb/ft.1617.7.2 (2t6.5
172
Basic allowable unit shear for seismic loads with flat metal strap bracing = 300-
lb/ft for framing @ 16-in o.c. per Note b. Adjustment factors for ASD is = 0.50, Hem-
Fir framing = 0.93, and seismic response modification coefficient (R) GWB sheathing
per IBC Table 1617 .7 .2 = 416.5 = 0.62. Allowable shear = (2X0.50X0.93X0.62X300)
= 172-1bft.
Shear Transfer
Nails
163
Bbsid allciWEiblebad-fioT-10d Com'nton naiis fastened"with 1;5.1n:side'memb-ers = 102.
lb per NDS Table 11N. Adjustment for 1O-minute wind/seismic loads = 1.6.
Allowable load = (1.6X102) = 163-lb.
117
Basic allowable load for 8d common nails fastened to minimum 3/4-in side members
= 73-lb per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6.
Allowable load = (1.6)fi3) = 117-lb.
Toenails
135Allowable load for 10d common toenails @ 12-in o.c.(0.83X1.6X102)= 13Sjb/ft.
203Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83X2X12116X1.6X102) =
203-tb/ft.
Ladder Blocking
Place 2X framing members laid flat on wall to truss bottom chords at
607Allowable shear load per ladder block = (4X0.93X1.6X1 02) = 607-lb
Consultin lnc.Page A-1
Revised 07123107 Lateral Specs Plan-07 1377 Baxter Lateral-11O mph, Exp G, & SDC Dl 712412007 5
Table B. Wind Design Criteria.
ValueDescriptionValueDescription
Basic Wind Speed V." (mph)110 Vertical Pressures (psf)
Simolified Method oer IBC Section 1609.6'Yes Roof Zone E Pressure -12.9
1.00 Roof Zone F Pressure -17.7lmportance Factor - lw
-9.3Roof Slope $1121 0.50 Roof Zone G Fressure
-14.2Mean Buildinq Heiqht (ft)12.O Roof Zone H Pressure
'4.21 Roof Overhanq Zone E Pressure -24.1Exposure & Height Factor (Exposure C)
-20.6Horizontal Pressures (psfl Roof Overhang Zone G Pressure
-17.7WallZone A Pressure 29.2 Roof Overhang Zone F Pressure
Wall Zone C Pressure 21.1 Roof Overhano Zone H Pressure -14.2
Roof Zone B Pressure 4.7
Roof Zone D Pressure 4.8
Note: Plus and minus signs signlfy wind pressures acting toward and away from the surfaces, respectively per ASCE
Standard 7-02.
Building Measurement Values For Use in Tables E And F
Buildino Lenoth Front (ft)50.0Buildins Width - Left (ft)34.0
50.0BuiHinq Width - Rioht (ft)34.0 Buildins Lensth Rear (ft)
8.5Buildinq Wall Heioht (ft)7.8 Maximum Buildins Heisht (ft)
Longitudinal BuildinE Zone MeasurementsTransverse Building Zone Measurements
Horizontal Windforce Loading Horizontal Windforce Loading
6.8Transverse Wall Zone A & B Width (ft)6.8 Lonqitudinal Wall Zone A Width (ft)
27.243.2 LonqitudinalWall Zone C Width (ft)Transverse Wall Zone C & D Width (ft)
9.5Transverse Wall Zones A & C Heiqht (ft)7.8 Longitudinal Wall Zone A Height (ft)
"" 13.7Transverse RoofZones B .&-D-f4eiqht (fi).8.5 Lonsitudinal-Wall Zone'"G l-"{ei$ht {.ft)- -
Vertical Windforce LoadingVertical Windforce Loading
Lonoitudinal Roof Zones E & F Width (ft)6.8Transverse Roof Zones E & F Width (ft)6.8
27.2Transverse Roof Zones G & H Width (ft)43.2 Lonsitudinal Roof Zones G & H Width (ft)
25.017.0 Lonqitudinal Roof Zones E & G Length (ft)Transverse Roof Zones E & F Lensth (ft)
25.0Transverse Roof Zones G & H Width (ft)17.0 Longitudinal Roof Zones F & H Length (ft)
Note: Width is measured perpendicular the wind direction and to the wind direction.
Page A-2lnc.
Revised 05/,18107 Wind Griteria Plan-07 {377 Baxter Lateral-110 mph, Exp G, & SDC D1 7124//2007
Table C. Seismic Design Criteria
ValueDescriptionRefere nce/Ca lcu latio n
Building Occupancv Categorv ASCE Standard 7-02, Table 1-1 il
Seismic Use Group ASCE Standard 7-02, Table 9.1.3
Seismic lmportance Factor. le ASCE Standard 7-02. Table 9.1.4 1.0
DDefault Seismic Site Glassification IBC Section 1615.1.1
Seismic Desiqn Catesorv IBC Table 1616.3(1)D2
Response Modification Goefficient, R IBC Table 1617.6.2 6.5
12.0Mean Buildins Heisht, h (ft)Per Plan
Buildins Period Coefficient C' (sec)ASCE Standard 7-02, Table 9.5.5.3.2 0.02
RuiHinn Parinr{ T = C.h3/a /san)ASCE Standard 7-02, Section 9.5.5.3.2 0.129
PostalZio Code U.S. Postal Service 98368
1.239MCE Short Period Acceleration, S'r" (s)Seismic Design Parameters Version 3.10 CD
Site Short Period Acceleration. S"" (q)Snc = 2/3Sus Per IBC Equation 1641 0.826
MCE Lono Period Acceleration. S*,, (o)Seismic Desion Parameters Version 3.10 CD 0.679
0.453Site Long Period Acceleration, S"' (q)Snr = 2/3Sur Per IBC Equation 16'41
0.110Tn = O.2Snn/S.," (sec)IBC Section 1615.1.4
ls = Dg1/Dgg (Sec)IBC Section 1615.1.4 0.548
YesISfgfloo lo< | </= ls!'IBC Section 1615.1.4
Yes15 Lreslgn DpeC[ral ltespOnse, D" = Dpg (IBC Section 1615.1.4
Equivalent Lateral Force Procedure ASCE 7-02 Section 9.5.5 Yes
0.127Seismic Design Coefficient: C" = Snsl'/R ASCE 7 -02 Equation 9.5.5. 2.1 -1
162Maximum Unit Shear. v-o, (lb/ft)Calculation per Table I
Storv Base Shear. V.,^- (lb)Calculation per Table G 4,206
ASCE Standard 7-02, Section 9.5.2.4.2 0.38Story Shear Ratio, r-o" = 1Ov-,"A/story
1,768Base Storv Area: A" (sf)Plans
42.0Square Root of Base Storv Area. A" (ft)Galculation
Flarlunnanv FanJor n = 2 - )Otr (A^\112 ASCE Standard 7-02, Section 9.5.2.4.2 0.763
1.000Minimum Redunancy Factor, p ASCE Standard 7-02, Section 9.5.2.4.2
o.'127SL Seismic Shear: E = pQ= + O.2SnsD Neolect Vertical Seismic Force
0.700Seismic Load Combination Factor forASD ASCE Standard 7-02, Section 2.4.1
0.089ASD Base Shear: Vasn = 0.7Vs'Galculation
30.0Maximum Flat Roof Snow Load (psf Building Department
Page A-3lnc.
Revised 07123107 Seismic Griteria Plan-071377 Baxter Lateral-l1O mph, Exp C, & SDC Dl 712412007
Table D. Wind Loads.
Zone
Wind
Pressure
(ps0
Zone
widrh
(ft)
Zone
Ht./Leng.
(ft)
Zone
Area
(s0
Zone
Force
(tb)
Moment
Arm
(ft)
Moment
(ft-rb)
Florizontal (Transverse) Wind Loads,
Transverse WallZone A 29.2 6.8 7.8 3.952.8 1,539 5,970
Transverse Wall Zone C 21.'l 43.2 7.8 335.2 7,059 4.0 28,232
Transverse Roof ZoneB 4.7 6.8 8.5 57.8 273 8.5 2,318
Transverse Roof ZoneD 4.8 43.2 8.5 367.2 'l,777 8.5 15.107
Transverse Base Shear/Moment 6,348 51,627
Vertical (Transvense) Wind Loads
Transverse Wall Zone E -12.9 6.8 17.0 115.6 -1,497 25.5 38,165
Transverse WallZone F -17.7 6.8 17.0 115.6 -2,042 8.5 17,359
Transverse WallZone G -9.3 43.2 17.0 734.4 -6.842 25.5 174.481
88.374Transverse WallZone H -14.2 43.2 17.0 734.4 -10,397 8.5
Roof Overhang Zone E -24.1 6.8 1.3 9.0 -218 34.7 7,549
Roof Overhano Zone F -20.6 6.8 1.3 9.0 -186 -0.7 -124
35.187Roof Overhang Zone G -17.7 43.2 1.3 57.5 -1,015 34.7
Roof Overhans Zone H -14.2 43.2 1.3 57.5 -813 -0.7 -542
Total Uplift/Overturning Moment on Building -23,010 412,076
Unit Uplift on Building (psO -13.0
Horizontal (Lonsitudinal) Wind Loads
Lonsitudinal Wall Zone A 29.2 6.8 9.5 64.3 1,876
Lonsitudinal Wall Zone C 21.1 27.2 13.7 372.9 7,851
Longitudinal Base Shear 4,864
Wind
25.0 170.0 -2,201Longitudinal Wall Zone E -12.9 6.8
Longilud inal Walt Zone" F - "."..--17J .6.8 25.4 . fia"a _.-3,003
Lonsitudinal Wall Zone C -9.3 27.2 25.0 680.0 -6,336
Lonqitudinal Wall Zone l-27.2 25.0 680.0 -9.627-14.2
Roof Overhang Zone E -24.1 6.8 1.0 6.8 -164
Roof Overhans Zone F -20.6 6.8 1.0 6.8 -140
1.0 27.2 481Roof Overhang Zone G -17.7 27.2
Roof Overhanq Zone H -14.2 27.2 1.(27.2 -385
Total Uplift/Overturning Moment on Building -22,336
Unit Uplift on Buildins (ps0 -12.6
H
Wind Loads
Wind Loads
3.9 6.032Transverse Wall Zone A 29.2 6.8 7.8 53.0 1,547
9.735Transverse WallZone C 21.1 15.2 7.8 1 18.6 2,496 3.9
6.8 5.5 37.4 176 7.8 1,377Transverse Roof Zone B 4.7
83.6 405 7.8 3,156Transverse Roof Zone D 4.8 15.2 5.5
2,603 20,300Transverse Base Shear/Moment
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Inc.Page A4
Revised 05/{8/07 Wind Loads Plan-071377 Baxter Lateral-110 mph, Exp C, & SDC D1 712412007
Page A-5lnc.
Table E. Minimum Wind Loads.
Moment
(ft-rb)
Zone
widrh
(ft)
Zone
Ht./Leng.
(ft)
Zone
Area
(sfl
Zone
Force
(tb)
Moment
Arm
(ft)
Zone
Wind
Pressure
(psO
FI Loads
7.8 52.8 528 3.9 2,047Transverse WallZone A 10.0 6.8
3,352 4.O 13,40910.0 43.2 7.8 335.2Transverse Wall Zone C
8.5 4,91310.0 6.8 8.5 57.8 578Transverse Roof ZoneB
31.2128.5 367.2 3,672 8.5Transverse Roof Zone D 10.0 43.2
6,190 51,582Transverse Base Shear/Moment
Vertical Wind Loads
0 25.5 00.0 6.8 17.0 115.6Transverse Wall ZoneE
8.5 06.8 17.0 115.6 0Transverse Wall Zone F 0.0
17.0 734.4 0 25.5 0Transverse Wall Zone G 0.0 43.2
734.4 0 8.5 0Transverse WallZone H 0.0 43.2 17.0
34.7 06.8 1.3 9.0 0Roof Overhang Zone E 0.0
01.3 9.0 0 -0.7Roof Overhanq Zone F 0.0 6.8
57.5 0 34.7 0Roof Overhang Zone G 0.0 43.2 1.3
-o.7 01.3 57.5 0Roof Overhang Zone H 0.0 43.2
51,5820Total Uplift/Overturning Moment on Building
ift on Build 0.0Unit
64310.0 6.8 9.5 64.3Lonsitudinal Wall Zone A
27.2 13.7 372.9 3,729Lonqitudinal Wall Zone C 10.0
2,186Longitudinal Base Shear
'Wind Loads
.- 1-79.0 .---,""-- 0l-onoitudinal Wall Zsne E 'u.t att().()25,0
00.0 6_8 25.0 170.0Lonsitudinal Wall Zone F
25.O 680.0 0Lonqitudinal Wall Zone G 0.0 27.2
680.0 0Lonqitudinal Wall Zone F 0.0 27.2 25.0
00.0 6.8 1.0 6.8Roof Overhang Zone E
1.0 6.8 0Roof Overhanq Zone F 0.0 6.8
27.2 00.0 27.2 1.0Roof Overhang Zone G
01.0 27.2Roof Overhang Zone H 0.0 27.2
0Total Uplift/Overturning Moment on Building
0.0Unit Uplift on Building (psfl
Garage Wind Loads
Hori2ontal (Transverce) Ut
2.06953.0 530 3.910.0 6.8 7.8Transverse Wall Zone A
1,186 3.9 4,6247.8 118.6Transverse WallZone C 10.0 15.2
2,91737.4 374 7.810.0 6.8 5.5Transverse Roof Zone B
836 7.8 6,5215.5 83.6Transverse Roof Zone D 10.0 15.2
16,{302,068Transverse Base Shear/Moment
minus signs signify wind pressures toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Note: Plus
Revised OSI181O7 Min. Wind Loads Plan-O7 1377 Baxter Lateral-110 mph, Exp C, & SDC Dl 7124l/2007
Table F. Seismic Loads.
Seismic Shear Loads on House
Building Component Load
(psO
HeighU
widrh
(ft)
Length
(ft)
Area
(sfl
Weight
(tb)
Shear
Load
(tb)
Roof Diaphraom & Ceilinq 15.0 1,768 26,520 2,359
1,768 0 020o/o of Flat Roof Snow Load > 30-psf 0.0
One-Half Exterior Walls 15.0 7.8 234.0 1,816 13,619 1,211
One-Half Partitions 10.0 7.8 184.0 1,429 7,139 635
36,899TributaDead Load
Base Shear 4,206
Moments on Building Due to Building Seismic Forces
Building Component Force
flb)
Dist.
(ft)
Moment
(fttb)
2,359 7.8 18,306Roof Diaphrasm & Ceilins
3.9 4.740Exterior Walls 1,211
Partitions 635 3.9 2,464
Total Moment Due to Seimic Forces 26,471
Total Moment Due to Wind Forces 412,076
Building Dead Load Restorative Moments
26,520 17.0 450,840Roof Diaphragm
463,039Exterior Walls 27,238 17.0
Partitions 14,278 17.0 242,733
Total Retorative Moment 1,156,612
6/10 of Restorative Moment 693,967
P-Delta
ValueItemReference
36,899Ps = Tot?l vertical design load at and above level 'l =
93hs = Story helght (in)
From Table J 0.168Design story drift between level 1 and level 0 =
ASGE 9.5.5.7.2 b,6u6Strength Level seismic shear force, VsL (lb)
ASGE Table 9.5.2.2 4.UDeflection amplification factor for OSB shear walls (GD)
ASGE 9.5.5.7.2 0.003Gheck stability coefficient, 0 = PxArushscd < 0.10
0.100P-Delta Effects are not required to be consider if 0 </=ASCE 9.5.5.7.2
1.602003 tBc 1617.5.4Allowable story clrift aa = 0.02ohs (rn)
lnc.Page A-6
Revised OTl23l07 Seismic Loads Plan-07 1377 Baxter Lateral-l10 mph, Exp G, & SDC D1 712412007
Table G.Shear Loads.
House
Floor Level Main Floor Level Second Floor Level
Type Load Transverce Longitudinal Transverse Longitudinal
Wind Load (lb)6,348 4,964 N/A N/A
Minimum Wind Load (lb)6,190 2.186 N/A N/A
Seismic Load (lb)4,206 4,206 N/A N/A
Note: Bolded/shaded cells indicate controling shear loads.
lnc.Page A-7
Revised 07123107 Gontroling Loads Plan-O7 1377 Baxter Lateral-l10 mph, Exp C, & SDC D1 7l?412007
Table H. Wind Shear Wall Loads
Longitudinal Loads
Floor Level Main Floor Level
Wall ldentification 1 2 Gheck
Wall Type osB osB Total
Applied Shear (lb)2,432 2,432 4,864
Wall Lensth (ft)50.0 50.0
Applied Unit Shear (lb/ft)49 49
Shear Wall Lensth (ft)46.0 32.O
Resistive Unit $hear (lb/ft)53 76
Shear Wall Heisht (ft)7.8 7.8
Unit DL on Wall (lb/ft)375 375
0.66[Unit DL on Walll flb/ft)250 250
Max. Hold-Down s-ft SW (lb)-35
Max. Hold-Down 14.0-ft SW (lb)-{.160
Max. Hold-Down 14-ft SW (lb)-1.340
Max. Hold-Down 20.5-ft SW flh -2,152
Note: Maximum hold-down loads are in shaded/bolded cells.
Transverse Loads
Floor Level Main Floor Level Second Level
Wall ldentification A B c Check
Wall Type osB osB osB Total
Applied Shear (lb)1,597 3,174 1,587 6,348
Wall Length (ft)34.0 14.0 34.0
Applied Unit Shear (lb/ft)47 227 47
Shear.Wall Lensth (ft){on 13.0 20.5
Resistive Unit Shear (lb/ft)84 244 7,7
Shear Wall Height (ft)7.8 7.8 7.8
Unit Wall DL (lb/ft)225 140 225
0.66lUnit DL on Walll flb/ft)150 93 150
Max. Hold-Down 3.0-ft SW (lb),427
Max. Hold-Down 4.0-ft SW (lb)319
Max. Hold-Down 5.0-ft SW (lb)94
Max. Hold-Down 6.5-ft SW (lb)164
Max. Hold-Down 13.0-ft SW (lb)1,288
Note: Maximum hold-down loads are identified in shaded/bolded cells.
Con lnc.Page A-8
Revised 05/18/07 Wind Shear Loads Plan-O71377 Baxter Lateral-l{0 n1ph, Exp G, & SDC DI 712412007
Table l. Seismic Shear Wall Loads
Longitudinal Loads
Floor Level Main Floor Level
Wall ldentification 1 2 Gheck
Wall Type osB osB Total
2,103 2,103 4,206
lVall Length (ft)50.0 50.0
Applied Unit Shear (lb/ft)42 42
Shear Wall Lensth (ft)46.0 32.0
Shear (lb/ft)46 66
Shear Wall Height (ft)7.8 7.8
Unit DL on Wall (lb/ft)375 375
0.60[Unit DL on Walll flb/ft)225 225
Max. Hold-Down sw flb)-53
Max. Hold-Down 14.0-ft SW (tb)-1.065
lvlax. Hold-Down 14-ftSW (lb)-1,220
Max. Hold-Down 20.5-ft SW -{.952
Note: Maximum hold-down loads are identified in cells.
Transverse Loads
Floor Level Main Floor Level Second Level
Wall ldentification A B c Gheck
Wall Type osB osB osB Total
Applied Shear (lb)1,051 2,103 1,051 4,206
Wall Lensth (ft)34.0 14.0 34.0
Applied Unit Shear (lb/ft)31 150 31
Shear"Wal! Length (ft),to nt-g-.v 13.0 " 20,5
Un 55 162 51,
Shear Wall Heiqht (ft)7.8 7.8 7.8
Unit Wall DL (lb/ft)225 140 225
0.60[Unit DL on Walll (lb/ft)135 84 135
Max. Hold-Down 3.0-ft SW (lb)229
Max. Hold-Down 4.}-ft SW (lb)140
Max. Hold-Down 5.0-ft SW (lb -62
Max. Hold-Down 6.5-ft SW (lb)-7
Max. Hold-Down 13.0-ft SW (lb)709
Note: Maximum holddown loads are identified in shaded/bolded cells.
lnc.Page A-9
Revised 07123107 Seismic Shear Loads Plan-07 1377 Baxter Lateral-110 mph, Exp C, & SDC D1 7124t2007
Table J. Roof Galculations
Value
0.165
n
htDiah IBG Sect. 1620.4.3 F = 0.21
Reference uation/Gomment
Load Galculations
D m Report Table G Wo = wpAnoor 36,ggg
m ShearLevel IBC Sect. 1620.4.3 F 0.21 W 6,096
Level D Unit Shear Calculation vr='lllQls =90
ASCE Sect. 2.4 Q=0.7E=0.7Qe 4,267Service Level Seismic m Shear
$hearLevel Report Table G Q=6,349
n Design Drawings [=34
Service Level m Unit Shearh Calculation v, = lllQll =63
Shear Wall Deflection Galculations
Area of Shear Wall Chords (in2)Design Drawings Acno,o = 2(1.5X5.5) =16.5
Design Drawings h 7.8
Minimum Shear
h
b
Shear Wall
Design Drawings b 3.0
SMaximum SeismL tc Unit vShear Table I v=226
Deflectionshear Wall Bend Calculation vh = 8v.h3/EAb 0.0132
Shear Wall Shear Deflection Calculation Ys = vh/Gt 0.0210
Shear Wall Nail s I n Specifications $=6
Unit Shear Per Nail, vn,ir (lb)APA Desion Guidel V6n = V/S 113.2
Nail Load Factor t APA Desion Guidel Vs = vns;y'616 0.1838
Nail Slip Factor, en (in)APA Desion Grridel e^ = (v.-ul610)3'018 0.0072
APA Desion Guidel yn, = 0.75hen 0.0035NailDeflection
11, Yno
In
nailsA Report T2002-17, Table 3 0.1300
sw Galculataon Ysw = Yu +Vs + Yn" * Yn,o.1677
Va
Modulus of No. 2 Hem-Fir 1 300 000m Chord E
Roof Deflecliqn
NDS
Design Drawings Acr,o,u = 2(1.5X5.5) =16.5
Calculation I = 2An^^,^(bt2l2 =1,373,329
Dia Design Drawings l=600
Blocked Bendino Deflection (in)Calculation v^ = 5v,L4l384E1 0.0847
Shear Modulus, Gt (psi)Table A-31 7/16-in OSB 83,500
Shear Deflection (in)1 Ys = vU4Gt 0.1127
plqphragm Nail Spacing, S (in)Specifications $=6
Unit Shear rNa APA Desion Guiclel V64 = V/S 14.9
Nail Sli Factor n APA Desion Guide Table A-21 0.0060
Nail Slip Deflection,Vn" (in)APA Desion Guidel yn. = 0.188len 0.0564
Clqrd Splice Deflection, yo (in)APA T2002-17, April 17, 2002 0.0625
Total Blocked Deflection Ya=Yo+Y"+Yns*Yo 0.3164
Factor for Unblocked APA RepoftT2002-17, April 17,2002 2.50
nblocked Deflection APA Desion Grridel Calculation 0.79
Galculation Ya/Ys* =l> Z.U-I
r wall deflection ratio is > 2.0 so assumption that diaphragm is flexible is okay per ASCE 7-02 StandardDiaphragm/Shea
Section 9.5.2.3.1
lnc.Page A-10
Roof Diaphragm Plan-O7 1377 Baxter Lateral-1{0 mph, Exp c, & sDc D1 Tt24t2oo7
lnc.Can Page A-10
Table J. Roof Diaph Calculations
Value
Chord S
End Wall
Descri
3 174
Reference uation/Comment
ice & Stress Galculations
Table G = Qlz
Dia
Shear
m Design Drawings [=34
D h Design Drawings l=50.0
Unit Shear Calculation v,=[/[=93
Moment Calculation M = v,L2l8 =29,175
Dia bm Ghord F orce Calculation C=T=M/b=858
lowable il Load NDS Table 11N H-F & 10d Common 102
ustment For Wind/Seismic Load s NDS Table 2.3.2 10-minute loads 1.6
Allowable Nail Load Calculation F = 1.6Fr,,rrir 163.2
Minimum Number of Nails uired At Calculation Nn-uin = C/Fn 5.3
Maximum Nall atS lices Design Drawings $=6.0
Minimum Le Calculation s 36.0
lice n Design Drawings Design Specification 48.0
Calculation 10d @ 6Jn o.c.1,469Axial Chord Stess
m Chord ForceDia
Calculation F.yt=C/A=T/A 52
Allowable Parallel Com Stress WWPA Table 1 No. 2 Hem-Fir 1,250
Roof U
500
Note 1: Diaph ragms And Shear Wall -
Calculations
Parallel Tensile Stress
2004.
No. 2 Hem-Fir\ M/PA Table 1
Guide,
Descri Reference Equation/Comment Value
Roof Truss b Design Drawings 34.0
Area to Truss Connectionrib Trusses @ 24-in o.<A= 2bl2 = b 34.0
Maximum Wind Pressure Zone F For 12 h & Wind Exposure C -17.7
t-up = PA -601
Roof Unit Dead Load Design Criteria 15.0
Roof Dead Load to Truss Con nection l-p1=Z/5 W61A 340
FNet=FUp+FOl -261
Allowable Uplift For Simpson H2.bA Ctip flb)SPF/Hem-Fir with 1600/o lncrease 535
Maximum Wind Pressure Zone F For 110-mph & Wind Exposure C -17.7
Fup = PA -601
russ n FNet=l-Up+FOl -261
H1 CAllowable U ift For Sim SPF/Hem-Fir with 1600/o lncrease 400
Roof Diaphragm Plan-07 1377 Baxter Lateral-li0 mph, Exp c, & sDc Dl il24t2007
Table J. Roof Diaphragm Calculations
Descri Value
RooflFloor D
m ShearMe = O.2l 0.165DIBC Sect. 1620.4.3 F
Reference
Load Galculations
Diaphragm Weight (lb)Report Table G Wo = wpAnoor =36,899
Strength Level Diaphragm Shear (lb)IBC Sect. 1620.4.3 Fo=O.2lESosWo=Qr 6,096
Unit ShearLevel Calculation v, = lllQll =90
Service Level Seismic Di Shear tb ASCE Sect. 2.4 Q=0.7E=0.7Qe 4,267
Service Level Diaphragm Shear (lb)Report Table G Q=6,349
Diaphragm Span (ft)Design Drawings b-34
Service Level Diaphragm Unit Shear (lb/ft)Calculation v, = lllQll =63
Shear Wall Deflection Galculations
Area of Shear Wall Chords (in2)Design Drawings Acnora = 2(1.5X5.5) =16.5
Shear Wall Hqlght, h (ft)Design Drawings l=7.8
Minimum Shear Wall Length, b (ft)Design Drawings [=3.0
Maximum SL Seismic Unit Shear, v,' (lb/ft)Table I v=226
Shear Wall Bending Deflection, y6 (in)Calculation v^ = 8v.h3/EAb 0.0132
Shear Wall Shear Deflection, y" (in)Calculation y. = vh/Gt 0.0210
Shear Wall Nail Spacing, S (in)Specifications $=6
Unit Shear Per Na il, vn";s (lb)APA Desion Guidel Vn"x = V/S 113.2
Nail Load Factor, v;APA Desion Guidel V1= Vn";/616 0.1838
Nail Slip Factor, e" (in)APA Desion Guidel e- = (v--,,/616)3'018 0.0072
Nail Slip Deflection, Vn" (io)APA Desion Guidel y,," = 0.75hen 0.0035
HO|O-UOWn UeTtecilOn, yhd (tn)APA RepoftT2002-17, Table 3 for nails.0.1300
I Orat unear wail ueilectton, yr,,, (tfl)ualculatton Vs'," = Yo +Y. + Yns + Yn.o.1677
AilOWaDre UtOry Unn, ya (tn)IBG Table 1617.3.1 va=t< u.uzun 1.E6
Roof Diaphragm Deflection Calculations
Modulus of Elasticity-Diaphrasm Chord, E (psi NDS No. 2 Hem-Fir 1,300,000
Area of Diaohraom Chords (in2)Design Drawings Acno.a = 2(1.5X5.S) =16.5
Moment of lntertia of Diaohraom Chords (in4)Calculation I = 2A^u^-,(ht2\2 =1.373.328
Diaphragm Length (in)Design Drawings l=600
Blocked Bending Deflection (in)Calculation v. = 5v,L4l384E1 0.0847
Shear Modulus, Gt (psi)Table A-31 7/16-in OSB 83,500
Shear Deflection (in)APA Desion Guidel y" = vlJ4ct 0.1127
Diaphragm Nail Spacing, S (in)Specifications $=6
Unit Shear Per Nail, vn"1 (lb)APA Desion Guidel V6o;1 = V/S 14.9
Nail Slip Factor, en (in)APA Desion Guide Table A-21 0.0060
Nail Slip Deflection, Vn" (in)APA Desion Guidel V,.,. = 0.188Le"0.0564
Chord Splice Deflection, y." (in)APA RepoftT2002-17, April 17 ,2002 0.0625
Total Blocked Deflection, ya (in)va = vn *v. * vn" * v..0.3164
Factor for Unblocked Diaphragms APA RepoftT2OO2-17, April 17,2002 2.50
Unblocked Diaphragm Deflection (in)APA llesion Grridel Calculation 0.79
unecK DEph./snear wall Deflectlon Ratao>z.O Calculation Yo/V"* =l> Z.U-I 4.72
Diaphragm/Shear wall deflection ratio is > 2.0 so assumption that diaphragm is flexible is okay per ASCE 7-02 Standard
Section 9.5.2.3-1.
lnc.Page A-10
Roof Diaphragm Plan-{l7 1377 Baxter Lateral-l10 mph, Exp C, & SDC Dl 712412007
Table J. Roof D h m Calculations'7
Desc Reference uation/Comment Value
D m Chord S ice & Stress Calculations
End Wall Shear b Table G V Qt2 3 174
D h m nD b-34
nD l_=50.0
Unit Shear Calculation V =V/b=93
MomentDi b Calculation 2 29 175
Chord ForceDi Calculation C=T=M/b=858
Allowable Nail Load NDS Table 1 1N H-F & 10d Common 102
ustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6
usted Allowable Nail Load Calculation F = 1.6F 163.2
Minimum Number of Nails uired At Calculation ctF 5.3
Maximum Nail atS lices ln $=6.0
tnMinimum S lice Len Calculation =SN 36.0
Des n nD Des 48.0
Allowable D Chord Forceh Calculation 10d 6-in o.c.1
Axial Chord Stess Calculation = C/A = T/AF 52
lowable Parallel Com ressive Stress WWPA Table 1 No. 2 Hem-Fir 1
lowable Parallel Tensile Stress WWPA Table 1 No. 2 Hem-Fir 500
Note 1: Diaphragms And Shear Wail - Design/Construction Guide, November 2004.
Roof ift Calculations
Descri Reference ment Value
Roof Truss n b Des Drawi 34.0
Tributa Area to Truss Connection russes 24-in o.A=2b12=b 34.0
Maximum Wind Pressure Zone F For 120-m & Wind c -17.7
Up -601
Roof Unit Dead Load,n Criteria 15.0
Roof Dead Load to Truss Connection rb DL 340
russ DLUpNet -
Allowable For Sim n H2.5A C b SPF/Hem-Fir with 160% lncrease 535
Maximum Wind U lift Pressure ZoneFForll h & Wind reC -17.7
um p Up-
russ DLUpNet -
Allowable U ift For Sim H1 C lb SPF/Hem-Fir with 1600/o lncrease 400
lnc.Page A-10
Roof Diaphragm Plan07 1377 Baxter Lateral-{l0 mph, Exp C, & SDC Dl 7t24t2007
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LATERAL DESIGN CRITERIA
VALUEDESCRIPTION
B cADESIGN CRITERIA OPTIONS
ililllOCCUPANCY CATEGORY
SEISMIC USE GROUP
1.0 1.0 1.0SEISMIC^/VIND I MPORTANCE FACTOR
D DDDEFAULT SITE CLASS
D1 D2 D2sErsMrc DESIGN CATEGORY (SDC)
1.170 1.1700.830SHORT PERIOD ACCELERATION (g)
85 120 110BASIC WIND SPEED (MPH)
c DcWIND EXPOSURE FACTOR
10 10 10MINIMUM WIND LOAD (PSF)
50.0 30.0 30.0MAXIMUM ROOF LIVE LOAD (PSF)
151515ROOF DEAD LOAD (PSF)
15 15 15EXTERIOR WALL DEAD LOAD (PSF)
10 1010TNTERTOR WALL DEAD LOAD (PSF)
6t12 6t12 6t12MAXIMUM ROOF SLOPE
GENERAL STRUCTURAL NOTE
WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS
STRUGTURE ARE RESISTED BY A SYSTEM OF ENGINEERED
MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN
BASE LOADS SET FORTH BY THE THREE CRITERIA OPTIONS
LISTED ABOVE. THE STRUGTURAL SYSTEM IS DESIGNED TO
TRANSFER LOADS TO A PRESCRIPTIVE FOUNDATION IN
ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING
coDE (rBc). STRUGTURAL MEMBERS NOT A PART OF THE
ENGINEERED STRUCTURAL SYSTEM SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS
OF THE CONVENTIONAL LIGHT.FRAME CONSTRUCTION
REQUIREMENTS OF 2006 IRC.
Reep Engineering & Consulting, lnc.
l. E. (Gene) Reep, P.E.
Washington License No. 14363
LC.C. No. 0465600
8205 Sunset Lane
Pasco, Washington 99301
Phone: (509) 547-9087
Cell: (509) 366-2869
DESIGN NGINEER
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ARCH |TECTRUAL AND STRUCTUAL DRAV\illNG INDEX
CS COVER SHEET
A1 FLOOR PLAN
A2 SECTIONAL PLAN
A3 ELEVATION PLAN
A4 ARCHITECTURAL DETAILS
A5 CABINET PLAN
A6 TALL CRAWL FOUNDATION (O
S1 FOUNDATION PLAN
52 SHEARWALL PLAN
S3 ROOF FRAMING PLAN
54 STRUCTURAL DETAILS
El ELECTRICAL PLAN
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DATE
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GENERAL CONSTRUCTION NOTES
1. 5UB-CONTRACTOR TO VERIFY ALL DIMEN5IONS. DO
NOT 5CALE THE DRAWIN65. IF DI5CREPANCIE5 OCCUR
PLEAsE CONTACT THE DE5I6NER.
2. sUB-CONTRACTOR I5 RESPONSIBLE FOR VERIFYING
AND MEETINa ALLLOCAL AND STATE CODE
REQUIREMENT5.
3. THI5 5TRUCTURE I5 ENoINEERED LATERALLY USIN6
THE DE5I6N CRITERIA 5HOWN ON THE C5 sHEET.
4. SUB-CONTRACTOR I5 RESPON5IBLE FOR MEETING ALL
5AFEry REQUIREMENT5 AND STANDARD SAFEW
PRACTTCE5 THAT ARE RECOMMENDED AND OR REQUIRED
BY 5TATE AND LOCAL AUTHORITIE5.
5. FIRE BLOCKING I5 REQUIRED AT ALL PLUMBING,
ELECTRICAL, AND MECHANICAL PENETRATION5.
6. NO CHANGE5 ARE TO BE MADE TO THE PLAN WITHOUT
THE CONSENT OF THE DE5IGNER AND BUILDING
DEPARTMENT.
7 WHERE REQUIRED, UsE A MIN. oF 3000 p.s.i. CoNCRETE
PER I.R.C. TABLE R402.2 WHICH INCLUDEs: FOUNDATION
WALLs, PORCH AND 6ARA6E 5LAB5,5TEP5, AND ALL
OTHER AREA5 THAT ARE EXPO5ED TO THE WEATHER.
MAXIMUM STRENGTH I5 AT 28 DAYs.
8. WATER HEATER I5 TO BE INSTALLED PER
MANUFACTURER 5PECIFICATION5, I.R.C.
REQUIREMENT5, AND THE 5TATE ADAPTED PLUMBING
CODE. TANK MU5T BE 5TRAPPED AT THE UPPER AND
LOWER THIRD OF THE TANK PER I.R.C. CHAPTER 12
SECTION M1307. WHEN INSTALLED IN A GAP,AGE, A FUEL
BURNING WATER HEATER I5 TO BE A MINIMUM OF 18"
ABOVE THE FLOOR sLAB. MECH / PLUMBING EQUIPMENT
IS TO BE PROTECTED FROM IMPACT OF A VEHICLE.
9.U'Eb/9" SHEET ROCK OR II2"SAG RESISTANT ON THE
CEILINo PER I.R.C, SECTTON R702.3.5 AND TABLE.
10. FLASHING I5 REQUIRED AT ALL EXTERIOR TRIM
EXTRU5IONS, WINDOW 5ILL5, JAMBs, AND OTHER
AREA5 THAT WATER MAY INTRUDE. PER THE I.R.C.
11. PROVIDE A MIN. ??x3O F.OUGH OPENING FOR ATTIC
ACCE'' W/ TTGHT FITTIN6, SELF CLO5ING DOOR THAT
I5 BACKED WITH INSULATION.
12. NAIL ALLTOP PLATE5 TOoETHER ATSPLICES W/ lod
NAILS @ 6' O.C. SPLICE TO LAP A MIN. OF 48" IYPTCAL.
13. CONTRACTOR I5 RESPONSIBLE FOR REVIEWINo
APPROVED PLANS AND COMPLYING WITH ALL APPROVED
REQUIREMENT5 OF THE ENGINEER AND BUILDING
DEPARTMENT.F
www. HiLineHomes.com
@ copyright 2005 HiLine Homes
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HILINE HOMES
11306 62ND AVENUE
PWAUUP WA,98373
(253) 840-1849 ext.la9
PLANI 7377P.
DATE: 07/23/07
JOB#: IO5O42O7
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GENERAL CONSTRUCTION NOTES
1. 5UB.CONTRACTOR TO VERIFY ALL DIMENSIONS.
DO NOT 5CALE THE DRAWIN65. IF DISCREPANCIE5
OCCUR PLEASE CONTACTTHE DE5I6NER.
2. sUB-CONTRACTOR I5 RE5PON5IBLE FOR
VERIFYING AND MEETING AIJ-LOCAL AND 5TATE
coDE REQUTRE^ ENTS.
3. THI5 STRUCTURE I5 ENGINEERED LATERALLY
U5IN6 THE DE5I6N CRITERIA 5HOWN ON THE C5
SHEET.
4. sUB-CONTRACTOR IS RE5PON5IBLE FOR MEETING
ALL 5AFETY REQUIREAAENT5 AND 5TANDARD
SAFETy PRACTICES THATARE RECO,I l ENDED AND
OR REQUIRED BY STATE AND LOCAL AUTHORTTIE5.
5. FIRE BLOCKING I5 REQUIRED AT ALL PLUA4BIN6,
ELECTRICAL, AND AAECHANICAL PENETRATIONS.
6. NO CHANaE5 ARE TO BE MADE TO THE PLAN
MTHOUT THE CON5ENT OF THE DE5IGNER AND
BUTLDTNG DEPARTMENT.
7 WHERE REQUIRED, UsE A i IN. OF 30Oo p.s.i-
- CONGRETE PeR I.R.C- TA BLE RzlOz.z'WHICrl IMLUDES:
FOUNDA'I]ON WALLs, PORCH AND GARAGE 5LAB5.
5TEP5, AND ALL OTHER AREA5 THATARE EXPO5ED
TO THE WEATHER. A,1AXI,1AUA,i STRENGTH IS AT 28
DAY5.
8. WATER HEATER IS TO BE INSTALLED PER
A,IANUFACTURER SPECIFICATION5, I.R.C.
REQUIREMENT5, AND THE 5TATE ADAPTED
PLUMBINo CODE. TANK MU5T BE 5TRAPPED AT THE
UPPER AND LOWER THIRD OF THE TANK PER I.R.C.
CHAPTER 12 SECTION M1307. WHEN INSTALLED IN A
GAP,AGE, A FUEL BURNINo WATER HEATER I5 TO BE
A MINTAAUM OF 18'ABOVE THE FLOOR sLAB. AAECH /
PLUMBTNo EQUIPMENTI5 TO BE PROTEcIED FROM
IMPACT OF A VEHICLE.
9. V'E>/O' 5HEET ROCK OP.INN 5A6 RESISTANT ON
THE CETUING PER I.R.C. 5ECTION R702.3.5 AND
TABLE.
10. FLA5HINGIs REQUIRED AT AIL EXTERTOR TRIM
EXTRU5IONS, WTNDOW sILLS, JAMBs, AND OTHER
AREA5 THAT WATER MAY TNTRUDE. PER THE I.R.C.
11. PROWDE A l IN. ZZx3OROUGH OPENINO FOR
ATITC ACCESSW/ TTGHT FITTIM. 5ELF CLOSINo
DOOR THAT IS BACKED WITI{ IN5ULATION.
12. NAIL ALL TOP PLATE5 TOGETHER AT SPLICE5 w/
lod NAILS @ 6U O.C, SPLICE TO LAP A IAIN. OF 48'
TYPICAL.
13. CONTRACTOR I5 RE5PON5IBLE FOR REWEWING
APPROVED PLANS AND COMPLYING WITH ALL
APPROVED REQUIREMENT5 OF THE ENGINEER AND
BUILDING DEPARTA4ENT.
AREA SUMMARY
FLOOR AREA 1377 sQ. FT,GAP.AGE 3O8 sQ. FT.
@ = HOSEBIB
5.6. = SAFETY GLAZjNG
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BATTEN BOARD
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MIN. ROOF MATERIALS:ffi
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,1 F6. PRE-ENGINEERED
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TO 110 mph, EXPOSURE'C'
H-2.5A ONLY BEYOND.
R-21 IN5ULATTON \ry/
VAPOR BARRIER PAINT
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RJSO FLOOR
IN5ULATION
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l'o.w.e.EA. srDE ovER
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NAILED
BLACK
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SHEATHING TO TOP
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NAILING. NAIL TOP
PLATES TOGETHER W/
10d NATLS @12" A.C.
SPLICES ARE TO BE A
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w 10d NATLS @ 6'O.C.
SHEATHING LAPS
TOP PLATE
ATTACH O.S.B.
SHEATHING TO
MUDSILL W/ 8d NAILS
PER SHEARWALL
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ATTACH MAIN LEVEL FRAMING TO FOUNDATTON W/ 1t2" xT'
HILTI QB-TZ ATTACHED TO A112" COUPLING, ATTACHED TO
A.112" THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO
A'SIMPSON'LTT2OB HOLD DOWN ATTACHED TO MAIN
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DETAIL B
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TOE-NAIL RIMBOARD W/
10d NATLS @ 12" O.C.
u.N.o.
TOP FLANGE JOIST HANGER TO HANG OFF OF
THE DOUBLE TOP PLATE OF THE CRIPPLE WALL.
ATTACH HANGER PER MANUF. SPECIFICATIONS.
SEE DETAIL'A'ABOVE
WHEN HOLD DOWNS ARE
REQUIRED WHERE A
CRIPPLE WALL IS USED.
NOTE:
1. WHERE THERE IS LESS THAN 4'-0" OF UNBALANCED BACKFILL AND FOUNDATION
WALL DOES NOT EXCEED 4'-6', STEMWALL IS PERMITTED TO BE 6" THICK WI (1)#4
CONTINUOUS REBAR WITHIN TOP 12" OF FOUNDATION WALL FOR SEISMIC DESIGN
AREAS D1 AND D2. (tRC SECTTON R404.1.4)
2. WHERE THERE IS MORE THAN 4'-O- OF UNBALANCED BACKFILL WALLS MUST BE
LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING
WALL.
3. FOUNDATION SUB-CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH
CONTRACTOR AND BUILDING DEPARTMENT.
4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS
AS SHOWN ON PLANS. WHEN PLANS CALL OUT FOR A HOLD DOWN AND THERE IS A
CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION
TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A112" COUPLING
ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT CONNECT TO MAIN LEVEL
WALL BOTTOM PLATE WITH A'SIMPSON'LTT2OB HOLD DOWN, SEE DETAIL'A" SEE
DETAIL'B'WHEN A HOLD DOWN IS REQUIRED WHERE A RIMBOARD IS USED.
5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL
CONNECTION IS ENGINEERED. WHERE 1/2" ANCHOR BOLTS ARE MISSED PER PLAN
THEN A REPLACEMENT IS ALLOWED PER 51 GENEML NOTES. THIS PLAN IS
INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE
PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FT.
IN HEIGHT.
FRAME ALL EXTERIOR
WALLS AT CRIPPLE
WALL PERIMETERS
PER DETAIL 1 ON S4
2x STUDS
@ 16" O.C
2x BOTTOM PLATE
?'rac PLYWooD
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4
ATTACH MUDSILL
TO FOUNDATION
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ps
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PLAN. SEE S1 PLAN
GENERAL NOTES.
STEPPED FOUNDATION / CRI PPLEWALL
SHEAR TRANSFER TO PRESCRIPTIVE FOUNDATION NTS
FOR
RIMBOARD
OPTION
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DATE: 07/23/07
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(WHERE REQUIRED)
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11306 62ND AVENUE
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DATE: 07/23/07
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FIOOFFMNIING NOTES
1. ALL FOOTINGS 5HALL BEAR ON sTIFF,
FIRM 5OIL MEETINa THE REQUIREMENT5
OF DEFAULT SITE CLA55 ''D'' PER I.B.C.
5ECTION 1615.1.1. DE5I6N IS BA5ED ON 15OO
p.s.f.SOL.
?. ALL WOOD IN CONTACT WITH CONCRETE
SHALL BE 2x A/F. HEM-FIR #2 MIN. TREATED
WITH AN APPROVED PRE5ERVATIVE AND
6ALV. HOT-DTPPED CONNECTORS (OR)
5TANDARD HEM-FIR ON AN IMPERWOU5
MOTSTURE BARRTER (r.R.C. R319.1) (OR)
BORATE TREATED HEM-FIR #2 MINIMUM.
3. PROVIDE APPROPRIATE BLOCK-OUTs IN
FOOTING5 OR WALLS FOR PLUMBING &
ELECTRICAL sTUB-OUTs.
4. UsE 3000 p.s.i. CONCRETE WHERE
REQUTRED Bv rHE r.p,C. T ABLE 402.2.
MAXIMUM COMPRES5IVE 5TRENGTH AT 28
DAYS.
5. FOUNDATION VENT5 ARE TO BE
TNSTALLED AT t/3OO 5Q. FT. PER r.R.C., 5ECT
R408.2 EXCEPTTON 2 AND WVIAC CODE
50?.t.?.
6. 2x MUDSILL TO BE INSTALLED FLUSH
WITH THE IN5IDE FACE OF FOUNDATION
WALL AT JOIST BEARING POINT5 TO
ACCEPT JOI5T HAN6ER5. VERIFY THAT THE
MUDSTLL rs SQUARE AT ALL CORNERS.
AT-IACH THE MUD5ILL TO THE
FOUNDATION WITH 7/2"xlO" ANCHOR
BOLTS AND 1/4"x3"x3" WASHER @ 6 FT. O.C.
7. WHERE 1/2'' ANCHORS BOLTS ARE
MI
TE' x g - t- / Z" " 5 r MP 5 O N" W E D 6E - A LL W E D 6E
ANCHOR MfN. 3-3/8" IMBED. (OR) A l/2"x8"USIMPSON'' TITEN HD A5 A DIRECT
REPLACEMENT. 2. IN THE INTERIOR
FOOTINaS, UsE WEDaE-ANCHOR ONLY MIN.
3'IMBED,
8. REBAR IN INTERIOR FOOTINGS I5 NOT
REQUIRED UNLEss IT IS BELOW A LOAD
BEARINa POINT, OR AN INTTRIOR
5HEARWALL PER IRC 5ECTION R403.1.3.
9. THE FOUNDATION IN THI5 PLAN I5
DE5IGNED PRE5CRIPTIVELY, BUT THE
CONNECTTON FROM THE FOUNDATION TO
THE MUD5ILL I5 ENGINEERED FOR
RE5I5TIN6 LATERAL LOADS A5 OUTLINED
IN THE DE5I6N CRITERIA ON THE C5
sHEET. sUB-CONTRACTOR MUST VERIFY
WITH THE BUILDING DEPARTMENT THAT
THE5E CONDITION5 ARE METPRIOR TO
CON5TRUCTION.
10. THE FOUNDATION FOOTING5 SHALL BE
A MIN. 12" WIDE WHERE SOIL PRES5URE I5
ADEQUATE PER THE BUILDING
DEPARTMENT. sEE FOUNDATION DETAIL 2
ON 5HEET 54.
CONTTNOU5 BOTTOM
CHORD. TOE-NAIL 1Od NAILS
@ Lz',O.C.
GAP,AGE DOOR HEADE
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w/ lod NArLs @ 12" o.c. oN
ALL 5HEARWALLS U.N.O.
NAIL W/ 8d COMMON NAIL5
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FIELD OR
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ti" lot to srAPLEs @ 4" o.c.
ED6E AND 12" O,C. FIELD
(NOr 5HOWN)
2x STUDS @ 76'O.C.
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11306 62ND AVENUE
PUYALLUP WA,98373
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DATE; 07/23/O7
JOB#: 10504207
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GENERAL LATERAL NOTES
1. NO CHANGES 5HALL BE MADE WITHOUT THE CONSENT OF THE
GENERAL CONTRACTOR AND BUILDING DEPARTMENT.
?. O.S.B. WALL 5HEATHTN6T/16" MINIMUM FOR EXTERIOR
5HEARWALL5. NAIL 5HEARWALLS PER EXTERIOR 5HEARWALL
DETAIL 1 ON SHEET 54 U.N.O.
3. GAP.AGE MAN DOOR MAY BE ADDED TO EXTERIOR WALL LINE 1OF
THE GAP.AGE WITHOUT REQUIRING ADDITIONAL EN6INEERIN6.
4. NAIL ALL EXTERIOR TOP PLATE5 TOGETHER WITH 1Od NAIL5 @
12" O.C. MIN. 48'' LAP AT SPLICES W/ 6" O.C. NAILIN6. ALL
EXTERIOR BOTTOM PLATED WITH (2) 1Od NAIL5 EACH 5TUD BAY.
5. FASTEN ALL O.5.B.sHEARWALL W/ 8d NAILS @ 6" O.C. ED6E AND
t2" o.c. FTELD. U.N.O.
t \ARWALL
ARWALL
LEGEND
n = SHEARWALL
I = "SfMPSON" LTTZOB HOLD DOWN W/L rrrEN ANcHoR w/ z" x 1/8" wAsHER.
sEE DETAIL 3 ON 5HEET 54.(2) TOTALLL PLAN
BDR-I 3
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PLAN: 1377P.
DATE: 07/23/07
JOB#: 10504207
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ROOF FRA MING N OTES
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l. ALL EXTERIOR WALL HEADERS ARE TO BE 6x8 D.F. #2 U.N.O
2. JOIsTs AND RAFTERS ARE TO BE H.F. #2 MIN. U.N.O
3. TRUSSE5 5HALL CARRY MANUFACTURER 5TAMP AND HAVE EN6INEERIN6 DRAWINGS ON 5ITE
FOR INSPECTTON.
4. NO TRUS5 SHALL BE FIELD MODIFIED WITHOUTPRIOR APPROVAL FROM ENGINEER AND
BUILDING DEPARTMENT.
5. FRAMIN6 CONNECTION5 SHALL BE "sIMPsON 5TRON6 TIE'' (OR) AN APPROVED EQUIVALENT.
6. PROVIDE ATTIC VENTILATION PER I.R.C. 806.2. THE NET FREE VENTILATED AREA 5HALL BE 1/3OO
SQ. FT. 50% OF THE REQUIRED VENTILATION AREA 5HALL BE A MINIMUM OF 3 FT. ABOVE EAVE
VENTs. THE BALANCE OF REQUIRED VENTILATION SHALL BE PROYIDED AT THE EAVEs.
7. PROVIDEAMIN.ROUGHOPENING22"x3O" ATTTC ACCESS PANELWITHTI6HT-FITTIN6,SELF-
CLO5ING DOOR. DOOR 5HALL BE BACKED WITH IN5ULATION IF LOCATED ABOVE HEATED sPACE.
VERIFY ACCESS LOCATION WITH OWNER.
8. 5HEATH ROOF PER IgC CASE 1 (5TA66ERED PANEL5 UNBLOCKED) FASTEN PANEL5 W/ 8d NAIL5 @
6" O.C. ED6E AND 12" O.C. FIELD.
9. TOE-NAIL ALL GASLE END TRU55E5 WITH (2) 1Od NAIL5 @ 16" O.C. INTO TOP PLATE5
10. TOE-NAIL EACH END OF TRU55 AT BEARING WALL5 W/ (?) lod NAILs.
MF6. TRU55E5 TO
CANTILEVER OVER
PORCH. BLOCK AT
BEARIN6.
''STMPsON" HURRICA
LEGEND clrPs H-1 (OR) H-2.5A UP TO
110 mph, EXPOSURE 'c'.
H-?.5A ONLY BEYOND.o=CUT OUT FOR VENTIN6. KITCHEN= 8"x8" FOR
HOOD VENT. BATHROOMS= 4"x4", AND UTILIry
ROOM= 6"x6" FOR WHOLE HOUSE FAN.
GUTTER DOWNSPOUT LOCATION
FULL HEI6HT WALL. ATTACH TO BOTTOM TRU55
cHoRD W/ (?) 10d NArLs AT EA. FRAME UP srUD.
64 sQ. rNCH ROOF VENT PLACED I FT. FROM RrD6E
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11306 62ND AVENUE
PUYALLUP WA,98373
(253) 840-1849 ext.129
PLAN; t377P.
DATE: 02/02/07
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NAIL THROUGH
ROOF 5HEATH. W/
8d NArLS @ 6', O.C.
NAIL W/ 8d COMMON
NAILS @6'' O.C. ED6E
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STAPLE W/16 GA.i€',
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STAPLES @ 4' Q,C,
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EN6INEERED
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MUD5ILL TO FOUND
SEE CONNECTION
DETAILS ON 54
CONTINOUs
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TO TRU55 CHORD &
TOP PLATES
NAIL TOP PLATE5
TOGETHER W/ IOd
NAILS @ L?' Q.C.
o.s.B.OF
EXTERTOR 5HEARWALL
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@ 16', O.C.
REBAR
UIREMENTs:
(t) #4 HORTZ. BAR
wrrnrru t2' oF top 3
oF STEMWALL. €-AND fu
(L)#4 vERr. REBnn -
@ 48'' W/ STANDARD
HOOK. EXT. TO 2'' OF
TOP OF WALL. 14'' MTN.
DRATNAGE 5YSTEM
WHERE REQUIRED
PER LOCAL CODEs.
(owNER
REsPONsrBrLrrv)
(t) #4 coNr.
REBAR
IN FOOTTNG
NOTE: IN5TALL REBAR IN A WAY THAT
IT I5 NOT WET sET U.N.O. BY DE5I6NER.
FOUNDATION
MAXTMUM 4'-6''
FLOOR SYSTEMr
3/4" MTN. T&G SUBFLOOR
6LUED AND NAILED TO
JOfST w/ 8d @ 6' O.C.
ED6E & L2'O,C. FIELD.
FLOOR JOISTS PER PLAN
@ t9.z',O.C. HUN6 W/ TAP
FLANGE JOTST HANER5.
2xP.T. MUDSILL (OR)
BORATE TREATED
EN6INEERED CONNECTTON-
ATTACH MUDSILL y,// 2"x!0"
ANcHoR B2LT w/ t"x3"x3"
PLATE WASHER. EMBED.
BOLT A MIN. OF 7 INCHE5
(DO NOT COUNTERSTNK.)
6 MIL BLACK POLY GROUND
COVER. OVERLAP 5EAM5 12"
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WASHER U.N.O.
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SHEATHING TO
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ATTACH MUD5ILL
W/ t/Z"xLO" ANCHOR
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WASHER @ 6 FT
o.c. u.N.o.
@ 6" ED6E &
12'' FIELD
2x STUD5
@ 16" O.C.
BOTTOM PLATE
2x MUDSILL
(2) 10d NArLs EA.
5TUD BAY
USE SIMPSON"
LTTZOB W/ t / 2" x8"
TITEN HD AND 2"
WA5HER. EA. END OF
WALL.
" PRE5CRIPTTVE FOUNDATTON
GAP.AGE / HOUSE SEPARATTON WALL
INTERIOR 5HEARWALL PONY WALL DETAIL CONNEC. A 6I
HUN6 JOI5T NTS
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HILINE HOMES
11306 62ND AVENUE
PWALLUP WA,98373
(253) 8,1C1849 ent.129
PLAN: 1377P.
DATE: 07/23/07
JOB#: 10504207
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ELECTRICAL NOTES
1. 5MOKE DErEcToRs 5HALL BE l1ov. HARD WIRED WITH
BATTERY BACKUP AND 5HALL BE INTERCONNECTED. OWNER
5HALL BE RE5PON5IBLE FOR 5MOKE DETECTOR5 IF A
MONTTORED FrRE SySTEM rS REQUTRED.
2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF
PANEL AND METER WTTH CONTRACTOR.
3. ELECTRICAL CONTRACTOR 5HALL PROYIDE HEAT-1O55
.ALCULATT.ONS (OR) FOLLOW THE PRESCRTPTTVE PATH
REQUTREI^ENTS FOR srzrN6 HEATTNG EQUTPMENT.
4. ELECTIICAL CONTRACTOR 5HALL CONFORAA TO ALL LOCAL
AND 5TATE CODEs.
5. EXACT PLACEAAENT OF OUTLET5 MAY VARY DEPENDING ON
CONSTRUCTTON VARTABLES.
ELECTRIC SYMBOLS
$
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LTGHT SWTTCH
110 V. DUPLEX OUTLET
22OV. OUTLET
WEATHERPROOF OUTLET
oROUND FAULT INTERRUPTER
RECE5SED CAN L[6HT5
+
0
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5URFACE MNT. LI6HT
RECES5ED DOWNLIGHT
EXHAU5TFAN. VTOs
EQUIPMENT CONNECTTON
sMoKE DETECTOR t'
HEATER/FAN COMBO. VTO5
ZONED ELEC. HEATERA TELEPHONE
E WOUTLET
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