HomeMy WebLinkAbout1924 W. 4th Street Address:
11924 W 4t" Street
PREPARED 12/12/14, 12:06:37 INSPECTION TICKET PAGE 4
CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/12/14
------------------------------------------------------------------------------------------------
ADDRESS . : 1924 W 4TH ST SUBDIV:
CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849
OWNER GEORGE SUHR AND LEWIS BENNETT PHONE (832) 298-0912
PARCEL 06-30-00-9-0-0124-0000-
A
APPL NUMBER: 14-00001052 RES NEW SFR
------------------------------------------------------------------------------------------------
PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
BL1 01 10/21/14 JLL BLDG FOUNDATION FOOTING
10/21/14 AP October 21, 2014 9:58:16 AM jlierly.
rod 908-5510
October 21, 2014 3:59:29 PM jlierly.
BL2 01 10/30/14 JLL BLDG FOUNDATION STEM WALL
10/30/14 AP October 30, 2014 8:41:08 AM pbarthol.
Rod 360-908-5510
October 30, 2014 3:48:39 PM jlierly.
BFF O1 11/24/14 JLL BLDG FLOOR FRAMING
11/24/14 AP November 24, 2014 9:30:26 AM jlierly.
460-8604 Jack
November 24, 2014 4:30:37 PM jlierly.
BL9 01 12/1- 2/14 JLL BLDG
Decemberber 12 12,, 2014 8:46:52 AM pbarthol.
460-8604
-------------------------------------- COMMENTS AND NOTES --------------------------------------
�� IM ILs HE-Y-T- 621oc
BUILDING DIVISION
CITY OF PORT ANGELES
Correction ®tic
Job Located at HZ4 )%V 16 5r-
Inspection of your work revealed that the following i's
not in accordance with the codes governing the work in
this jurisdiction:
�.r
t k o t h W 1 !
u���� t�i✓�r t..-n'a.�t v��� �PlO 1Ci ti�.I �nt�roti d'�",
These corrections must be made and are not to be
covered until reinspection is made. Wh n corrections
have been made, please calls
for inspection.
Date
Inspector for Building Division
DO NOT REMOVE THIS TAG
City of Port Angeles
Correction Notice
Building Division
Job Located at Iq ;C�, 0
Inspection of your work revealed that the following is
not in accordance with the codes governing the work in
this jurisdiction:
1
tv ,s
Qflef2�c> a
EU L
These corrections must be made and are not to be
covered until reinspection is made. When corrections
have been made, please call 3 417-4815 r inspection.
Date
nsp for faVBjAding Division
�b-6J�3 DO NOT REMOVE THIS TAG
l P_ y L) . V11- S f
PREPARED 4/10/15, 14:49:01 INSPECTION TICKET PAGE 2
CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/10/15
------------------------------------------------------------------------------------------------
ADDRESS . : 1924 W 4TH ST SUBDIV:
CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849
OWNER GEORGE SUHR AND LEWIS BENNETT PHONE (832) 298-0912
PARCEL 06-30-00-9-0-0124-0000-
APPL NUMBER: 14-00001052 RES NEW SFR
------------------------------------------------------------------------------------------------
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
------------------—----------------------------------------------------------------------------
2/12/15 AP February 12, 2015 9:20:46 AM pbarthol.
Todd 253-227-6407
February 12, 2015 4:11:45 PM jlierly.
BL3 02 2/12/15 JLL BLDG FRAMING
2/12/15 AP February 12, 2015 9:20:02 AM pbarthol.
Todd 253-227-6407
February 12, 2015 4:11:45 PM jlierly.
BL9 03 2/12/15 JLL BLDG SHEARWALL
2/12/15 AP February 12, 2015 9:19:06 AM pbarthol.
Todd 253-227-6407
February 12, 2015 4:11:45 PM jlierly.
BL99 01 4/10/15L/� BLDG FINAL
April 10, 2015 9:40:41 AM pbarthol.
Todd 253-227-6407
------------------------------------------------------------------------------------------------
PERMIT: ME 00 MECHANICAL PERMIT
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
ME1 01 1/22/15 JLL MECHANICAL ROUGH-IN
1/22/15 AP January 22, 2015 9:18:59 AM pbarthol.
Todd 253-227-6407
January 22, 2015 4:38:20 PM jlierly.
ME99 01 4/10/15MECHANICAL FINAL
i�L 110----April-10,-2015-9:41:12 AM pbarthol.
-------------------------- Todd 253-227-6407
------------------------------------------
PERMIT: PL 00 PLUMBING PERMIT
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
PL2 01 1/22/15 JLL PLUMBING ROUGH-IN
1/22/15 AP January 22, 2015 9:19:10 AM pbarthol.
Todd 253-227-6407
January 22, 2015 4:38:25 PM jlierly.
PL99 01 4/10/15LL PLUMBING FINAL
April 10, 2015 9:41:22 AM pbarthol.
Todd 253-227-6407
------------------------- - ---------- COMMENTS AND NOTES --------------------------------------
PREPARED 4/17/15, 9:46:06 INSPECTION TICKET PAGE 2
CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/17/15
------------------------------------------------------------------------------------------------
ADDRESS . : 1924 W 4TH ST SUBDIV:
CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849
OWNER GEORGE SUHR AND LEWIS BENNETT PHONE (832) 298-0912
PARCEL 06-30-00-9-0-0124-0000-
APPL NUMBER: 14-00001052 RES NEW SFR
------------------------------------------------------------------------------------------------
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
---------------------------------=------------------------ ------------------------------
2/12/15 AP February 12, 2015 9:20:46 AM pbarthol.
Todd 253-227-6407
February 12, 2015 4:11:45 PM jlierly.
BL3 02 2/12/15 JLL BLDG FRAMING
2/12/15 AP February 12, 2015 9:20:02 AM pbarthol.
Todd 253-227-6407
February 12, 2015 4:11:45 PM jlierly.
BL9 03 2/12/15 JLL BLDG SHEARWALL
2/12/15 AP February 12, 2015 9:19:06 AM pbarthol.
Todd 253-227-6407
February 12, 2015 4:11:45 PM jlierly.
BL99 01 4/10/15 JLL BLDG FINAL
4/10/15 DA April 10, 2015 9:40:41 AM pbarthol.
Todd 253-227-6407
April 10, 2015 4:15:53 PM jlierly.
Hand rails on front steps/ adress numbers on fornt of
structure/ energy data required to be posted on or near elec
panel/ electrical inspection required to be complete/jll
BL99 02 4/17/15LL BLDG FINAL
April 17, 2015 9:48:43 AM jlierly.
GEORGE 832-298-0912
-------------------------------------- COMMENTS AND NOTES --------------------------------------
CITY OF PORT ANGELES
s DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION
321 EAST 5TH STREET, PORT ANGELES, WA 98362 1
Application Number . . . . . 14-00001052 Date 9/18/14 O
Application pin number . . . 351956
Property Address . . . . . . 1924 W 4TH ST �A
ASSESSOR PARCEL NUMBER: 06-30-00-9-0-0124-0000- REPORT SALES TAX
Application type description RES NEW SFR on your state excise tax form
Subdivision Name . . . . . .
Property Use . . . . . . . . to the City of Port Angeles
Property Zoning . . . . . . . RS7 RESDNTL SINGLE FAMILY (Location Code 0502)
Application valuation . . . . 169432
----------------------------------------------------------------------------
Application desc
1768 SQ FT SFR
----------------------------------------------------------------------------
Owner Contractor
------------------------ ------------------------
GEORGE SUHR AND LEWIS BENNETT HI-LINE HOMES
1924 W 4TH ST 11306 62ND AVE EAST
PORT ANGELES WA 98363 PUYALLUP WA 98373
(832) 298-0912 (253) 840-1849 -�
---------------------------------=------------------------------------------
Permit . . . . . . BUILDING. PERMIT -RESIDENTIAL
Additional desc . . 1768 SQ FT SFR
Permit Fee . . . . 1412.25 Plan Check Fee 917.96
Issue Date . . . . 9/18/14 Valuation . . . . 169432
Expiration Date . . 3/17/15
Qty Unit Charge Per Extension \�
BASE FEE 1020.25 `A
-------70_00--------5_6000 THOU BL-100,001-500K (5.60 PER-K)--------392.00 1
-------------------------------- --
Permit . . . . . . MECHANICAL PERMIT
Additional desc . . SFR MECHANICAL
Permit Fee . . . . 267.25 Plan Check Fee .00
Issue Date . . . . 9/18/14 Valuation . . . . 0
Expiration Date 3/17/15
Qty Unit Charge Per Extension
BASE FEE 50.00
2.00 14.8000 EA ME-FURN/HP/FAU < OR = 5 TON 29.60
4.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 29.00
1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65
10.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 148.00
----------------------------------------------------------------------------
Permit . . . . . . PLUMBING PERMIT
Additional desc . . SFR PLUMBING
Permit Fee . . . . 184.00 Plan Check Fee .00
Issue Date 9/18/14 Valuation . . . . 0
Expiration Date 3/17/15
Qty Unit Charge Per Extension
BASE FEE 50.00
10.00 7.0000 EA PL-PLUMBING TRAP 70.00
1.00 7.0000 EA PL-WATER LINE 7.00
5.00 7.0000 EA PL-DRAIN VENT PIPING 35.00
Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days"from the
last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS—
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
Footings
Stemwall
Foundation Drainage/Downspouts
Piers
Post Holes(Pole Bldgs.)
PLUMBING:
Under Floor/Slab
Rough-in
Water Line Meter to Bldg)
Gas Line
Back Flow/Water FINAL Date Accepted b
AIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Walls I Roof/Ceiling
Drywall Interior Braced Panel Only)
T-Bar
INSULATION:
Slab
Wall/Floor/Ceiling
MECHANICAL:
Heat Pump/Furnace/FAU/Ducts
Rough-in
Gas Line
Wood Stove/Pellet/Chimney
Commercial Hood/Ducts FINAL Date Accepted b
MANUFACTURED HOMES:
Footing/Slab
Blocking&Hold Downs
Skirting
PLANNING DEPT. Separate Permit#s SEPA:
Parkin /Lighting ESA:
Landscaping SHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction-R.W. PW /Engineering 417-4831
Fire 417-4653
Planning 417-4750
Building 417-4815
T:Forms/Building Division/Building Permit
CITY OF PORT ANGELES
DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT-BUILDING DIVISION
321 EAST 5TH STREET, PORT ANGELES,WA 98362
Page 2
Application Number . . . . . 14-00001052 Date 9/18/14
Application pin number . . . 351956
REPORT SALES TAX
Qty Unit Charge Per Extension on your state excise tax form
1.00 15.0000 EA PL-SEWER LINE 15.00
1.00 7.0000 EA PL-WATER HEATER 7.00 to the City of Port Angeles
------------------
---------------------------------------------
02)
Special Notes and Comments (Location Code 05
September 10, 2014 7:23:27 AM rbecker.
If you are installing a lawn sprinkler system, you will need
to install a backflow assembly.
If you have any questions call Ron Becker at 360-417-4886,
Fax:360-452-4972, or E-mail: rbecker@cityofpa.us
Address numbers shall be plainly visible from the street.
Address numbers shall be a minimum of six inches high and be
of contrasting color from the background.
September 12, 2014 8:44:22 AM sroberds.
The proposal will result in a new sfr in the RS-7 for total
lot cov of 25%. No land use issues anticipated.
September 9, 2014 11:04:48 AM banders.
Electrical service line will.come from pole across alley
from the southwest corner of property. Plan shows service
mast on the east side of garage which will be problematic as
the line will have necessary clearance over peak of garage.
West side of garage would be preferred location for overhead
electrical service.
Electrical load calculations and electrical permits are
required.
1. Establishing Construction Access.
2. Install sediment controls BMPs..
3. Stabilize exposed soils.
4. Protect slopes from erosion.
5. Protect drain inlets.
6. Control pollutants including but not limited to spills,
concrete wash out, exposed aggregate processes, concrete
grinding and saw cut waste water.
7. Maintain temporary and permanent erosion control BMPS
during project.
All construction work within the City right of way requires
a separate Right of Way Construction application to be
completed by the contractor and approved by Public Works
Engineering prior to the start of work. A pedestrian or
traffic control plan is to be submitted for approval with
the application as necessary.
Consider applying for the City Green Infrastructure Rebate
of up to $750.00 towards the materials to install rain
garden to control roof and driveway runoff. Also rebates
available for downspout disconnections.Contact Jonathan
Boehme at 360 417-4811
Sanitary sewer connection inspection is required by
Public Works prior to back fill of ditch. 24 hour advance
notice is required. Public Works Inspection request line
417-4831
Trench safety per applicable laws. Temp erosion control and
Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the
last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS—
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
Footings
Stemwall
Foundation Drainage/Downspouts
Piers
Post Holes(Pole Bldgs.)
PLUMBING:
Under Floor/Slab
Rough-in
Water Line Meter to Bldg)
Gas Line
Back Flow/Water FINAL Date Accepted b
AIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Walls/Roof/Ceiling
Drywall Interior Braced Panel Only)
T-Bar
INSULATION:
Slab
Wall/Floor/Ceiling
MECHANICAL:
Heat Pum /Furnace/FAU/Ducts
Rough-in
Gas Line
Wood Stove/Pellet/Chimney
Commercial Hood/Ducts FINAL Date Accepted b
MANUFACTURED HOMES:
Footing/Slab
Blocking&Hold Downs
Skirting
n
G DEPT. Separate Permit#s SEPA:
i htin ESA:
ngI I SHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction-R.W. PW I Engineering 417-4831
Fire 417-4653
Planning 417-4750
Building 417-4815
T:Forms/Building Division/Building Permit
CITY OF PORT ANGELES
DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION
321 EAST 5TH STREET, PORT ANGELES, WA 98362
Page 3
Application Number . . . . . 14-00001052 Date 9/18/14
Application pin number 351956
-------------------------
REPORT SALES TAX
Special Notes and Comments on your state excise tax form
surface restoration responsibility of applicant. Contact
City inspector prior to start of work @ 360 417-4831. No to the City of Port Angeles
attachment to sanitary sewer of stormwater roof leaders, (Location Code 0502)
foundation drains, yard drains, or any other CSO
contribution is allowed.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . RES OVERHEAD SERVICE FEE 440.00
STATE SURCHARGE 4.50
----------------------------------------------------------------------------
Fee summary Charged Paid Credited Due
----------------- ---------- ---------- ---------- ----------
Permit Fee Total 1863.50 1863.50 .00 .00
Plan Check Total 917.96 917.96 .00 .00
Other Fee Total 444.50 444.50 .00 .00
Grand Total 3225.96 3225.96 .00 .00
Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the
last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
— PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS—
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
Footings
Stemwall
Foundation Drainage/Downspouts
Piers
Post Holes(Pole Bldgs.)
PLUMBING:
Under Floor/Slab
Rough-In
Water Line Meter to Bldg)
Gas Line
Back Flow/Water FINAL Date Accepted b
AIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Walls/Roof/Ceiling
Drywall Interior Braced Panel Only)
T-Bar
INSULATION:
Slab
Wall/Floor/Ceiling
MECHANICAL:
Heat Pum /Furnace/FAU/Ducts
Rough-in
Gas Line
Wood Stove/Pellet/Chimney
Commercial Hood/Ducts FINAL Date Accepted b
MANUFACTURED HOMES:
Footing/Slab
Blocking&Hold Downs
Skirting
n
G DEPT. Separate Permit#s SEPA:
i htin ESA:
ng JSHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction-R.W. PW I Engineering 417-4831
Fire 417-4653
Planning 417-4750
Building 417-4815
T:Forms/Building Division/Building Permit
i
Abdelouahab Abrous,Ph.D.,P.E.
HiLine Homes
11306 62nd Ave E
Puyallup,WA 98373
(253)770-2244 x132
February 2,2015
Clallam County /
Department of Community Development �/ D
223 East 4th Street
Port Angeles,WA 98362
Re:Repair of Holdown Connections
JOB#: 10106063
PLAN#: 1768
Owner(s): George Suhr
This letter addresses the pro' ct at 1924 West 4th St. P' rt Angeles, WA 98382. A previously
noted issue concerned the in ''veness of i talled STHD14 straps in a cripple wall
application as these straps extended only partially into the chords of the shear walls above.
A repair was recommended in which we specified installing additional holdowns at the STHD14
locations. This repair consisted of installing Simpson HTT4 Tension Ties fastened to 3" framing
with 18-10dx1?/z nails and then fastening the HTT4 ties to the concrete stem wall with 5/8-in
threaded rod coupled to 5/8" x 8.5" Simpson Wedge All anchor with a 5/8" coupler. The
specified minimum embedment depth of the anchors was 4.5"into concrete.
At the repair, it appears from the photographs sent for review that the average embedment
length was approximately 3.2" and two anchors could not be added to the narrow shear wall at
the front right of the living room due to the presence of the air vent underneath that location.
The reduction of embedment depth of the anchors from 4.5"to an assumed conservative depth of
2.75"will reduce the adjusted available tension load from 1,958-1b to 1,069-1b. However, the
partial connection of the existing STHD14 into the chords of the existing shear walls will develop
partial tension loads of 1,308-1b/1,100-1b for wind and seismic loading, respectively. As a result,
the total tension loads will be 2,377-1b/2,169-1b for wind and seismic loading respectively.
Consequently,the added connections are adequate to resist the design loads even with the lack of
reinforcement of the shorter shear wall, particularly when account is taken of the site specific
wind and seismic conditions which will result in wind/seismic loads of 86%/89% of the
calculated wind/seismic loads,respectively.
Please contact contact me if you have any questions.
Off.WAS/'�`l��rp`
Sincerely, r --,
Abdelouahab Abrous,Ph.D.,P.E.
�s�
r
THE ORT TELE
Ci�°Y OF For City Use
WASHINGTON , U . S . I
Permit# d/--
Date Received:
321 East S" Street 14L,. Date Approved
Port Angeles, WA 98362 `�
P: 360-417-4817 F: 360-417-4711
permits@cityofpa.us
Building Permit Applic ti n
Project Address: - 4
4 V �V, � Sr-
Main Contact: r Phone # 932 2 9'80?12
G-f--6 N�c SuNE-Mail: G cd
Property Namec� Phone 93 Z D
Owner Zg
Mailing Address J Email
City V� u I ✓n S W /"� 1 ,79
Zip .
Contractor NaII1ePhone
HiLINE HOMES (253)840-1849
Mailing Address Email
11306 62ND AVE E Pre-Construction@HiLineHome.com
city zip
PUYALLUP state WA 98373
Contractor License# Expiration:
HILINH*983BD 11/08/2015
Project Value: Zoning: Tax Parcel#4163000'1,0912-1-1 Lot# �sH
Type of Residential Commercial ❑ Industrial Public ❑ u8 d •.Su
Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑
For the following,fill out both pages of permit application:
New Construction V Remodel ❑ Addition ❑ Tenant Improvement ❑
Mechanical ❑ Plumbing ❑ Other ❑
Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms
Yes 13No IV 3
Project
Description
I have read and completed the application and know it to be true and correct I am authorized to apply for this
permit I understand that it is my responsibility to determine what permits are required and to obtain permits
prior to working on projects. I understand that the plan review fee is not refundable after plan review has
occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the
permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be
considered abandoned and the fees forfeit
Date Print Name Signature
Residential Structures
For Office Use
Area Description(SQ FT) Existing Proposed $$value
Basement
First Floor ®
Second Floor
Covered Deck/Porch/Entry Z�/ 3 3 1,7--
Deck
Deck !�
Garage
Carport C7
Other(describe)
Area Totals
Commercial Structures
For Office Use
Area Descriptions(SQ FT) Existing Proposed $$Value
Existing Structure(s)
Proposed Addition
Tenant Improvement?
Other work(describe)
Area Totals
Lot/Site Coverage Calculations
Footprint(SQ FT)of all Structures: Lot Size: %Lot Coverage
SQ FT Site coverage(all impervious+ %Site Coverage
structures
Mechanical Fixtures
Indicate how many of each type of fixture to be installed or relocated as part of this project.
Air Handler Size: # Haz/Non-Haz Piping #of Outlets:
Appliance Vent # Heater(Suspended,Floor,Recessed wall) #
Boiler/Compressor Size: # Heating/Cooling appliance # p
repair/alteration `
Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas #
portable) Fireplace/Gas Stove Gas Cook Stove/Misc.
Fuel Gas Piping #of Outlets: Ventilation Fan,single duct #
Furnace/Heat Pump/ Size- # Ventilation System #
Forced Air Unit ;56
PlumbingFixtures
Indicate how manyof each a of fixture to be installed or relocated
Plumbing Traps # `® Fuel gas piping #of Outlets:
Water Heater # r Medical gas piping #of Outlets:
Water Line # Vent piping #
Sewer Line # t Industrial waste pretreatment #
I/ interceptor
Other(describe):
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4 cRn UTIL. 73,-0 i Hoop o)
30 TU R.of I, 2' KITCHEN
J ,r
PAN.
11 30 � I
-i• I
34 4 1—t S 1
vENERGY CREDITS TABLE R406.2:
4-q 9-35" ro 1. HIGH EFFICIENCY HVAC EQUIPMENT 3D:DUCTLESS
4, 1g}(2q• 2' CLIPPED 42y2"WALLF- DINING SPLIT SYSTEM HEAT PUMPS,ZONAL CONTROL Z
DUCTLESS
2. EFFICIENT WATER HEATING SA-ELECTRIC WATER O
CRAWL 3-`"
CLOS. HEATER W/A MINIMUM EF OF 0.93.AND ALL
SHOWERHEAD AND KITCHEN SINK FAUCETS O J
HEAT PUMP INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 A
13'J" 20'-9" GPM OR LESS.ALL OTHER LAVATORY FAUCETS S
MASTER LIVING RM. HALL L.L
BE RATED AT 1.0 GPM OR LESS.
r _BEDROOM NTRY
3o O
3�
5057 20 5 FIX 5!I�N
50 50 H
f a S.G. A AREA SUMMARY HILINE HOMES
r-0 + PUYYAALLLUP WAX373
mMAIN FLOOR AREA 884 SQ.FT. (263)779-22"ea 129
6'-0" 6'-9" r-0' Thi" '3• 5'-0" UPPER FLOOR AREA 884 SQ.FT.
t —————— —————————————— TOTAL FLOOR AREA 1768 SQ.FT. PLAN: 1768
FRONT PORCH 204 SQ.FT.
4xa POST BACK PORCH 72 SQ.FT. DATE: 7/17/14
11'4" 111 GARAGE 528 SQ.FT. JOB#: 10106063
{ 0=HOSE BIB
S.G.=SAFETY GLAZING
FIRST FLOOR PLAN Al
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ill
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14'-7- 54" 14'-1"
A I "* A
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111/"1-JOISTS 0 50 40 HS
19.2"O.C.START
--I POINT S R
STORAGE STORAG 8 J p
—act l I 21 2+ ZO n
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BAT 3`�}" 5'1" 2a
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® /8"
Y"X11%' 3STUDS q ATTACH 42Y
STRAND LSL JOIST iHo HALF WALL I DUCTLESS
HANGERS FLOOR
4x8 D.F.#2 3 STUDS FRAMING W/ 1q 2' HEAT PUMP
DOUBLE STUDS CUT INTO 3.-ye 3'-5}' e'4'• 14'-1"
FLOOR 26
FOR LOAD w SHEATHING m
BEARING AND ATTACHED UPPER a
LLTO JOIST. SOAK z' MSTR.BD M. O
®
111/e WOISTS819.2'O.C. c +• O
BONUS RM.;: s'-3}^ •-1 r J
4x10 D.F.#2 4x10 D.F.#2 WOO. #2 50 40 HS
F,040[S 50 40 HS A A O3-3}" g-3" 5'.(7' U
SECOND FLOOR FRAMING v)
1/8"=1,-0„ SECOND FLOOR PLAN
118„=V-O" 11LINE HOMES
11308 82ND AVENUE
PUYALLUP WA,98373
(253)770-2244 exl 129
=INTERIOR LOAD PLAN: 1768
BEARING WALL DATE: 7/17/14
JOB#: 10106063
Al-1
a
CGENERAL CONSTRUCTION NOTES HEADER&ROOF FRAMING NOTES FOUNDATION& LATERAL DESIGN CRITERIA
FLOOR FRAMING NOTES AND MINIMUM SITE CONDITIONS INFORMATION
1. SUB-CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING:VERIFYING AND MEETING 1. HEADERS OCCUPANCY CATEGORY II
ALL LOCAL AND STATE CODE REQUIREMENTS,REVIEWING APPROVED PLANS AND 1.1. UNLESS NOTED OTHERWISE,ALL EXTERIOR 1. ALL FOOTINGS SHALL BEAR ON STIFF,FIRM SOIL BASIC/ULTIMATE WIND SPEED ASCE 7-10 110/140
COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE WALL HEADERS SUPPORTING ROOF LOADS ARE MEETING THE REQUIREMENTS OF DEFAULT SITE WIND EXPOSURE FACTOR C 5
BUILDING DEPARTMENT,MEETING ALL SAFETY REQUIREMENTS AND STANDARD TO BE A MIN.4 x 8 D.F.#2 W/R-10 RIGID CLASS"D"PER IBC SECTION 1613.5.2.DESIGN IS MINIMUM WIND LOADS PSF 16/8 E E
SAFETY PRACTICES THAT ARE RECOMMENDED AND/OR REQUIRED BY STATE AND INSULATION AT HEATED AREAS. BASED ON 1500 p.s.f.SOIL.CONTRACTOR MUST SEISMIC/WIND IMPORT.FACTOR I E
LOCAL AUTHORITIES, VERIFYING ACCURACY OF ALL DIMENSIONS.DO NOT SCALE 1.2. U.N.O.ALL EXTERIOR WALL HEADERS VERIFY W/BUILDING DEPARTMENT THAT THESE LJ iv m
SEISMIC USE GROUP 1.0
THE DRAWINGS.IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. SUPPORTING ROOF AND FLOOR LOADS ARE TO CONDITIONS ARE MET PRIOR TO WORK E
SEISMIC DESIGN CATEGORY D2 =
BE 4 x10 D.F.#2 W/R-10 RIGID INSULATION AT SHORT PERIOD ACCELERATION 1.17
2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE 2. ALL WOOD IN CONTACT WITH CONCRETE OR SOIL m o
HEATED AREAS. -N
DESIGNER AND BUILDING DEPARTMENT. SHALL BE 2x HEM-FIR#2 MIN.TREATED WITH AN DEFAULT SITE CLASS D Zli t
1.3. ALL SINGLE STORY NON-STRUCTURAL GABLE
END OR 2nd FLOOR OF 2 STORY APPROVED PRESERVATIVE AND HOT-DIPPED MAXIMUM GROUND SNOW LOAD(P F) 30 =
�®❑ a
3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN NON-STRUCTURAL GABLE END HEADERS UP TO GALVANIZED CONNECTORS(OR)STANDARD ROOF DEAD LOAD(PSF) 15 8
ON SHEET"CS".THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS FROM THE6'-0"TO BE SINGLE 2x6 H.F.#2 PER DETAIL 6 ON HEM-FIR ON AN IMPERVIOUS MOISTURE BARRIER EXTERIOR WALL DEAD LOAD PSF 15 O
ROOF TO THE FOUNDATION. SHEET A4. (IRC R317.1)(OR)BORATE TREATED HEM-FIR#2 I INTERIOR WALL DEAD LOAD PSF 10
MINIMUM. MAXIMUM ROOF SLOPE 5/12
4. SEE SHEET"ST FOR ALL SHEARWALL PLACEMENTS AND REQUIREMENTS. 2. UNLESS NOTED OTHERWISE,JOISTS AND RAFTERS 3. PROVIDE APPROPRIATE BLOCK-OUTS IN FOOTINGS GENERAL STRUCTURAL NOTES:
SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER OF ANY ARE TO BE A MIN.H.F.#2.RAFTERS MUST BE OR WALLS FOR PLUMBING&ELECTRICAL WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS
DISCREPANCIES OR CONCERNS. SUPPORTED BY POSTING DOWN TO FLAT BLOCKING STUB-OUTS.
THAT SPANS A MIN.OF TWO TRUSSES WHEN STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED
MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN
5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, RAFTER SPANS EXCEED 6 FT. 4. WHERE REQUIRED,USE A MIN.OF 3000 p.s.i. BASE LOADS SET FORTH BY THE CRITERIA OPTIONS LISTED
INCLUDING:PLUMBING,ELECTRICAL,AND MECHANICAL PENETRATIONS.FIRE BLOCK CONCRETE PER IRC TABLE R402.2,INCLUDING: T
ABOVE.THE STRUCTURAL SYSTEM IS DESIGNED O
AT MIN.10 FT.O.C.HORIZONTALLY IN WALL CAVITIES. 3. TRUSSES SHALL CARRY MANUFACTURER STAMP FOUNDATION WALLS,PORCH AND GARAGE SLABS, TRANSFER LOADS T ACCORDANCE WITH THE D T Z
6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS,IRC AND HAVE ENGINEERING DRAWINGS ON SITE FOR STEPS,AND ALL OTHER AREAS THAT ARE EXPOSED (IBC)TO A PRESCRIPTIVE _j o
INTERNATIONAL BUILDING CODE IB
INSPECTION.ALL TRUSS BRACING REQUIREMENTS TO THE WEATHER.MAXIMUM STRENGTH IS AT 28 Z �
REQUIREMENTS,AND THE STATE ADOPTED PLUMBING CODE.IN SDC D1,D2,TANK MUST BE INSTALLED PER TRUSS DRAWINGS.DO DAYS.ALLOW ADEQUATE TIME FOR FOUNDATION FOUNDATION.STRUCTURAL MEMBERS NOT A PART OF THE 00
MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK.AT THE LOWER NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR TO SET BEFORE BACK FILLING. ENGINEERED STRUCTURAL SYSTEM SHALL BE W Lo
STRAP,STRAP IS TO BE 4"MIN.ABOVE THE CONTROLS(IRC M1307.2). APPROVAL FROM THE ENGINEER AND BUILDING CONSTRUCTED IN ACCORDANCE WITH THE CONVENTIONAL Ix� X N
DEPARTMENT.IF A TRUSS IS DAMAGED DO NOT 5. FOUNDATION VENTS ARE TO BE INSTALLED AT LIGHT-FRAME CONSTRUCTION REQUIREMENTS OF 2012 IRC.
7. WHEN INSTALLED IN A GARAGE,ALL APPLIANCES MUST HAVE THE SOURCE OF INSTALL IT.CONTACT THE BUILDER IMMEDIATELY 1/300 FT2 EVENLY PLACED TO PROVIDE CROSS O m 000
IGNITION A MINIMUM OF 18"ABOVE THE FLOOR SLAB(IRC Ml 307.3).MECH/PLUMBING FOR A REPLACEMENT TRUSS. VENTILATION EXCEPT THAT ONE SIDE ISw U)W O
N
``
EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE(IRC M1307.3.1). PERMITTED TO HAVE NO OPENINGS.THE NET FREE DOCUMENT SHEET INDEX nn `S ch
4. FRAMING CONNECTIONS SHALL BE"SIMPSON AREA MAY BE REDUCED TO 1/1500 FT2 IF GROUND V
CS COVER SHEET J1
8. USE 5/8"GYPSUM OR 1/2"SAG-RESISTANT GYPSUM AT THE CEILING PER IRC TABLESTRONG TIE"(OR)AN APPROVED EQUIVALENT. SURFACE IS COVERED W/6 MIL.BLACK POLY o� -
-
R702.3.5. SHEETING AND VENTS ARE PLACED TO PROVIDE Al FIRST FLOOR PLAN
5. PROVIDE ATTIC VENTILATION PER IRC R806.2.THE
CROSS VENTILATION OF THE SPACE.IRC R408.2 Al-1 SECOND FLOOR PLAN
9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS,WINDOW AND DOOR NET FREE VENTILATED AREA SHALL BE 1/300 FT2 A2 BUILDING SECTIONS
OPENINGS,WALL AND ROOF INTERSECTIONS,DECKATTACHMENT TO WALL,AND PROVIDED THAT MIN.50%AND MAX.80%OF THE 6. UNLESS NOTED OTHERWISE,2x MUDSILL TO BE A3 EXTERIOR ELEVATIONS
OTHER AREAS THAT WATER MAY INTRUDE.WINDOWS AND DOORS SHALL BE REQUIRED VENTILATION AREA SHALL BE A MINIMUM INSTALLED FLUSH WITH THE INSIDE FACE OF A3-1 EXTERIOR ELEVATIONS
INSTALLED PER MANUFACTURER INSTRUCTIONS. OF 3 FT.ABOVE EAVE VENTS.THE BALANCE OF FOUNDATION WALL AT JOIST BEARING POINTS TO A4 ARCHITECTURAL DETAILS
ACCEPT JOIST HANGERS.VERIFY THAT THE A5 CABINET DETAILS
10.SINGLE STORY CONDITION U.N.O.ON S2 SHEET:NAIL ALL TOP PLATES TOGETHER W/ REQUIRED VENTILATION SHALL BE PROVIDED AT MUDSILL IS SQUARE AT ALL CORNERS.
THE EAVES. A6 TALL FOUND.WHERE RECI'D
10d NAILS @ 12"O.C.AND AT SPLICES W/10d NAILS @ 6"O.C. LAP SPLICES A MIN.OF S1 FOUNDATION PLAN
48"TYPICAL,NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/(2) 6. PROVIDE A MIN.ROUGH OPENING 22"x30"ATTIC 7. .ATTACH THE MUDSILL TO THE FOUNDATION WITH 32 SHEAR WALL PLAN
10d NAILS EA.STUD BAY,NAIL ALL FLOOR SHEATHING W/8d NAILS @ 6"O.C.EDGE1/2"x10"ANCHOR BOLTS WITH NUT AND STANDARD
ACCESS PANEL WITH ATIGHT-FITTING/SELF- WASHER @ 6 FT.O.C.AND WITHIN 12"OF EACH END S3 ROOF FRAMING PLAN
AND 12"O.C.FIELD,EXTERIOR STUDS MUST BE SPACED AT 16"O.C. CLOSING DOOR.DOOR SHALL BE BACKED WITH OF THE PLATE SECTION. 34 STRUCTURAL DETAILS n/
INSULATION IF LOCATED ABOVE HEATED SPACE. 7.1. IN SDC D0,DI,D2,USE 1/4"x3"x3"PLATE S5 STRUCTURAL DETAILS LJ..
11.TWO STORY CONDITION U.N.O.ON S2 SHEET:NAIL ALL TOP PLATES TOGETHER W/ VERIFY ACCESS LOCATION WITH OWNER AND WASHER ON EACH BOLT. E1 ELECTRICAL PLAN w w
10d NAILS @ 12"O.C.AND AT SPLICES W/10d NAILS @ 5"O.C.ON FIRST FLOOR,6"O.C. PLANS, 7.2. WHERE ANCHOR BOLTS ARE MISSED USE A \ w
ON SECOND FLOOR.LAP SPLICES A MIN.OF 48"TYPICAL,NAIL ALL BOTTOM PLATES 1/2"x 8"TITAN HD MECHANICAL ANCHOR BOLT.
TO FLOOR SHEATHING AND MUDSILL W/(2)10d NAILS EA.STUD BAY,NAIL ALL FLOOR 7, SHEATH ROOF PER IBC CASE 1 (STAGGERED
SHEATHING W/8d NAILS @ 6"O.C.EDGE AND 12"O.C.FIELD,EXTERIOR STUDS MUST PANELS UNBLOCKED)FASTEN PANELS W/8d NAILS 8. REBAR IS REQUIRED IN SDC D0,D1,D2 PER IRC DESIGN ENGINEER O
BE SPACED AT 16"O.C. @ 6"O.C.EDGE AND 12"O.C.FIELD.DO NOT R403.1.3.A MIN.(1)#4 REBAR IN FOOTINGS.AND(1) 0 V J
STAPLE. #4 REBAR WITHIN 12"OF TOP OF WALL. ABDELOUAHAB(Wahab)Abrous,Ph.D.,P.E.
12.ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN.WIDTH OF 20" ANDA HiLine Homes Inc.
MIN.HEIGHT OF 24"WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT2. 8. UNLESS NOTED OTHERWISE,TOE-NAIL ALL GABLE 9. THE FOUNDATION IN THIS PLAN IS DESIGNED Design&Engineering Department
36110
END TRUSSES WITH(2)10d NAILS @ 16"O.C.INTO PRESCRIPTIVELY,BUT THE CONNECTION FROM Washington State License Number.19PE
13.SEE SHEET"E1"FOR EXHAUST FAN,SMOKE AND CARBON MONOXIDE DETECTORS, THE FOUNDATION TO THE MUDSILL IS ENGINEERED Oregon State License Number:81419PE
TOP PLATES.
AND ELECTRICAL FIXTURE LOCATIONS. FOR RESISTING LATERAL LOADS AS OUTLINED IN Idaho State License Number.P-14132(253)770-2244 x 132 Alternate x129
9. UNLESS NOTED OTHERWISE,TOE-NAIL EACH END THE DESIGN CRITERIA ON SHEET"CS".
14.CABINET,PLUMBING FIXTURE,AND DOOR ROUGH OPENINGS ARE CRITICAL OF TRUSS AT BEARING WALLS W/(2)10d NAILS AND wabrous@hilinehomes.com
DIMENSIONS.TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED FASTEN WITH TRUSS CLIPS PER PLAN. 10.FOOTINGS AND STEM WALLS SHALL BE AS HILINE HOMES
ACCURATELY. FOLLOWS(UNLESS NOTED OTHERWISE): 11306 62ND AVENUE
10.1. BELOW ONE STORY PORTIONS OF A BUILDING: PUYALLUP WA,98373
10.ASPHALT SHINGLES MUST COMPLY WITH WIND FOOTINGS=12"WIDE. g`Z-$'I'1 (253)770-2244 ext.129
15.SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS,OUTSIDE ALL SLEEPING SPEED SITE CONDITIONS AND BE SEALED IN
AREAS,AND ON EACH ADDITIONAL STORY OF THE DWELLING.SYSTEM MUST BE ACCORDANCE WITH ASTM D 7158 OR UNSEALED IN STEM WALLS=6"THICK. �pU A I I /J 1/
INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS SOUND WHEN ONE ISACCORDANCE WITH ASTM D 3161.IRC R905.2 10.2. BELOW TWO STORY PORTIONS OF A BUILDING:FOOTINGS=15"WIDE DATE: 7/17/14� 0,: ��;�5/ /rO PLAN: 1768
`
ACTUATED.IRC R314
STEM WALLS=6"THICK �� J '� J
)' j
16.AN APPROVED CARBON MONOXIDE ALARM IS REQUIRED OUTSIDE EACH SLEEPING 11.MIN.4"STEP FLASHING AT WALL/ROOFJOB#: 10106063CONNECTIONS AND TURNED OUT AT THE BOTTOM 11.WHERE REQUIRED PER IRC R406.1,FOUNDATION
AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS AND ON EACH LEVEL OF THE
TO DIRECT WATER AWAY FROM THE WALL.IRC WALLS SHALL BE DAMP PROOFED AROUND THE
DWELLING.IRC R315.1 R905.2.8.3 ENTIRE PERIMETER USING A METHOD THAT IS \ � `
APPROVED BY THE BUILDING DEPARTMENT. x,
12.PROVIDE DRIP EDGE AT EAVES AND GABLES OF (v'v`
SHINGLED ROOFS. , i ��
r O � p � til d
34'-0"
22,_0„ 12,_0„ (n
E
T-0" 16'-0" 3'-0"
W �x
F11-
E
0-
16'x
16'x 7'OHD(MTL.INSULATED) o
C'7V OF PORT ANGELES—Conptucl;on rIrns c
J
h, Issuance of this per, ;' Ir^on these plans,spe-_fi- ��C1 _
canons and other ds.. ` ' nc,'p +`�`the building official
iron thereafter rer. ' the corn.,",1 of errors in said I
L _ _ _ _ _ _ _ _ _ plans, specificatiac.. and other data, Pr from preventing
budding operations b..: ? carried z,, ;reunder schen in
GARAGE 4 !i,1Afjn of all codes of this jurisdiction.
nota.
,l
INSULATE,SHEETROCK,–/ 6Y ,�--
FLUSH TAPE GARAGE A �
91-92 4'_321„ 1 U-21. 4x4 POST �1� � r /��� Z C)
Z �
SURFACE WAgA W/'/2 _ LLI 0 ti co
G.W.B CONTI — — — — t !' � if✓ Q N
SOLID CORE 1BACK � J/JGV� _ o
W/WEATHER PORCH0mcozo U-1
I,, W �Y0 c�TE HB � *Iv �AR&S OP C 18'x24' WH A � RANGE /CRA HOOD O
° Tu oRY]i P5 KITCHEN o r
z
O I_ �II PAN. _
rc� J C— 7C--7 (V
c�o; I N-.-- ?OtDjvo)�-
4 R. DWI
ENERGY CREDITS TABLE R406.2:
v ——— o-t„ 3,_72„ 4,_92, 9'-3T.,
N 3° _ _ 1. HIGH EFFICIENCY HVAC EQUIPMENT 3D:DUCTLESS
24 42%z'HALF- DINING N SPLIT SYSTEM HEAT PUMPS,ZONAL CONTROL O
CLIPPED 2. EFFICIENT WATER HEATING 5A-ELECTRIC WATER
H4'-51" 18"x24" WALL O
CRAWL CLS.IN HEATER W/A MINIMUM EF OF 0.93.AND ALL
3'-52' CLOS. DUCT PUMP SHOWERHEAD AND KITCHEN SINK FAUCETS
INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 J �1
13'-3" 20'-9" GPM OR LESS.ALL OTHER LAVATORY FAUCETS SHALL L.L
m BE RATED AT 1.0 GPM OR LESS.
MASTER LIVING RM. _
BEDROOM r o
NTRY o
3 a OI rn
3°
HB 50 50 HS 20 5 FIX 50 50 HS 50 50 H
S.G. FR NT A AREA SUMMARY HILINE HOMES
9 2-s PO CH 2 MAIN FLOOR AREA 884 SQ. FT. 11306 62ND AVENUE
PUYALLUP WA,98373
6'-6" 6'-9„ 2'-0" 7'-6" 6'-3" 5'-0' (253)770-2244 ext.129
UPPER FLOOR AREA 884 SQ. FT.
- - - - - - - - - - - ` — _ — _ — _ TOTAL FLOOR AREA 1768 SQ. FT. PLAN: 1768
FRONT PORCH 204 SQ. FT.
4x4 POST BACK PORCH 72 SQ. FT. DATE: 7/17/14
11,-4„ 11,-4„ GARAGE 528 SQ. FT. JOB#: 10106063
HB =HOSE BIB
34'-0" S.G. =SAFETY GLAZING
FIRST FLOOR PLAN Al
1/8"= 1'-0"
N E
0m
E
W max'
E �
OJ
2=
m
o
CR
J_t
34'-0"
2
14'-7' 5'4" 14•_1"
6._q„ 4'-32.. 4,-3, 6.-6.
A A
11/8'I-JOISTS @ 50 40 HS
19.2"O.C.START
r --� POINT SH
® --- I--- M W/ R STORAGE STORAGE N I J O
24 24 a° W O ti c
fl3'_52"" 5'_l" 21 5.�.. ih V IL N
uLJI ' BATrkN _ o
t= fjE
M
1314'x 11�i8' I BDRM. 3 00
TIMBER I OLLI �W Z ^
STRA D LS 24 i L9 r� Y 2 aMo
g = �
oU
Y2°X 11�/s" 3 STUDS - I U
STRAND LSL ) —
JOIST ATTACH 42 Ya" I DN WAC o
HANGERS N HALF WALL T I o o N
4x8 D.F.#2 FLOOR DUCTLESS
3 STUDS FRAMING W/ 24 `+' HEAT PUMP YN
CUT INTO O'
DOUBLE STUDS T-9'� 3-52" 6'-8"
FLOOR
FOR LOAD io SHEATHING 26 "' <n
BEARING cq AND ATTACHED UPPER o °'
i2
- LL TO JOIST. SOAK C MSTR. BDRM, o
Lo
11'/8'I-JOISTS @ 19:2"O.C. = TUB = O
0
v BONUS RM.; 5'-31' 4'_1
co V-1 J
ATH-V 2" I LL z
4x10 D.F.#2 4x10 D.F.#2 4x10 D. #2 50 40 HS 50 40 HS 50 40 HS Q
J
A A Z
O
6,-6„ 3._32,. 2'-10" 6'-3" 5'-0"
9
SECOND FLOOR FRAMING '-
1/8"=1'-0" SECOND FLOOR PLAN
1/8"=1'-0" HILINE HOMES
11306 62ND AVENUE
PUYALLUP WA,98373
(253)770-2244 ext.129
=INTERIOR LOAD PLAN: 1768
BEARING WALL
DATE: 7/17/14
JOB#: 10106063
AM
RIDGE VENTING
ROOF SHEATHING REQUIREMENTS MIN.ROOF MATERIALS:
COMPOSITON SHINGLES INSULATION BAFFLE 1
Ground snow load CLASS'B'15#FELT OVER
AIRSPACE)
MAX.40 psf MAX.70 psf Beyond 70 psf APA RATED 24/0 X16"
SHEATHING. MANUFACTURED PRE- N E
7/16"O.S.B. 15/32"O.S.B. 1 5/8"O.S.B. ENGINEERED TRUSSES @ 24" 0a
O.C. E
1 w w=
NOTE: 2x VENT BLOCK
HALF WALL OR SOLID WALL o
STAIRWAYS SIMILAR. PROVIDE f 1 c N
HANDRAIL MIN.(1)SIDE. TYPICAL G.W.B.(OR)%Z'SAG
cc ___
EAVE END 4 ♦�--- � R-49 INSULATION RESISTANT(TABLE 0_❑
MIN.CLEAR WIDTH AT AND R702.3.5) O
BELOW THE HANDRAIL HEIGHT, TYPICAL EXTERIOR WALL: "SIMPSON"HURRICANE TIES
INCLUDING TREADS AND 2X6 TOP PLATES,2x6 H-2.5A UP TO 535#UPLIFT, TYPICAL INTERIOR WALL: I
STUDS @ 16"O.C.,2x6 H-1 OA UP TO 1015#UPLIFT.
LANDINGS, SHALL BE 312'MIN. BOTTOM PLATE,/,fi'OSB (2)2x4 TOP PLATES,
2x4 STUDS @ 19.2"O.C.W/Yi' d�
SHEATHING.WRAP HOUSE WITH G.W.B.EA.SIDE,2x4 BOTTOM r
27"WHERE HANDRAILS ARE AN APPROVED WATER RESISTANT R-23 INSULATION W/VAPOR PLATE
PROVIDED ON BOTH SIDES BARRIER(R703.2) LBARRIER PAINT OVER SHEET
���� - �♦ ROCK
/ Y4"T&G SUB-FLOORING.APA
MATCH HOUSE EAVE 1 1 7 LEDGER 117/8"I-JOISTS RATED 48/24 GLUED&NAILED
ELEVATION \ / \ / t} CONNECTION @ 19.2 O.C. J
o
Z
412"MAX. --_ 1 1 ��W��11 0 co
HANDRAIL BEAM PER PLAN ' V X N
G.W.B.(OR)Y2"SAG TYPICAL EXTERIOR WALL: _ ~
1}'-2" i ♦ --- Srj pNNECOTOION O FLOOR RESISR702 3T5NT(TABLE 2x6 TOP PLATES,2x6 O D m z 00
7 4x4 POST STUDS @ i6"O.C.,2x6 W U)Y O N
BOTTOM PLATE,/6 OSB 2 co
4 SHEATHING.WRAP HOUSE
RISERWITH AN APPROVED WATER o U
o TYPICAL INTERIOR WALL: m RESISTANT BARRIER(R703.2) p
O¢ (2)2x4 TOP PLATES,
Uj PATIO OR DECK BY 2x4 STUDS @ 19.2"O.C.W1 Y2"
MOWNER MAX.7-3/4" R-23 INSULATION W/VAPOR G.W.B.EA.SIDE,2x4 BOTTOM
wLL THRESHOLD TO BARRIER PAINT OVER SHEET PLATE
LANDING ROCK
O 27"MIN. 4Z"MAX. _ 3/a"T&G SUB- -
Z R-30 FLOOR INSULATION FLOORING.APA RATED 4%4 9/2 I JOISTS
36"MIN. PROJECTION _ GLUED&NAILED @ 19.2 O.C.
TYPICAL HANDRAIL
1 BLACK 6 MIL.POLY VISQUEEN VAPORL TYPICAL I v
DIMENSIONS \ / 1 r
♦ ��_��/ BARRIER THROUGHOUT CRAWL SPACE. i I S4 PONYWALL I z z
c 3 POST TO PIER 0 O
S4 CONN. PICAL
\♦_�' BUILDING SECTION A-A \♦'/ �_ U
HANDRAIL 1/4"=1'-0" S5 OUNDATION
U /111 )
Z v r
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NOTE: w m PROVIDE THE FOLLOWING CLEAR
PROVIDE LIGHTING PER N
R303.6.AT TOP AND = 0 DIMENSIONS:
BOTTOM OF STAIRWAYHEADROOM 6-8"MIN. HILINE HOMES
ACCESS W/SWITCHES
w 2X8 LEDGER TYP• TREAD WIDTH 36"MIN. 11306 62ND AVENUE
- �
AT BOTH LOCATIONS 1/2"SHEETROCK �� HANDRAIL HEIGHT BETWEEN 34%38"00 PUYALLUP WA,98373
W/OUT TRAVERSING o (3)2x12 STRINGERS i� 3 (253)770 2244 ext.129
ANY STEPS. — RISE 7-4"MAX.
o co RUN 10"MIN.
FIRE BLOCKING i� �„ LO PLAN: 1768
14'-1" 0 6'-11Z T-2" PROVIDE HANDRAILS ON ALL STAIRS DATE: 7/17/14
CLOSED OFF W/(3)OR MORE RISERS.A SINGLE
UNUSABLE SPACE HANDRAIL IS ACCEPTABLE WHEN JOB#: 10106063
2x4 WALL STAIRWAYS ARE LESS THAN 44"
WIDE. HANDRAIL SHALL BE
1 1/2"-2"ROUND OR EQ.GRIPPING A
STAIR DETAILS SHAPE SET MIN. 1 1/2"FROM WALL. 2
STANDARD CEILING NTS
FIBERGLASS COMP.SHINGLES
CLASS"B"MIN. RIDGE VENTING
.. ........... ................ 7
........... .......... 0 .
E
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OWNER
FINISHED GRADE BY OWNER
M
FRO z
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E:]E:IEII:JEI=F-]F-1 BUILDING 6"IN 10'-0"MIN. 0
00 .
El D El D 1:1, SHALL SLOPE AWAY FROM
— u I -
S.G. DEDEDODO CEMENT LAP SIDING OM13
POST&
REAR ELEVATION WRAPPEBEAM---
D W/ FRONT ELEVATION 4X4 POSTJ c6"
1/8"=11-01, FIBER CEMENT .1
SIDING 1/8" V-0 0 u)LU Z
LjJ y o N
2x6 BARGE BD. co
W/METAL DRIP EDGE
................. o Q
C)
SITE ADDRESS:
1924 WEST 4TH ST.
PORT ANGELES,WA 98382
................................. ...............
...............................
ADDRESS MUST BE LOCATED U)
.. ..........
ON THE HOUSE WHERE IT IS EASILY
.............-.......... ....... ............................... ..............
............................ SEEN FROM THE MAIN ACCESS ROAD LJ. z
(OWNER RESPONSIBILITY)
0
LL r
12 w <
X >w
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W
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x4NDOWTRIM-i 4x POST AND-i
FIGHT ELEVATION BEAM
1/8"=1'-0" 2x6 RAFTER
. ..............................................
...... HILINE HOMES
11306 62ND AVENUE
-- ---- PUYALLUP WA,98373
........ —-------------- (253)770-2244 ext.129
... ..............
PLAN: 1768
4x POST AND
BEAM DATE: 7/17/14
JOB#: 10106063
LEFT ELEVATION NOTE: A3
1/8" EXTERIOR APPEARANCE WILL VARY BY
SIDING CHOICE,MATERIAL AVAILABILITY
AND BUILDER DISCRETION.
INSULATION CONT.
FrMFR.
BEHIND"T'WALLS
RUSSES @ 24"O.C. JOISTS @ CONTINUOUS N E
19.2"O.C. 2x4 PLATES m
2x VENT BLOCKING W/BORED HOLES `y U.N.O. LJ m
&INSECT SCREENS.NAIL W/8d NAILS m
@6"O.C.THROUGH ROOF SHEATHING. 2x4 STUD(INTERIOR �t
o=
TOE-NAIL BLOCKING TO EACH TRUSS WALL) m o
W/(1)10d NAILS EA.END OF BLOCK.
CN
0 = a
BUILT UP PONY LL
2x6 DRYWALL BACKER HEADER =
^i Z
TRIMMER
io
FASTEN BLOCKING TO TOP 2x6 STUDS @ 16"O.C. 2'-0"
PLATE W/"SIMPSON"RBC EXTERIOR WALLS MIN.
CLIPS @24"O.C.FILL ALL FOOTING
NAIL HOLES.
Z
SIMPSON"H"CLIPS PER S3 V-4" JO
HOLES.FILL ALL NAIL TRUSS TAILS 2 INTERIOR WALL DETAIL CRAWL ACCESS DETAIL W Lo
TYPICAL NTS 3TYP0 x N
2x6 TOP PLATE ICAL NTS O j m 60
ao
W (nYOM
:D—EAVE END DETAIL c) Q
TYPICAL NTS
FULLY INSULATED 2x6 DOUBLE TOP METAL FLASHING
CORNER PLATE 2x8 LEDGER MIN.ATTACH TO
INSULATION
STUDS W/(3) 10d NAILS @ 16" O.C.
=�'�
2x6 RAFTERS @ 24"O.C. Q
2x6 VERTICAL H1 OR 2.5A CLIP
2x4 DRYWALL
BACKER OR CLIPSSOLID "SIMPSON"
2x6 FLAT
DRYWALL � EXT.SHEATHING BLOCK LUS26 HANGER j"`1JJJ
2x6 STUDS @ 16"O.C. I OR EQUAL Q
w
EXTERIOR WALLS BEAM PER PLAN �—
W
qYEXT. CORNER DETAIL GABLE END HEADER DETAIL POST°A (FILL (=j
77PICAL NTS TYPICAL NTS ALL NAIL HOLES)
Q
2x6 DOUBLE TOP POSITIVE CONNECTION
PLATE ` SEE DETAIL 3 ON SHEET S4.
PIER PER HILINE HOMES
PLAN 11306 62ND AVENUE
R-10 RIGID PUYALLUP WA,98373
INSUL. (253)770-2244 ext.129
2x NAILER PLAN: 1768
DRYWALL DATE: 7/17/14
EXT.SHEATHING JOB#: 10106063
4x HEADER
U.N.O. PORCH FRAMING DETAIL
c INSUL. HEADER DETAIL TYPICAL NTS A4
`� TYPICAL NTS L i
FILLER
T-O" T-6" 1'_3„ V-0„ 1 r-Orr 1,_3, 9„ 2'-0„ Z-6' 2'-0„ 1.0„
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2 2'-9" 1'-0" 2'-0" 2-0 1'-o" 2-6 2'-9" 2'-0" 2'-0" 1'-6" T-0" 2r-Orr "T
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KITCHEN 2 KITCHEN KITCHEN
NTS NTS NTS
W J
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1'-0" 2'-0" 1'-0" FILLER HILINE HOMES 1'-3" 2'-0" 1'-0" T-0" 11306 62ND AVENUE
PUYALLUP WA,98373
(253)770-2244 ext.129
q�MSTR. BATH 5 MSTR. BATH 6 BATH PLAN: 1768
NTS NTS NTS DATE: 7/17/14
NOTES: JOB* 10106063
1. CABINETMAKER TO VERIFY ALL CABINET DIMENSIONS ON SITE.
2. THIS DRAWING IS AN APPROXIMATE REPRESENTATION FOR THE CABINET DESIGN.ACTUAL
CABINET UNITS MAY VARY PER CABINET MAKER. A5
3. FOR 9'CEILING OPTION-ADD 6"OF HEIGHT TO UPPER CABINETS.
NOTE:
ATTACH MAIN LEVEL FRAMING TO 1. FOR SEISMIC DESIGN AREAS D0,D1 AND D2,WHERE UNBALANCED BACKFILL DOES
FOUNDATION W/Y2"x 7"HILTI QB-TZ NOT EXCEED 4'-0"AND FOUNDATION WALL DOES NOT EXCEED 4'-6"IN HEIGHT,
ATTACHED TO A Yi'COUPLING, FOUNDATION WALL IS PERMITTED TO BE 6"THICK W/(1)#4 CONTINUOUS REBAR
ATTACHED TO A Y2"THREADED ROD WITHIN TOP 12"OF FOUNDATION WALL.(§R404.1.4.2,EXCEPTION 3.) In
OR ASTM A 307 BOLT,ATTACHED E
TO A"SIMPSON"L_rT20B HOLDOWN 2. WHERE THERE IS MORE THAN 4'-0"OF UNBALANCED BACKFILL WALLS MUST BE E
ATTACHED TO MAIN FLOOR LATERALLY RESTRAINED AT THE TOP AND BOTTOM(OR)DESIGNED AS A W m
FRAMING PER MFR.INSTRUCTIONS. RETAINING WALL. E J
USE A 2"WASHER AND Yi'NUT. a
3. FOUNDATION SUB-CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH
CONTRACTOR AND BUILDING DEPARTMENT. c
J
II ATTACH UPPER WALL =.T
FRAMING TO LOWER WALL 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS o
FRAMING W/"SIMPSON"CS14 AS SHOWN ON PLANS.WHEN PLANS CALL FOR A HOLDOWN AND THERE IS A 0
STRAP(U.N.O.ON SHEET S2). CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE 3
ATTACH SHEATHING EDGES FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" _
II �. AT SOLE PLATE AND TOP COUPLER ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT.CONNECT TO
I� FOR PLATES W/8d NAILS @ 4"O.C. MAIN LEVEL WALL BOTTOM PLATE WITH A"SIMPSON"LTT20B HOLDOWN(SEE
RIMBOARD DETAIL"A"). WHEN A RIM BOARD IS USED,ATTACH WALL ABOVE AND BELOW
OPTION WITH"SIMPSON"CS14 STRAP,U.N.O.ON SHEET S2(SEE DETAIL"B").
I
I 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY.THE MUDSILL
ii CONNECTION IS ENGINEERED. WHERE 1/2"ANCHOR BOLTS ARE MISSED PER
PLAN THEN A REPLACEMENT IS ALLOWED PER SHEET CS"FOUNDATION&FLOOR
FRAMING NOTES".THIS DETAIL IS INTENDED TO SHOW THE SHEAR TRANSFER Z ti
DETAIL A FROM THE MAIN LEVEL WALLS TO THE PRESCRIPTIVE FOUNDATION USING Z
TOE-NAIL RIMBOARD W/ CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET IN HEIGHT. w O r-- �
10d NAILS @ 12"O.C.U.N.O. _ H N
DETAIL B
z co
ATTACH O.S.B.SHEATHING O =tLu
o
TO TOP PLATE W/8d NAILS rLrLnI Y M
PER SHEARWALL PLAN TOP FLANGE JOIST HANGER TO V g = s
NAILING.NAIL TOP PLATES HANG OFF THE DOUBLE TOP o U
TOGETHER W/10d NAILS @ PLATE OF THE CRIPPLE WALL. 0
12"O.C.SPLICES ARE TO BE ATTACH HANGER PER MFR.
A MIN.OF 48"ATTACHED W/ SPECIFICATIONS.
10d NAILS @ 6"O.C. SEE DETAIL"A"ABOVE WHEN FRAME ALL EXTERIOR 2x STUDS 2x SOLE PLATE
HOLDOWNS ARE REQUIRED WALLS AT CRIPPLE @ 16"O.C.
WHERE A CRIPPLE WALL IS WALL PERIMETERS PER Via'T&G SUBFLOORING
_ USED. DETAIL 1 ON S4
SHEATHING LAPS TOP 2x MUD SILL z
PLATE O U)
J
� Q
Ali
�-
\ t z o
v oATTACH O.S.B.SHEATHING TO J Q
MUDSILL W/8d NAILS PER LL< 1 LL W
SHEARWALL PLAN NAILING. m w
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ATTACH MUDSILL TO '' \
FOUNDATION WITH Yz' • "i. _ w J to -
ANCHOR BOLTS SPACED ' ; I ' 0 _j
PER PLAN.SEE SHEET CS s I s vZ Y a HILINE HOMES
g U ¢ 11306 62ND AVENUE
"FOUNDATION&FLOOR ¢ 98373
FRAMING NOTES". " M z 253)A770 2244 ext 129
PLAN: 1768
DATE: 7/17/14
I i
JOB#: 10106063
I - = 1I—
I ' STEPPED FOUNDATION / CRIPPLE WALL A6
SHEAR TRANSFER TO PRESCTIPTIVE FOUNDATION NTS
33'-11"
21'-11"(•12"FOOTING) 12'-0"(15^FOOTING) In E
o -,
16,_3„ 4 E
0" ROUGH OPENING 2'-10" W d m
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_"SIMPSON"STHD14 HOLDOWN SEE N I I SLOPE SLAB DN.2"TO cm
T. DOOR. I 24"0x12"CONC. V. J
DETAIL 3 ON SHEET S5.(TOTAL=6) 5 I I PIER W/POS. *r!, Z
ri Q SS 12._o-„ CONN. o ''Lun O ti 0
N I I I N V
_"SIMPSON"STHD10 HOLDOWN SEE I I �/ _ p
(2 a->- >-wDETAIL 1 ON SHEET S5.(TOTAL=4) I I I POST TO 3 �i® m 0 co
a} PIER CONN. S4 �1�,�/ O Z
UU
~v~iSTOOP BY OWNER _ W c/)Y M
Co N w 18"x24"INSULATED MAX.7%"RISE, A �0 9Y2"I-JOISTS @ g = 00
_"SIMPSON"STHD10 HOLDOWN SEE I io 19.2"O.C.START
I CRAWL ACC.W/TIGHT I MIN.36"SQUARE O U
DETAIL 2 ON SHEET S5.(TOTAL=2) I — — — FITTING DOORPOINT— — — J (IRC,R311.3) — — —0
3
M
FOUNDATION FOOTING WIDTHS — — — TI
VARY ON THIS PLAN.PLEASE V I. 16 x81'SCREENED
VERIFY FOOTING WIDTHS. I I ; ' TYPICAL 2 FOUNDATIONIVENT
PONYWALL S4 \6 N11L uISQUEEN.VPIPOR I =�
19-102' BARRIER THROUGHOUT CRAWL I 9
REBAR. + rt SPACE LAP SPLICES 12"MIN.
�i �DRYER� — — — 32� 5 1' 9 14" I O
I VENT F H
CD
21-0'I
#4 REBA H
— — 24"x241'x120 J
136"#4 REBAR. CONCRETE I ACL
N I JOISTS BEAR ON 2x4 FTG. 211-011 N
PONYWALL OVER 12"X 6" _ _ _ _
CONTINUOUS FOOTING
9 "I-JOISTS 19 2 OIC. — ILL
TOP FLANGE JOIST I v —17
HANGER.MUDSILL �2jj
in
FLUSH TO INSIDE I Ov`�{li1l3 I
13 mi 5'6° 4'-3"
TO H. TOiH.D. TO H.D._ — — — I OI 06 HILINE HOMES
11306 62ND AVENUE
STOOP BY OWNER qy PUYALLUP WA,98373
MAX.7 3/"RISE, (253)770-2244 ext.129
b" MIN.36"SQUARE
CID 1 10
)4_VYPICALz—'
1 ri (IRC,R311.3) �F �� 1 1 io CG ' PLAN: 1768
i' �N tO- i' rG�. �ri.��G.�� { % DATE: 7/17/14
• %% S5 FOUND. 1 • j l • j 1 • 1 �.S S ` :
/��,v n 1. JOB#: 10106063
POST TO PIE 3 11'4" l'-4" 11'4" 24"0x12"CONC.
CONN. S4 PIER W/POS.
34'-0"(IS-FOOTING) CONN.
FOUNDATION PLAN S 1
1/8"= 1'-0"
GENERAL LATERAL NOTES
ul
R 12 2 2 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE LEGEND E
ITGENERAL CONTRACTOR AND BUILDING DEPARTMENT. u E
D =SHEARWALL SEGMENT W _
2. O.S.B.WALL SHEATHING 7/16"MINIMUM ONLY FOR EXTERIOR E m
E
C -- 2
SHEARWALLS.NAIL SHEARWALLS PER EXTERIOR SHEARWALL ="SIMPSON"STHD14 HOEDOWN SEE _
DETAIL 1 ON SHEET S4 U.N.O. DETAIL 3 ON SHEET S5.(TOTAL=6) c N
3. NAIL ALL TOP PLATES TOGETHER WITH 10d NAILS @ 12"O.C.AND 1 J
AT SPLICES W/10d NAILS @ 5"O.C.ON FIRST FLOOR,6"O.C.ON lm 12D
SECOND FLOOR.LAP SPLICES A MIN.OF 48"TYPICAL,NAIL ALL ="SIMPSON"STHD10 HOLDOWN SEE
f BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/(2)10d DETAIL 1 ON SHEET S5.(TOTAL=4) 2
NAILS EACH STUD BAY. 2
4. FASTEN ALL O.S.B.SHEARWALLS W/8d NAILS @ 6"O.C.EDGE AND
12"O.C.FIELD.U.N.O.AT GARAGE PORTALS:FASTEN ALL OSB ="SIMPSON"STHD10 HOLDOWN SEE
GARAGE SHEARWALLS W/8d NAILS @ 4"O.C.EDGE AND 12"O.C.FIELD DETAIL 2 ON SHEET S5.(TOTAL=2)
U.N.O. 3
5. WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED TO THE I =ATTACH MAIN FLOOR TO UPPER
MUDSILL ON THE PONY WALLS PER SHEARWALL DETAILS, — FLOOR"SIMPSON"CS14 STRAPS,
i PONYWALL STUDS MAY BE OFFSET TO ALIGN W/ONE EDGE WHEN U) END LENGTH=16",SEE DETAIL 8 ON z
A 2x6 MUDSILL IS USED.THIS WILL ALLOW FOR THE REQUIRED U O
SHEET S4. (TOTAL=4) Z v
MUDSILL ATTACHMENT.SEE PLANS FOR THIS REQUIREMENT. W O ti 00
4 SHEARWALL rn
S4 O.S.B ON GARAGE BACK N
2
SIDE PORCH A I A O 0° z tO
W (n Y O M
CS14 g U m
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BEDROOM BONUS RM. W
ENTRY =
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BATH I CS14
FRONT
PORCH A U SECOND FLOOR A v I HILINE HOMES
1 1 1 1 1 1 ( 1 1 �_ ^I 11306 62ND AVENUE
\`JJ 1 PUYALLUP WA,98373
4"EDGE NAILING 3
�( (253)770-2244 ext.129
- - — — — I �0 'lig, PLAN: 1768
FIRST FLOOR e,
c ° t,� Gf, DATE: 7/17/14
JOB#: 10106063
3 )rte
V
SHEAR WALL PLAN 0 ., S2
WU'
4X12 D F.#2 0 m
W m=
_ I ..... E
o=
LEGEND
t
® = CUT OUT FOR VENTING.SEE 5:12 :3_ 1=❑ = a
PLAN FOR HOLE SIZE. _ _ _ _ _ _ J "SIMPSON"HURRICANE TIES
® = GUTTER DOWNSPOUT LOCATION - ---- H-2.5A UP TO 535#UPLIFT, O
U z H-10A UP TO 1015#UPLIFT. I
NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET - O.... F ...... ... ....___ _.. _.._..
ROCK ATTACH.ATTACH STUDS TO TRUSS BOTTOMN w
CHORD W/(2)10d NAILS AT EA.FRAMED UP STUD. >
w
0
U .. PORCH t6
D civ FRAMING �
ATTIC VENTILATION: 0 4X4 POST W/
LL SIMPSON BC4 Z
EAVE VENTS=(3)2.125"0 HOLES PER BLOCK=8.51 INZ/BLOCK TYPICAL 12" — — — J
RIDGE VENT("LOMANCO"LOR9-4)=11 IN2/FT. RIPPED ROOF a SHEAR TRANSFER HAND FRAME W 2X6 RAFTER POST CAP Z C)
SHEATHING AT GABLE - �` �
GARAGE: S3 @GARAGE ROOF PLAIN A uJ O I� U)
TOTAL ATTIC AREA= 531 FT =76,464 IN2
-- ----- ------ - -... LP 5:12 2 N
TOTAL VENTILATION REQUIRED X00)= 254 IN2 1 =m 0 M
TOTAL EAVE VENT=22 BLOCKS -
1871N2 / 1 0 U)w O C,4
Y
TOTAL RIDGE VENT =20 FT. = 220 IN _
TOTAL VENTILATION PROVIDED = 407 IN 2X4 LOOK-
HOUSE: OUTS @ 48" �.
4 ............ ....... O.C.
TOTAL ATTIC AREA= 884 FT2 =127,296 IN
TOTAL VENTILATION REQUIRED%oo)= 424 IN
rr===
TOTAL EAVE VENT=34 BLOCKS = 289 IN I I
TOTAL RIDGE VENT =32 FT. = 352 IN2
TOTAL VENTILATION PROVIDED = 641 IN2 I I
47
fn
CUT SHEATHING BACK 1" 32'RIDGE VENTING I 5:1 V
EA.SIDE OF PEAK FOR I1 z
VENTING.
Lf.L'.. Z
P.E.TR SES @ 24"O.C.
I.B,C:'CASE 1 ROOF LL J
..............- E
A
SHEATHING.LAYOUT
LL
I.L
5:12 HAND FRAME W/2X6 RAFTERS
PLAIN LP 1 AI I �t3 HILINE HOMES
_ Ov `I/j� 11306 62ND AVENUE
4X10 D.F.#2 4X1U D.F.#2 _4'10 D.F.#2 ;� o\ ��.\.S///l r0 PUYALLUP WA,98373
G4p, (253)770-2244 ext.129
�! 1
6 PORCH 44 POST W/
PLAN: 1768
4 FRAMING SIMPSON BC4 l
POST CAP DATE: 7/17/14
JOB#: 10106063
ROOF FRAMING PLAN S3
1/8"= 1'-0"
FCBIRDBLOCKING.
ES REQUIRED WHEN JOISTS ARE
10d HUNG ON THE MUDSILL U.N.O. "SIMPSON"ABU"
C. CONNECTOR OR EQUIVALENT
DOUBLE TOP PLATES INSTALLED PER MFR. 4x4 POST PER
W/AMINIMUM48" FLOOR JOIST INSTRUCTIONS.ATTACH TOPLAN 2 N(OR) E
CONT.BLOCKING.NAIL LAP AT SPLICES. CONCRETE PIER PER PLAN W/ G y
THROUGH ROOF ( l l l'I 2X4 WALL 19.2" AT JOISTS TO TOP 5/8"x 6""SIMPSON"TITEN HD (Z E
@ OR EQUIVALENT.
SHEATH.W/8d NAILS @ O.C.STUDS DIRECLTY PLATES W/(2)1 O NAILS AT W 0
6"O.C. I I I l BELOW JOISTS TYP. EA.BEARING POINT TYP. —
I� 1� �, III
- m o
7 l l SHEATH PONY 2x TREATED PLATE(OR) _III- III 1 1 c
NAIL MIN./6 WALL WALLS AT INTERIOR J t
SHEATHING W/8d COMMON SHEAR WALLS ONLY 2x PLATE OVER VAPOR = a
�Ii:\13
BARRIER — ..: III �O I/, ��❑
NAILS @ 6"O.C.EDGE AND I I I I 12"x6"CONTIN. %z'ANCHOR BOLTS @ I= ' 1 ��\ 0\ Y
12"O.C.FIELD(U.N.O.ON FOOTING. —I - �'
S2 SHEET)
6'O.C.W/3„x3"XYa„ III III —�\ ^�t: r
WASHER U.N.O. 1— ;'F Aon I
PONY WALL DETAIL 3 POST TO PIER CONN.
2x STUDS @ ^��� TYPICAL NTS "SIMPSON"ABU44 W/TITEN NTS 3611
16”O.C. I•l J/. r<?;ISI'1;�i�' c
FASTEN BLOCKING TO TOP
BOTTOM PLATE I I PLATE W/"SIMPSON"RBC S�O N A L L`
O.S.B. CLIPS @24"O.C.FILL ALL
2x MUDSILL STOOD I NAILw
UPRIGHT 2x VENT BLOCKING W/BZ
2 10d NAILS EACH Isl (OR) &INSECT SCREENS.NAIJ O
( ) 6"O.C.THROUGH ROOF z
STUD BAY BLOCKED l I TOE-NAIL BLOCKING TO Q 00
TRUSS W/(1)10d NAILS _END OF BLOCKENGINEERED ° — ', i/ I CONNECTION FROM �MUDSILL TO N INSULATION BOARD O nFOUNDATION.SEE +; PRESCRIPTIVE ' " aR SPAQE FOR APPROXIMATELYY ATTACH 2x MUDSILL TO HANG OVER OUND. LLI '^W ZONCONNECTION ILATION. VI YDETAILS ON S4 FOUNDATION jj SHEATHING.0 MUDSILL N S2 SON TRUSS CLIPS PER NAILS(a�6"O.C.(U.N.O.ON S2
S3 SHEET.FILL ALL NAIL SHEET). O 0
EXTERIOR S H EA RWA L L n HALES.BEND TO CLEAR
(2)2X6 TOP PLATES W/MIN. BOTTOM CHORD.(WHERE —��` EE
1 48"LAP.ATTACH W/10d 0
NAILS @ 12"O.C. REQUIRED AT VAULTS) `
TYPICALLY AND AT 6"O.C.
OVER PRESCRIPTIVE FOUNDATION WALL NTS AT LAPS. ENGINEERED CONN ECTION-
EXTERIOR WALL ATTACH MUDSILL W/112"x10"
TVP.WALL SHEATHING: / STUDS @ 16'O.C. (2)2X6 TOP PLATES W/ ANCHOR BOLT W/STD.WASHER ' i
NAIL'TOP PLATES SHEATH W/MIN.7/16"O.S.B. MIN.48"LAP.ATTACH W/ @ 6 FT O.C.UNO ON S1 SHEET. I
ATTACH TO WALL STUDS ATTACH BOTTOM PLATE , -
TOGETHER W/1 Od STOOD UPRIGHT OR W/10d NAILS @ 8"O.C. 10d NAILS @ 12"O.C. DIAPHRAGM (IN SOC D0,Dt,D2 USE i -
1/4"x3"x3"PLATE WASHER).
T TYPICALLY AND AT 6" CONNECTION
BLOCKED W/Bd NAILS(B 6
I•I �•I " • __
NAILS @ 12"Q.C. I O.C.EDGE AND 12"O.C. II O.C.AT LAPS. DETAIL PER PLAN EMBED BOLT A MINIMUM 7
INCHES(DO NOT
_ FIELD.SHEATHING MUST BE 11%"MANUFACTURED"I" TYP.WALL SHEATHING: COUNTERSINK.) -
BIRD BLOCKING.(OR) ATTACHED TO MUDSILL.SEE JOISTS AND RIM JOISTS UNLESS NOTED OTHERWISE,
S2 SHEET FOR ADDITIONAL EXTERIOR WALL
CONT.BLOCKING.NAIL PER PLAN. SHEATH BOTH SIDES Wt MIN. STUDS @ 16"O.C.
THROUGH ROOF SHEATH, l l l•I REQUIREMETS. 1/2"G.W.B.ATTACH TO WALL SI
LLCO N N ECTI O N
W/8d NAILS @ 6"O.C. I I I I BLOCKED W/TYPE S OR STUDS STOOD UPRIGHT OR ST NTS
ATTACH ALL BOTTOM TYPE W DRYWALL SCREWS INSULATION PER
LAP WALL SHEATHING AT J 4EDGE AND 4FIELD. THE A2 SHEET
PLATES W/10d NAILS
PLATES.LOCATION MAY @ " " i Q
O.S.B.GARAGE SIDE OF l'l VARY DEPENDENG ON WALL @ 8 O.C. FIRE TAPE ALL SEAMS.SEE J
WALL FASTEN W/8d HEIGHTS.ATTACH WALL FLOOR SYSTEM: THE S2 SHEET FOR FLOOR SYSTEM:
3/4"MIN.T&G SUBFLOOR ADDTIONAL REQUIREMENTS.
SHEATHING AT BOTH THE 3/4"MIN.T&G SUBFLOOR
COMMON NAILS @ 6"O.C. l GLUED AND NAILED TO W
TOP OF THE MAIN LEVEL GLUED AND NAILED TO Q
EDGE AND 12"O.C.FIELD JOIST w/8d @ 6"O.C.
WALL AND THE BOTTOM OF HOLDOWN JOIST w/8d @ 6"O.C. 1 DOUBLE 2X
(U.N.O.ON S2 SHEET) THE UPPER LEVEL WALL. EDGE&12"O.C.FIELD. CONNECTIONS MAY BE EDGE&12"O.C.FIELD.
FLOOR JOISTS PER PLAN FRAMING
REQUIRED.SEE THE S2 FLOOR JOISTS PER PLAN ATTACH MAIN FLOOR TO
@19.2"O.C. O 'w
SHEET FOR TYPE AND @ 19.2"O.C. z V,
w UPPER FLOOR W/
LOCATION. ❑ "SIMPSON"CS14 STRAP
Z PER MFR.INSTRUCTIONS.
HOEDOWN INSULATION PER ATTACH G.W.B. w
CONNECTIONS MAY BE _ THE A2 SHEET. SHEATHING TO BOTTOM (2)10d NAILS EA.
REQUIRED.SEETHE S2 PLATE AND MUDSILL W/ — STUD BAY INTO NOTE:
O.S.B. SEE SHEET S2 FOR
2X STUDS SHEET FOR TYPE AND "` TYPE S OR W SCREWS BOTTOM PLATES I
l l STOOD I ��— " END LENGTH HILINE HOMES
@ 16"O.C. LOCATION. 4"O.C.EDGE AND 4"O.
UPRIGHT ' i , FIELD. ) ii (I ' REQUIREMENTS
\ 11306 62ND AVENUE
(OR) j ) i14" �iL R ) i TOE-NAIL RIMBOARD TO PUYALLUP WA,98373
2x MUDSILL HBLOCKED I { F' {253)770-2244 ext.129
l I I _� tI I GARAGE 11 f-SEE GARAGE TOP PLATES W/10d NAILS
(2)10d NAILS EA. it ' SLAB II I FOUNDATION ' @ 12"O.C.
— II DETAIL FOR SIZE
it i-,
STUD BAY ENGINEERED —III " IP ♦—SEE HOUSE ENGINEERED ) 11- ) AND REBAR x I ATTACH TOP PLATES W/ PLAN: 1768
CONNECTION- ) FOUNDATION I, ..11' I
i B=iv -
SEE
CONNECTION- ) I :_ II. ) REQUIREMENTS. c� 10d NAILS @ 12"O.C. DATE: 7/17/14
ENGINEERED a SEE FOUNDATION ) ) DETAIL FOR SIZE SEE FOUNDATION ) w
CONNECTION FROM DETAIL. — AND REBAR DETAIL. —i :II ) o
MUDSILL TO FOUND. PRESCRIPTIVE I -: _� REQUIREMENTS. _ ( II. ) w OSB SEAM JOB#: 10106063
CONNECTION �i FOUNDATION �/ I. II —�J BUILDING CORNER
DETAILS ON S4 _ �`f
-� '-��=� I-i I I-' ' -' �+..� —' � —I_ DOUBLE 2x FRAMING
S4��•------�� S 4
i
• 4 SHEARWALL DETAIL C EXTERIOR WALL FRAMING �+ GARAGE FIRE WALL FRAMING CONNECTION DETAIL
OVER PRESCRIPTIVE FOUNDATION WALL NTS J JOISTS IHUNG TORFOU DATION WALL NTS V JOISTS HUNG TO FOUNDATION WALL NTS 8 CS-14 STRAP/FACE OF WALL NTS
BIRD BLOCKING OR TRUSS T I
BOTTOM CHORD.NAIL
THROUGH ROOF SHEATH. _ _ _
. . . . . . . . . . . . . . . ..
W/8d NAILS @ 6"O.C.AT T_ I • • •
FAVE ENDS I I I I III FLOOR FRAMING ABOVE FLOOR FRAMING ABOVE N E
0 .
GARAGE HEADER W/
MIN.6"BEARING % W m=
i- - � - I- - � - E
NAIL TOP PLATES TOGETHER
W/10d NAILS @ 12"O.C.U.N.O. c N
IIIT
NAIL W/8d COMMON NAILS @ 4" I I I I I I I I° NAIL TOP PLATES TOGETHER �\ NAIL TOP PLATES TOGETHER [3 = a
O.C.EDGE AND 12"O.C.FIELD I I III° W/10d NAILS @ 12"O.C.U.N.O. g
(U.N.O.ON S2 SHEET) I I I I I I,I %�• W/10d NAILS @ 12"O.C.U.N.O. Q
WINDOW OR DOOR HEADERV 3:1
2x STUDS @ 16"O.C. I I I I I° III I III° WINDOW OR DOOR HEADER
(2)10d NAILS EA.STUD BAY I I I I O.S.B. III, NAIL W/8d COMMON NAILS @ 6" III I I I (•
O.C.EDGE AND 12"O.C.FIELD III NAIL W/8d COMMON NAILS @ 6"
(VERTICAL I I' (U.N.O.ON S2 SHEI O.C.EDGE AND 12"O.C.FIE
ET) LD III'
ATTACH SHEATHING TO BLOCKED I I I I (U.N.O.ON S2 SHEET) III I,I
MUDSILL AND BOTTOM ( I PANELS 2�-Z�a/ 2x STUDS @ 16"O.C. III I I O.S.B. I I I°
PLATES W/8d NAILS @ 4"O.C. Y I O.S.B.
VERTICA zx STUDS @ 16"O.C. I I I I VERTICA
"SIMPSON"STHD10 HOLDOWN, I'I O I/ (2)10d NAILS EA.STUD BAY I I I pANELS� I ° (2)10d NAILS EA.STUD BAY I I BLOCKED
UPI(:\13
ATTACH PER MFR.SPECS. III' I I I I PANELS
° , '`; G I III, Zv
P.T.MUDSILL G
SIMPSON"STHD10 „ W O �
0 II I I III SIMPSON"STHD14 HOLDDOWN.
I v l-. 1 9 1 �!R. HOLDDOWN.ATTACH PER I I O
Yi'x10"ANCHOR BOLTS `' j MFR.SPECS. III•
u 0 4: �'•i ATTACH PER MFR.SPECS. V � x (V
04
W1X"x3"WASHER - ____ __ o
i - — m
#4 HORIZONTAL REBAR 12 �(>I l ti.�� v — — — — Y Z 00
P.T.MUDSILL 0 II II �r� M
SHEARWALL DETAIL S/UNr P.T.MUDSILL 0 0 V00
Yi'x10"ANCHOR BOLTS 10 I __
WI-- -=-_ _- Yz'"x10"ANCHOR BOLTS 101--_ -__I01 O U
W/Y4"x3"WASHER Lru_ *------
W/Y4"x 3"WASHER 0
SIMPSON STHD10 AT GARAGE NTS #4 HORIZONTAL REBAR 1Z #a HORIZONTAL REBAR 12'
SHEARWALL DETAIL SHEARWALL DETAIL
FLOOR SYSTEM: SIMPSON STHD10 NTS SIMPSON STHD14 NTS
3/4"MIN.T&G SUBFLOOR GLUED AND NAILED TO
ATTACHMENT PER JOIST w/8d @ 6"O.C.EDGE&12"O.C.FIELD.
SHEARWALL FLOOR JOISTS PER PLAN @ 19.2"O.C.HUNG W/
DETAILS TOP FLANGE JOIST HANGERS. ATTACHMENT PER 2x BORATE TREATED MUDSILL(OR)
SHEARWALL 2X PRESSURE TREATED n/ '
ENGINEERED DETAILS LL U)
CONNECTION- 4"CONCRETE SLAB OVER
ATTACH MUDSILL W/ _ _ ENGINEERED COMPACTED GRAVEL FILL
1/2"x10"ANCHOR CONNECTION-ATTACH ;; 1
BOLT W/STD. „ 2x BORATE TREATED MUDSILL(OR) MUDSILL W/1/2"x10" I' 2 10d NAILS EA.STUD 0 W
WASHER @ 6 FT O.C. I. 2X PRESSURE TREATED ANCHOR BOLT W/STD. ( )
BAY INTO RIM BOARD
UNO ON S2 SHEET.(IN? ";;� WASHER @ 6 FT O.C. � «-�� � Q
SDC DQ D1,D2 USE REBAR REQUIREMENTS: UNO ON S2 SHEET.(IN SLOPE
1/4"x3"x3"PLATE co SLOPE USE(1)#4 HORIZ.BAR WITHIN 12" SDC D0,D1,D2 USE DSI �( REBAR REQUIREMENTS:
WASHER).EMBED i( OF TOP OF STEM WALL.WHERE A 1/4"x3"x3"PLATE 6"IN 1 '0— �` ��� USE(1)#4 HORIZ.BAR
BOLT A MINIMUM 7 p T 1—I L �,, _ WITHIN 12"OF TOP OF
6"IN 1p� — it CONSTRUCTION JOINT EXISTS USE WASHER).EMBED _ 1 -
INCHES(DO NOT I ��`` STEM WALL.WHERE A TOE-NAIL RIMBOARD TO
., (1)#4 VERT.REBAR @ 48"W/ BOLT A MINIMUM 7 ,�� ,�., -_� --��,
COUNTERSINK.) _Z _Z STANDARD HOOK.EXTEND 14"MIN. INCHES(DO NOT z -) I I�„' CONSTRUCTION JOINT TOP PLATES W/10d NAILS
_ I—� °.�� 1 \= 12"O.C.
INTO STEM WALL.(IRC R403.1.3) COUNTERSINK.) ` �.-�I EXISTS USE(1)#4 VERT. @
—II i�; REBAR @48"W/
_ i= �� •\�. STANDARD HOOK.
USE(1)#4 CONT. —I i �I _) ! I �-- �'+, EXTEND 14"MIN.INTO HILINE HOMES
�MM 11306 62ND AVENUE
STEM WALL. IRC R403.1.3 OSB TO LAP AT TOP PLATE
REBAR 6 MIL POLY VAPOR BARRIER.PLACE ( ) PUYALLUP WA,98373
IN FOOTING =I -��, USE 1 #4 CONT. �- (253)770 2244 ext.129
— M THROUGHOUT CRAWL SPACE.LAP O
SEAMS 12"AND EXTEND 12"UP WALL. REBAR
DRAINAGE SYSTEM - = DAMP PROOF EXTERIOR IN FOOTING ' '' 6' -I - 10d NAILS @ 12"O.C. PLAN: 1768
WHERE REQUIRED PER 6.. -I �- - FOUNDATION WALLS.(IRC R408.2) 15"(*12") INTO TOP PLATES DATE: 7/17/14
LOCAL CODES.(HOME 15"(*12") DRAINAGE SYSTEM WHERE
OWNERS REQUIRED PER LOCAL JOB#: 10106063
RESPONSIBILITY) *FOOTING WIDTHS MAY VARY.SEE THE S1 CODES.(HOME OWNER *FOOTING WIDTHS MAY VARY.SEE THE 8d NAILS @ 4"O.C.
SHEET FOR FOOTING WIDTHS. RESPONSIBILITY) S1 SHEET FOR FOOTING SIZES.
4 FOUNDATION DETAIL 5 GARAGE FOUNDATION DETAIL 6 RAIMV DETAIL S5
MAX.4'-6"WALL, MAX.4'-0 BACKFILL NTS MAX.4'-6"WALL, MAX.4'-0" BACKFILL NTS FLOOR TO FLOOR CONN. NTS
PRESCRIPTIVE FOUNDATION PRESCRIPTIVE FOUNDATION
e
ELECTRICAL NOTES
1. SMOKE DETECTORS SHALL BE 110v.HARD WIRED to
WITH BATTERY BACKUP AND SHALL BE ELECTRIC SYMBOLS 4 E
INTERCONNECTED.OWNER SHALL BE W m
RESPONSIBLE FOR SMOKE DETECTORS IF A $ LIGHT SWITCH SURFACE MNT.LIGHT E
MONITORED FIRE SYSTEM IS REQUIRED. _mc
110 V.DUPLEX OUTLET RECESSED DOWN LIGHT a
2. ELECTRICAL CONTRACTOR SHALL COORDINATE
/ 220 V.OUTLET
LOCATION OF PANEL AND METER WITH ® EQUIPMENT CONNECTION J
CONTRACTOR. WPO WEATHERPROOF OUTLET
3. ELECTRICAL CONTRACTOR SHALL PROVIDE SMOKE/CARBON MONOXIDE DET. 3
HEAT-LOSS CALCULATIONS(OR)FOLLOW THE GFi� GROUND FAULT INTERRUPTER Qi SMOKE DETECTOR O
\` PRESCRIPTIVE PATH REQUIREMENTS FOR SIZING RECESSED CAN LIGHTS
ll HEATING EQUIPMENT. ® HEATERIFAN COMBO-V.T.O.
J\\ 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO D TELEPHONE JACK
ALL LOCAL AND STATE CODES. o ZONED ELEC.HEATER
1 TELEVISION OUTLET
5. EXACT PLACEMENT OF OUTLETS MAY VARY 0 EXHAUST FAN-V.T.O.
� I DEPENDING ON CONSTRUCTION VARIABLES.
/ 110v \ I NOTE
�} CLG Q } 6. WHERE A DRYER IS VENTED TROUGH A 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES,OUTLETS,LIGHTS, Z r'-
OUTLET / FOUNDATION VENT THE VENT MUST BE OPTIONS,ETC.MAY VARY PER BUILD AREA AND ELECTRICAL CONTRACTOR.
COMPLETELY SEALED TO PREVENT MOIST 2. EXACT LOCATIONS OF HVAC SUPPLY AND RETURN VENTS MAY VARY PER BUILD AREA 0 co
I EXHAUST AIR FROM REENTERING THE CRAWL AND HVAC CONTRACTOR. rwn Lo
V
SPACE. ()� > N
_ � = M
1 - - - - - Q m o ao
\� 1 LU W 0 04
M
110v. \ \ a 0
FREEZER \ / WP I o D:
OUTLET
{ PANASONIC
WHISPERGREEN I I PANASONIC OO vii
FV-08VKS3.(MIN _
����� - / WHISPERGREEN / }-
SETTING 30 CFM ❑I II(-
CONT.) I_ I 'I SETTING
3.(MIN \ -
�� / 1 TI( I SETTING 30 CFM TK ( r-
CONT.) Q
I /
GRI ' U//
TK 10 0
DUCTLESS) 0 DUCTLESS)
HEAT UMP ' - �tnf) O/ �) HEAT PUMP •--�
/ 141 W
} GF _
\ o TK
EA
rol C>-- HILINE HOMES
11306 62ND AVENUE
Wp ` PUYALLUP WA,98373
\ I (253)770-2244 ext.129
MECHANICAL VENTILATION PLAN: 1768
• WHOLE HOUSE VENTILATION USING CONT. DATE: 7/17/14
RUNNING EXHAUST FANS IN MASTER BATH
— — — — — — — — —— ` — AND GUEST BATH(SEE PLAN). JOB#: 10106063
• VENTED WINDOWS IN HABITABLE ROOMS.
• IRC§M1507.3.4,TABLE M1507.3.3(1)
ELECTRICAL PLAN El
1/8"= 1'-0"
Prescriptive Energy Code Compliance for All Climate Zones in Washington
Project Information Contact Information
George Suhr H Line,Homes
1924 W. 4thi St Pbrt Angeles WA 98382 253-840-1849
ClafiOm Cnty PsarWc #063000900124
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure,the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative Date
All Climate Zones
R-Value U-Factor
Fenestration U-Facto n/a 0.30
Skylight Ll-Factor n/a 0.50
Glazed Fenestration SHGC n/a n/a
Ceiling 491 0.026
Wood Frame Wall " " 21 int 0.056
Mass Wall R-Value' 21/21 0.056
Floor 30 0.029
Below Grade Wall 10/15/21 int+TB 0.042
Slab R-Value&Depth 1 10,2 ft n/a
*Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the
International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the
following minimum number of credits:
01.Small Dwelling Unit: 0.5 points
Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are less than 750 square feet of heated floor area.
Q2.Medium Dwelling Unit: 1.5 points
All dwelling units that are not included in#1 or#3, including additions over 750 square feet.
E]3. Large Dwelling Unit: 2.5 points
Dwelling units exceeding 5000 square feet of conditioned floor area.
Table R406.2 Summary
Option Description Credit(s)
1a Efficient Building Envelope 1a 0.5
1 b Efficient Building Envelope 1 b 1.0
1c Efficient Building Envelope 1c 2.0
2a Air Leakage Control and Efficient Ventilation 2a 0.5 E
2b Air Leakage Control and Efficient Ventilation 2b 1.0 a
2c Air Leakage Control and Efficient Ventilation 2c 1.5
3a High Efficiency HVAC 3a 0.5 ❑
3b High Efficiency HVAC 3b 1.0 ❑
3c High Efficiency HVAC 3c 2.0
3d High Efficiency HVAC 3d 1.0 a 1.0
4 High Efficiency HVAC Distribution System 1.0
5a Efficient Water Heating 0.5 0.5
5b Efficient Water Heating 1.5 0
6 Renewable Electric Energy 0.5 *120kwh 0.0
Total Credits 1.50
*Please refer to Table R406.2 for complete option descriptions
http://www.energy.wsu.edu/Documents/2012`/`2ORes`/`2OEnergV.pdf
A%
Table R402.1.1 Footnotes
For SI: 1 foot.= 304.8 mm, ci .= continuous insulation, int .= intermediate framing.
a R-values are minimums. LI-factors and SHGC are maximums. When insulation is installed in a cavity which is
less than the label or design thickness of the insulation,the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration LI-factor column excludes skylights.The SHGC column applies to all glazed fenestration.
Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1
through 3 where the SHGC for such skylights does not exceed 0.30.
1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous
insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or
exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-
13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and
basement wall.
d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table
R301.1.
g Reserved.
h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13
cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent
or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in
the locations where structural sheathing is used to maintain a consistent total sheathing thickness.
'The second R-value applies when more than half the insulation is on the interior of the mass wall.
For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation
requirement.
Table R402.1.3 Footnote
a Nonfenestration LI-factors shall be obtained from measurement,calculation or an approved source or as
specified in Section R402.1.3.
r
Glazing Schedule
Project Information Contact Information
George Suhr HiLine Homes
1924 W. 4th St Port Angeles WA 98382 253-840-1849
Clallum Cnty Parecl#063000900124
R402.3.3 Exception (15 sq.ft. max.)0
Vertical Glazing (Windows and glazed doors)
Plan Component Glazing Width Height Glazing
ID Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA
MBR 0,30 1 5 15 25.0 7.50
ENTRY FX 0.30 12 5 10.0 3.00
LIVING RM HS ALL 0.30 3 5 5 75.0 22.50
FRONT, BACK AND GARAGE MAN DR 0.00 3, 3 66 �' 60.0 0.00
ALL U'PSTAJ'RG WINDOWS 10.30 55, 4 1 1 100.01 30.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.01 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.01 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.01 0.00
0.0 0.00
0.0 0.00
0.00.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0-01 0.00
0.01 0.00
Sum of Area and UA 1 270.01 63.00
Area Weighted U= UA/Area 1 0.23
Simple Heating System Size: Washington State
This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code(WSEC)and ACCA
Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling
loads.
The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of
0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC.
Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,
some values will be calculated for you. If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension
Program at(360)956-2042 for assistance.
Project Information Contact Information
George Suhr HiLine Homes
1924 W.4th St Port Angeles WA 98382 253-840-1849
Callum Cnty Pared#063000900124
Heating System Type: O All Other systems Q Heat Pump
To see detailed instructions for each section,place your cursor on the word'Instructions".
Design Temperature
Instructions +��....��.v..._. Design Temperature Difference(AT) 42
Port _ AT=Indoor(70 degrees)-Outdoor Design Temp
Area of Building
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft)
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 14,144
Glazing and Doors U-Factor X Area = UA
Instructions 0.30 270 81.00
Skylights U-Factor X Area = UA
Instructions 0.50 00
Insulation
Attic _ U-Factor X Area = UA
Instructions R-49 0.026 884 22.98
Single Rafter or Joist Vaulted Ceilings U-Factor Area UA
Instructions -
select R_valkie No selection ---
Above Grade Walls(see Fioure 1) U-Factor Area UA
Instructions ,65
R-21 Interrne6ate J 0.056 10 92.40
Floors U-Factor Area UA
Instructions0.029 884 25.64
R-30
Below Grade Walls(see Fioure 1) U-Factor Area UA
Instructions SeNo selection
0
leU ll ---
Slab Below Grade(see Figure 1i F-Factor Length UA
Instructions No selection 0
Select corditioni � ---
Slab on Grade(seeFloure 1) _ F-Factor Length UA
Instructions
Select R-value No selection ---
Location of Ducts
InstructionsDuct Leakage Coefficient
No Ducts - _. ��
1.00
Sum of UA 222.02
Envelope Heat Load 9,325 Btu/Hour
FI ure 1. Sum of UA XAT
Air Leakage Heat Load 6,416 Btu/Hour
Volume X 0.6 X AT X.018
Above Grade Building Design Heat Load 15,741 Btu/Hour
Air Leakage+Envelope Heat Loss
Building and Duct Heat Load 15,741 Btu/Hour
Ducts in unconditioned space:Sum of Building Heat Loss X 1.10
Ducts in conditioned space:Sum of Building Heat Loss X 1
Maximum Heat Equipment Output 19,676 Btu/Hour
Building and Duct Heat Loss X 1,40 for Forced Air Furnace
Building and Duct Heat Loss X 1.25 for Heat Pump
(07/01/13)
A. Abrous, Ph.D., P.E. HiLine Homes Page 1 of 25
PLAN 1763-13 [30-PSF SNOW, 110 mph, Exp. C, & SDC D21
PROJECT INFORMATION AND CRITERIA
1. PROJECT INFORMATION
OWNER/ADDRESS GEORGE SUHR
SITE ADDRESS: 1924 WEST 4TH ST. PORT ANGELES, WA 98382
JOB NUMBER: 10106063
2. STRUCTURAL DESIGNER INFORMATION
7 r
ABDELOUAHAB ABROUS, Ph.D., P.E.
HiLine Homes
Design & Engineering Department
11306 62ND Ave E., Puyallup, WA 98373
Phone: (253) 770-2244 Ext. 132
Email: Wabrous(c_HiLinehomes.com "o,. �r�.6��s.��.<<�V
S�UVALL"�
Washington License No: 36110
Oregon License No: 81419PE Note: The Above stamp applies to the structural
members and assemblies described in the following
Idaho License No: P-14132 calculations only and is valid with a copied or wet
stamp intended for reuse by HiLine Homes.
3. SCOPE OF DESIGN
TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF
WIND AND SEISMIC FORCES
EXTENT OF DESIGN Structural specifications
2009 International Building Code (IBC) for
Washington & 2010 Oregon Structural
Special Code OSSC for Oregon
2009 International Residential Code (IRC)
for Washington & 2011 Oregon Residential
Special Code ORSC for Oregon
REFERENCE CODES AND STANDARDS 2005 National Design Specification (NDS)
American Society of Civil Engineers
ASCE Standard 7-10
American Society for Testing Materials
ASTM Standard A307
Special Design Provisions for Wind and
Seismic 2008 Edition
Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 2 of 25
4. DESIGN CRITERIA
GROUND SNOW LOAD: pg = 30-psf
FLAT ROOF SNOW LOAD PER ASCE 7-10(LIVE LOAD): pf = 21.0-psf
MINIMUM ROOF SNOW LOAD PER COUNTY: pf = 25.0-psf
ADOPTED FLAT ROOF SNOW LOAD (LIVE LOAD): pf = 25.0-psf
ROOF DEAD LOAD: Droof = 15-psf
EXTERIOR WALL DEAD LOAD: Dwall = 15-psf
INTERIOR WALL DEAD LOAD: Dw.11 = 10-psf
SEISMIC DESIGN CATEGORY: SDC D2
BASIC WIND SPEED: 110-mph
ASCE 7-10 DESIGN WIND SPEED: 140-mph
WIND EXPOSURE FACTOR: C
ALLOWABLE SOIL PRESSURE: 1,500-psf
Framing Material: No. 2 Hem-Fir minimum.
Wood Structural Panels: APA Rated.
10d Nails Diameter: 0.148-in
MATERIAL SPECIFICATIONS:
8d Nails Diameter: 0.131-in
Concrete Strength @ 28-days: 2,500-psi
Anchor Bolts: ASTM A307 Steel
CONTENTS
Project Information and Criteria Page 1
Description Page 3
Specifications and Design Criteria Page 3
Engineering Calculations Page 3
LIST OF TABLES
Table A. Structural Specifications and Allowable Loads Page 5
Table B. Building Data Page 10
Table C. Wind Design Criteria Page 11
Table D. Seismic Design Criteria Page 12
Table E-1. Wind Loads (house) Page 13
Table E-2. Wind Loads (garage) Page e 15
Table F-1. Minimum Wind Loads (House) Page 16
Table F-2. Minimum Wind Loads (Garage) Page 18
Table G-1. Seismic Loads (House) Page 19
Table G-2. Seismic Loads (Garage) Page 21
Table H. Controlling Shear Loads Page 22
Table I. Wind Shear Wall Loads Page 23
Table J. Seismic Shear Wall Loads Page 24
Table K. Roof Diaphragm Load Calculations Page 25
Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
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DESCRIPTION
This report provides engineering calculations and structural design specifications for HiLine Homes
Plan 1768. This two-story house is 1768-sf in area plus an optional two-car garage. Design
specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria,
including calculations, are included in Tables C and D, respectively. Lateral engineering calculations
are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets.
SPECIFICATIONS AND DESIGN CRITERIA
Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the
following paragraphs.
Table A. Specifications of Structural Components and Fasteners
Specifications are provided for size and spacing of anchors 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 S2.
Table B. Building Data
The building geometrical dimensions are specified, including lengths of exterior walls, and
interior partitions for the transverse and longitudinal directions. The maximum ground snow
load is Pg of 30-psf.
Table C. Wind Design Criteria
ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low-Rise Building"
method is used for determining wind loads. Wind design criteria are based on a 110-mph
basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments
due to wind forces are less than allowable restorative dead load moments as shown in
Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for
wind Zone E or F applies to the tributary area.
Table D. Seismic Design Criteria
Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section
11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the
American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for
calculating seismic forces.
ENGINEERING CALCULATIONS
Engineering calculations are documented in Tables E through K based on specifications in Tables B, C,
and D. These tables provide the following information:
Table E. Wind Loads
Wind loads and overturning moments are calculated in Table E for two orthogonal
directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling
Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral
restraint. Unit uplift on the building is also calculated for both the transverse and
longitudinal directions. Overturning loads due to design base winds are calculated with a
link to Table G, Seismic Loads where they are compared to seismic and building restoring
Table F. Minimum Wind
Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed
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Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf
for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE
7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal
directions and linked to Table H for comparison to wind and seismic loads.
Table G. Seismic Loads
Table G provides seismic shear loads based on seismic design criteria in Table D.
Calculations are based on seismic design criteria in Table D and the Lateral Force
Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk
Category I or II buildings of light frame construction not exceeding three stories in height for
SDC D and higher per ASCE 7-10, Table 12.6.1. Seismic loads are calculated for
transverse and longitudinal directions. Overturning moments are calculated in the table and
compared to allowable restoring dead load moments. The building is stable with respect to
overturning.
Table H. Controlling Shear Loads
Table H provides a summary of seismic shear loads. Shear load values from Tables E, F,
and G are compared to determine controlling lateral forces. The controlling values are
linked to Tables I and K for calculating maximum shear wall loads for wind and seismic
forces, respectively.
Table I. 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 dead load on shear
walls, and hold-down loads for the various shear wall lengths based on controlling wind
shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead
load combinations using the allowable stress design method per ASCE Standard 7-10,
Section 2.4.
Table J. Seismic Shear Loads
Table J provides transverse and longitudinal loads on the building structure including wall
length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear
walls, and hold-down loads for the various shear wall lengths based on seismic shear loads
from Table H. Shear wall hold-down loads are calculated based on wind and dead load
combinations using the allowable stress design method per ASCE Standard 7-10, Section
2.4.
Table K. Roof Diaphragm Calculations
Table H provides roof diaphragm load calculations for determining diaphragm shear for
seismic loads and comparing these loads with wind and minimum wind loads from Table H.
Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is
flexible as allowed by ASCE Standard 7, Section 12.3.1.1. 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
Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated
assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F.
Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin.
Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed
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TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS
THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD
SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE.
EXPLANATION OF WALL LINES
Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are
generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the
right(STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start
at the right of the plan (REVERSED PLAN).
STRUCTURAL SPECIFICATIONS
=4
FOUND
ATIQN.ANCHORINGPEFICAONS LL1 ►LL ` IES)
Maximum Applied Shear per Tables I or J (lb) 5,035
Wall length under maximum applied shear per Tables I or J (ft) 26
Minimum number of anchor bolts when installed at 72-in o.c. minimum 2 anchors/mudsill 6
Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill (lb) 795
Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete with 1/2-in dia. ASTM A307
bolts with minimum 6-in embedment = 590-Ib per 2005 NDS Table 11E. Adjustment for 10-minute 944
wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load =(1.6)(590)=944-Ib.
Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12-
in from end of mudsills with minimum 2 anchors per mudsill.
SEAR-NALL:HOLDDOWN SPEC- ICA JONS
UPPER LEVEL
Wall Line A (Perforated Shear Wall Analysis)
Maximum overturning tension due to wind load per Table I (lb) 485
Maximum overturning tension due to seismic load per Table J (lb) 798
Maximum wind shear(V) per Table I or J (lb) 1,611
Maximum seismic shear(V)per Table I or J (lb) 2,294
Shear Wall Clear Height(ft) 8.0
Maximum Opening Height(ft) 4.0
Percentage of Full-Height sheathing(%) 51.0
Ratio of Maximum Opening Height to Wall Clear Height 0.50
Shear Resistance Adjustment Factor(Co) per 2005 NDS Table 4.3.3.4 0.8
Sum of Perforated Shear Wall Segment Lengths(ft) 17.5
Design Wind Shear Capacity of Wall (lb)-6-in o.c. 5,110
Design Seismic Shear Capacity of Wall (lb)-6-in o.c. 3,640
CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES
Hold-Down Wind Tension Load, T=Vh/COFLi (lb) 921
Anchorage Force for Wind Shear, v=V/COELi (Ib/ft) 115
Hold-Down Seismic Tension Load, T=Vh/COZLi (lb) 1,311
Anchorage Force for Seismic Shear, v=V/COZLi (Ib/ft) 164
Allowable tension load for CS14 Coil Strap is 2,490-Ib 2,490
At both ends on the walls, install Simpson CS14 Coil Strap of minimum length of 50-in, centered between the
two floors and nail to 2x studs with 30-10d nails on each side. Nails are not required in clear span and the strap
end length should be a minimum of 16-in.
Wall Line 3 (Perforated Shear Wall Analysis)
Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed
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TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS
Maximum overturning tension due to wind load per Table I (lb) 479
Maximum overturning tension due to seismic load per Table J (lb) 671
Maximum wind shear(V) per Table I or J (lb) 1,790
Maximum seismic shear(V) per Table I or J (lb) 2,294
Shear Wall Clear Height(ft) 8.0
Maximum Opening Height(ft) 4.0
Percentage of Full-Height sheathing (%) 80.0
Ratio of Maximum Opening Height to Wall Clear Height 0.50
Shear Resistance Adjustment Factor(Co) per 2005 NDS Table 4.3.3.4 0.91
Sum of Perforated Shear Wall Segment Lengths (ft) 21
Design Wind Shear Capacity of Wall (lb)-6-in o.c. 6,975
Design Seismic Shear Capacity of Wall (lb)-6-in o.c. 4,969
CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES
Hold-Down Wind Tension Load, T=Vh/COFLi (lb) 749
Anchorage Force for Wind Shear, v=V/COFLi (Ib/ft) 94
Hold-Down Seismic Tension Load, T=Vh/COELi (lb) 960
Anchorage Force for Seismic Shear, v=V/COFLi (Ib/ft) 120
Allowable tension load for CS14 Coil Strap is 2,490-Ib 2,490
At both ends on the walls, install Simpson CS14 Coil Strap of minimum length of 50-in, centered between the
two floors and nail to 2x studs with 30-10d nails on each side. Nails are not required in clear span and the strap
end length should be a minimum of 16-in.
LOWER LEVEL
Wall Line C (Garage Door Location)
Maximum overturning tension due to wind load per Table I (lb) 1,269
Maximum overturning tension due to seismic load per Table J (lb) 954
Allowable wind Tension Load for Simpson STHD10 Strap Ties at endwall location is 1,705-Ib 1,705
Allowable seismic Tension Load for Simpson STHD10 Strap Ties at endwall location is 1,435-Ib 1,435
At both ends of each garage portal, install Simpson STHD10 Strap Tie Holdowns per manufacturer's
instructions as shown on the plan. Fasten to minimum 3-in framing. (total of 4 STHD10s).
Wall Line A- Segmental Shear Wall Analysis
Maximum overturning tension due to wind load per Table I (lb) 2,018
Maximum overturning tension due to seismic load per Table J (lb) 2,147
Maximum wind tension load accounting for upper level uplift(lb) 2,938
Maximum seismic tension load accounting for upper level uplift(lb) 3,458
Allowable Wind Tension Load for Simpson STHD14 Strap Ties in 6-in stem wall with cracked concrete at
corner/midwall location is 5,150-Ib 5,150
Allowable Seismic Tension Load for Simpson STHD14 Strap Ties in 6-in stem wall with cracked concrete at
corner/midwall location is 3,695-Ib 3,695
Where shown on the plan, install Simpson STHD14 Strap Tie Holdowns at each corner per manufacturer's
instructions as shown on the plan. Fasten to minimum 3-in framing with 30-16d sinker nails (total of 6
STHD14s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. on
panel edges, 12-in o.c. in the field, and all edges blocked.
Wall Line 3 (Perforated Shear Wall Analysis)
Maximum overturning tension due to wind load per Table I (lb) 1,668
Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed
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TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS
Maximum overturning tension due to seismic load per Table J (lb) 1,160
Maximum wind shear(V) per Table I or J (lb) 5,035
Maximum seismic shear(V) per Table I or J (lb) 3,668
Shear Wall Clear Height(ft) 7.8
Maximum Opening Height(ft) 5.0
Percentage of Full-Height sheathing (%) 80.0
Ratio of Maximum Opening Height to Wall Clear Height 0.64
Shear Resistance Adjustment Factor(Co) per 2005 NDS Table 4.3.3.4 0.83
Sum of Perforated Shear Wall Segment Lengths(ft) 21
Design Wind Shear Capacity of Wall (lb)-6-in o.c. 6,362
Design Seismic Shear Capacity of Wall (lb)-6-in o.c. 4,532
CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES
Hold-Down Wind Tension Load, T=Vh/COZLi (lb) 2,241
Anchorage Force for Wind Shear, v=V/COZLi (Ib/ft) 289
Hold-Down Seismic Tension Load, T=Vh/COFLi (lb) 1,633
Anchorage Force for Seismic Shear, v=V/COFLi (Ib/ft) 210
Maximum wind tension load accounting for upper level uplift(lb) 2,991
Maximum seismic tension load accounting for upper level uplift(lb) 2,593
Allowable wind Tension Load for Simpson STHD10 Strap Ties at corner location is 3,140-Ib 3,140
Allowable seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640-Ib 2,640
Where shown on the plan, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's
instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 2
STHD10s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. on
panel edges, 12-in o.c. in the field and all edges blocked.
s
SHEAR WALLiSHEATHING SPECIFICATIONS
All Exterior Wall Lines (Except Wall Line A)
Maximum resistive unit wind shear load per Table'l (lb/ft) 240
Maximum resistive unit seismic shear load per Table J (Ib/ft) 175
Basic allowable shear for wind loads = 785-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND
SEISMIC Table 4.3A for 8d nails @ 6-in o.c. on edges., 12-in o.c. in the field, &framing @ 16-in o.c. per note 365
2. Adjustments 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear=(0.50)(0.93)(785)=365-Ib/ft.
Basic allowable shear for seismic loads = 560-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND
SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c. on edges, 12-in o.c. in the field &framing @ 16-in o.c. 260
per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear= (0.50)(0.93)(560)
=260-Ib/ft.
Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard
specification.
Wall Line A (Lower Level)
Maximum resistive unit wind shear load per Table I (Ib/ft) 302
Maximum resistive unit seismic shear load per Table J (Ib/ft) 319
Basic allowable shear for wind loads = 1,205-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND
SEISMIC 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. 560
per Note 2. Framing on panel edges is 3-in nominal. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir
framing. Allowable shear=(0.50)(0.93)(1,205) =560-Ib/ft.
Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, $ SDC D2_SUHR 8/27/2014
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TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS
Basic allowable shear for seismic loads = 860-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND
SEISMIC 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. 400
per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear= (0.50)(0.93)(860)
=400-Ib/ft.
Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 4-in o.c. per standard
specification.
SH:EA 'TRANSFER;SPECIFICATIONS
LOWER LEVEL - HOUSE
All Wall 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.
Lap bottom of Upper Level OSB panels 3/4-in. onto Main Level wall top plates and fasten with 8d nails @ 6-in
o.c. per Floor-to-Floor Connection detail.
UPPER LEVEL - HOUSE and GARAGE
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 Lines 1, 3 & C (Gables)
Maximum applied unit wind shear per Table I (Ib/ft) 69
Maximum applied unit seismic shear per Table J (Ib/ft) 88
Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-Ib per NDS Table 11 N. 163
Adjustment for 10-minute wind/seismic loads = 1.6. Allowable load =(1.6)(102)= 163-Ib.
Allowable load for 10d common toenails @ 12-in o.c. =(0.83)(1.6)(102)= 135-Ib/ft. 135
Allowable load for 2-10d common toenails @ 16-in o.c. =(0.83)(2)(12/16)(1.6)(102) =203-Ib/ft. 203
Allowable load for seismic loads = 150-Ib/ft per NDS Section 4.1.7 150
Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d nail @ 8-in o.c.
Wall Lines A, B, 1 & 2 (Eaves)
Maximum applied unit wind shear per Table I (lb) 101
Maximum applied unit seismic shear per Table J (Ib/ft) 90
See Roof Framing Specification for truss connections and blocking.
Fasten per Roof Framing Specification for truss connections and blocking. 381
ROOF-,DIAPHRAGM:FRAMING SPECIFICATIONS
9
Roof Sheathing
Maximum applied unit wind shear per Table I (Ib/ft) 69
Maximum applied unit seismic shear per Table J (Ib/ft) 88
Basic allowable unit shear for wind/seismic loads = 645/460-Ib/ft per NDS Table 4.26 for 7/16-in unblocked
panel diaphragms. Adjustment Factor (AF)for ASD = 0.5. Adjusted allowable unit shear = (0.50)(645/460) = 323/230
323230-Ib/ft.
Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed
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TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS
Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40
40-psf
Allowable snow(live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70
70-psf
Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 (32/16) panels to engineered
trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the
field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional
requirements. Beyond 40 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf ground snow load,
use 19/32-in sheathing.
Truss Blocking & Boundary Nailing
Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to
blocking with 8d nails @ 6-in o.c.
Truss Connections (Lateral Loads)
Maximum applied unit shear per Table H (lb/ft) 105
Truss Connections (Longitudinal Loads)
Maximum applied unit shear per Tables I and J (Ib/ft) 67
Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = 135
Allowable load for 2-10d common toenails =(0.83)(2)(1.6)(102) =271-Ib/ft. 271
Simpson H2.5A/H1 Seismic& Hurricane Tie lateral load resistance F2 = 110/140-Ib 110/140
Simpson H2.5A/H1 Seismic& Hurricane Tie longitudinal load resistance F, = 110/415-Ib 110/415
Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-Ib per truss end. Allowable load forl 381
Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened
to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan).
Allowable load for Simpson RBC Clip @ 24-in o.c. =(12/24)'`(380)= 190-Ib/ft. 190
Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips
@ 24-in o.c. -fill all nail holes.
Truss Connections (Uplift Loads)
Maximum net uplift on truss connection for 85 mph, Exposure C per Table K(lb). -205
Maximum net uplift on truss connection for 95 mph, Exposure C per Table K(lb). -364
Maximum net uplift on truss connection for 110 mph, Exposure C per Table K(lb). 850
Allowable uplift for H2.5A/H1 Seismic& Hurricane Ties =520/400-Ib for Hem-Fir framing. 520/400
Allowable uplift for 1-110 Seismic& Hurricane Ties =850-Ib for Hem-Fir framing. 850
Fasten truss tails to top plates with H2.5A or 1-111 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10
Ties for higher speeds.
Truss Chord Splice Nailing
Maximum applied chord tension load per Tables J, C=T = M/b=vrL2/b8(lb). 750
Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469
Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length =48-in.
Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
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TABLE B. BUILDING T
Description Value Description Value
BUILDING DIMENSIONS BUILDING INERTIAL DATA
Transverse Width of Buildingft - 1St Fl. 26.0 Roof Diaphragm Dead Load (psf) 15
Longitudinal Len th of Building ft - 1St FI. 34.0 Exterior Walls Dead Load (psf) 15
Transverse Width of Building ft -2nd FI. 26.01 Partition Walls Dead Load (psf) 10
Longitudinal Lencith of Building ft -2nd Fl. 34.0
Roof Slope(5/12) 0.42
Length of Gable-End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS
Length of Eave-End Roof Overhang (ft) 1.3 Roof Height(ft) 16.6
Maximum Truss Span (ft) 26.0 Mean Height(ft) 19.3
Maximum Height(ft) 22.0
MAIN FLOOR DIMENSIONS
Wall Height(ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a
Transverse Exterior Walls Length (ft) 52.0 Least horizontal Building Dimension, b (ft) 26.0
Longitudinal Exterior Walls Length (ft) 68.0 0.4* Mean Building Height(ft) 7.7233
Total Exterior Walls Length(ft) 120.01 0.1*b (ft) 2.6
Total Partitions Weight(lb)-ASCE 7-10 12.7.2 8,840 End Zone Dimension, a(ft) 2.6
Adjusted End Zone Dimension, a(ft) 3.0
UPPER FLOOR DIMENSIONS Length of End Zone, 2a(ft) 6.0
Wall Height(ft) 8.8
Transverse Exterior Walls Length (ft) 52.0 BUILDING ENCLOSED AREA
Longitudinal Exterior Walls Length (ft) 68.0 Building Enclosed Area (sf)- 1St Floor 884.0
Total Exterior Walls Length (ft) 120.0 Building Enclosed Area (sf)-2nd Floor 884.0
Total Partitions Weight(lb)-ASCE 7-10 12.7.2 8,840 Garage Enclosed Area (sf) 528.0
GARAGE DIMENSIONS GARAGE LENGTH OF END ZONE, 2a
Wall Height(ft) 7.8 Least horizontal Building Dimension, b (ft) 22.0
Transverse Width of Garage (ft) 22.0 0.4*Mean Building Height(ft) 4.0367
Longitudinal Length of Garage (ft) 24.0 0.1*b(ft) 2.2
Transverse Exterior Walls Length (ft) 44.0 End Zone Dimension, a(ft) 2.2
Longitudinal Exterior Walls Length (ft) 48.0 Adjusted End Zone Dimension, a(ft) 3.0
Maximum Truss Span (ft) 22.0 Length of End Zone, 2a(ft) 6.0
Mean Height(ft) 10.1
Maximum Height(ft) 12.4
Total Exterior Walls Length (ft) 92.0
Total Partitions Weight(lb)-ASCE 7-10 12.7.2 0
SNOW DATA
Maximum Ground Snow Load, p (psf) Assumed 30.0
Exposure Factor, Ce ASCE 7-10 Table 7-2,for Exposure C 1.0
Thermal actor, Ct ASCE 7-10 Table 7-3,for Residences 1.0
Snow Importance Factor, I., ASCE 7-10 Table 1.5-2,for Category II 1.0
Slope Factor, C., ASCE 7-10 Figure 7-2a 1.0
Flat Roof Snow Load, pf(psf) ASCE 7-10 Equation 7.3-1, pf=0.7 Ce Ct IS p 21.0
MINIMUM Flat Roof Snow Load, pf(psf) BUILDING DEPARTMENT 25.0
ADOPTED Flat Roof Snow Load, pf(psf) CONTROLLING VALUE 25.0
Note:
Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line.
Revised BUILDING DATA Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 25
TABLE C. WIND DESIGN CRITERIA
Description Value Description Value
WIND DESIGN CRITERIA MAIN FLOOR
Basic Wind Speed Vas(mph) 110 TRANSVERSE BUILDING ZONE DATA
ASCE 7-10 Design Wind Speed (mph) 140 Horizontal Wind Force Loading
Wind Exposure Category C Transverse Zones A& B Width (ft) 6.0
Simplified Procedure per ASCE 7-10 28.5 Yes Transverse Zones C &D Width (ft) 28.0
Exposure&Height Factor, A(1st Floor) 1.21 Transverse Zones A&C Height(ft) 7.8
Exposure & Height Factor, A(2nd Floor) 1.29 Transverse Zones B &D Height(ft) 0.0
Topographical Factor, Kt 1.00
LONGITUDINAL BUILDING ZONE DATA
DESIGN WIND PRESSURES(psf) Horizontal Wind Force Loading
TRANSVERSE DIRECTION (CASE A) Longitudinal Zone A Width (ft) 6.0
A- End Zone of Wall 40.9 Longitudinal Zone C Width (ft) 20.0
B- End Zone of Roof -2.21 Longitudinal Zone A Height(ft) 7.8
C- Interior Zone of Wall 28.4 Longitudinal Zone C Height(ft) 7.8
D- Interior Zone of Roof 0.3
E- End Zone of Windward Roof -26.9 UPPER FLOOR
F- End Zone of Leeward Roof -24.8 TRANSVERSE BUILDING ZONE DATA
G- Interior Zone of Windward Roof -19.01 Horizontal Wind Force Loading
H - Interior Zone of Leeward Roof -19.3 Transverse Zones A&B Width (ft) 6.0
Eo- End Zone of Windward OVHG Roof -41.9 Transverse Zones C &D Width (ft) 28.0
Go- Interior Zone of Windward OVGH Roof -33.9 Transverse Zones A&C Height(ft) 8.8
LONGITUDINAL DIRECTION (CASE B) Transverse Zones B &D Height(ft) 5.4
A- End Zone of Wall 31.1 Vertical Wind Force Loading
B- End Zone of Roof -16.1 Transverse Roof Zones E&F Width (ft) 6.0
C- Interior Zone of Wall 20.6 Transverse Roof Zones G &H Width (ft) 28.0
D- Interior Zone of Roof -9.6 Transverse Roof Zones E&F Length (ft) 13.0
E- End Zone of Windward Roof -37.31 Transverse Roof Zones G &H Length (ft) 13.0
F- End Zone of Leeward Roof -21.2
G - Interior Zone of Windward Roof -26.0 LONGITUDINAL BUILDING ZONE DATA
H - Interior Zone of Leeward Roof -16.4 Horizontal Wind Force Loading
Eo- End Zone of Windward OVHG Roof -52.3 Longitudinal Zone A Width (ft) 6.0
Go- Interior Zone of Windward OVGH Roof -40.9 Longitudinal Zone C Width (ft) 20.0
Longitudinal Zone A Height(ft) 10.1
GARAGE Longitudinal Zone C Height(ft) 11.9
TRANSVERSE BUILDING ZONE DATA Vertical Windforce Loading
Horizontal Wind Force Loading Longitudinal Roof Zones E &F Width (ft) 6.0
Transverse Zones A& B Width (ft) 6.0 Longitudinal Roof Zones G & H Width (ft) 20.0
Transverse Zones C &D Width (ft) 18.0 Longitudinal Roof Zones E &G Length (ft) 17.0
Transverse Zones A&C Height(ft) 7.8 Longitudinal Roof Zones F&H Length (ft) 17.0
Transverse Zones B & D Height(ft) 4.6
LONGITUDINAL BUILDING ZONE DATA
Horizontal Wind Force Loading
Longitudinal Zone A Width (ft) 6.0
Longitudinal Zone C Width (ft) 16.0
Longitudinal Zone A Height(ft) 9.1
Longitudinal Zone C Height(ft) 10.5
Note:
Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line.
Revised WIND DESIGN CRITERIA Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 25
TABLE D. SEISMIC DESIGN CRITERIA
Description I Reference/Calculation Value
SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS
Building Risk Category ASCE Standard 7-10, Table 1-5.1 II
Seismic Importance Factor, Ie ASCE Standard 7-10, Table 1.5-2 1.0
Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D
Seismic Design Category 2009 IRC Table R301.2.2.1.1 D2
Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5
Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02
Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000
Site Short Period Design Acceleration, SDS (g) 2009 IRC Table R301.2.2.1.1,for SDC D2 1.170
Mapped MCE Long Period Acceleration, SMS (g) ASCE Standard 7-10, Figure 22-2 0.600
Ground Snow Load (psf) Building Department 30.0
Flat Roof Snow Load (psf) Calculation, See Table B 25.0
COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA
Mean Building Height, h(ft) Per Plan(Calculated in Table B) 19.3
Building Period, Ta=Cth314(sec) ASCE Standard 7-10, Section 12.8.2.1 0.184
Site Long Design Period Acceleration, SW (g) ASCE Standard 7-10, 11.4.4, SW =2/3SM, 0.400
To=0.2*SD1/SDS(sec) ASCE Standard 7-10, Section 11.4.5 0.068
TS=SD1/SDS(sec) ASCE Standard 7-10, Section 11.4.5 0.342
COMPUTATION OF SEISMIC DESIGN COEFFICIENT
Seismic Design Coefficient: CS=SDS*le/R JASCE Standard 7-10, Section 12.8.1.1 0.180
Revised SEISMIC DESIGN CRITERIA Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 25
TABLE E-1. WIND LOADS (HOUSE)
Wind Zone Zone Zone Area Zone Moment Moment
Zone Pressure Width Ht./Leng. Force Arm
(Psf) (ft) (ft) (sf) (lb) (ft) (ft-Ib)
TRANSVERSE WIND LOADING
UPPER LEVEL Horizontal Wind Loads
Transverse Wall Zone A 40.9 6.0 8.8 52.8 2,786 12.2 33,987
Transverse Roof Zone B 0.0 6.0 5.4 32.5 0 16.6 0
Transverse Wall Zone C 28.4 28.0 8.8 246.4 9,027 12.2 110,131
Transverse Roof Zone D 1 0.3 28.0 5.4 151.7 59 16.6 974
STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 5,965 145,092
CONVERT TO ALLOWABLE STRESS DESIGN 3,579 87,055
MAIN LEVEL Horizontal Wind Loads
Transverse Wall Zone A 40.9 6.0 7.8 46.8 2,316 3.9 9,033
Transverse Roof Zone B 0.0 6.0 0.0 0.0 0 7.8 0
Transverse Wall Zone C 28.4 28.0 7.8 218.4 7,505 3.9 29,270
Transverse Roof Zone D 0.3 28.0 0.0 0.0 0 7.8 0
STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 101817 38,303
CONVERT TO ALLOWABLE STRESS DESIGN 6,490 22,982
TOTAL STRENGTH LEVEL TRANSVERSE LATERAL FORCE/MOMENT 16,782 .183,394
TOTAL ASD TRANSVERSELATERAL FORCE/MOMENT 10,069 110,037
ROOF Vertical Wind Loads
Transverse Roof Zone E -26.9 6.0 13.0 78.0 -2,539 19.5 49,507
Transverse Roof Zone F -24.8 6.0 13.0 78.0 -2,341 6.5 15,214
Transverse Roof Zone G -19.0 28.0 13.0 364.0 -8,368 19.5 163,183
Transverse Roof Zone H -19.3 28.0 13.0 364.0 -8,500 6.5 55,253
Roof Overhang Zone E -41.9 6.0 1.3 8.0 -405 26.7 10,788
Roof Overhang Zone F -24.8 6.0 1.3 8.0 -239 -0.7 -159
Roof Overhang Zone G -33.9 28.0 1.3 37.2 -1,528 26.7 40,732
Roof Overhang Zone H -19.31 28.0 1.31 37.2 -870 -0.7 -578
STRENGTH LEVEL Uplift Force and Overturning'Moment on Building -24,790 333,940
CONVERT TO ALLOWABLE STRESS DESIGN -14,874 200,364
Total Overturning Moment Due to Transverse Wind Loading (ASD) 223,345
Unit Uplift on Building (psf) -16.81 1
LONGITUDINAL WIND LOADING
UPPER LEVEL Horizontal Wind Loads
Longitudinal Wall Zone A 31.1 6.0 10.1 60.3 2,419 12.8 31,026
Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 16.6 0
Longitudinal Wall Zone C 20.6 20.0 11.9 238.9 6,349 13.8 87,444
Longitudinal Wall Zone D 0.0 20.0 0.0 0.0 0 16.6 0
STRENGTH LEVEL UPPER LEVEL Lateral Force/Momenti 5,3701 118,470
CONVERT TO ALLOWABLE STRESS DESIGN 1 3,2221 71,082
MAIN LEVEL Horizontal Wind Loads
Longitudinal Wall Zone A 31.1 6.0 7.8 46.8 1,761 3.9 6,868
Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0
Longitudinal Wall Zone C 20.6 20.0 7.8 156.0 3,888 3.9 15,165
Longitudinal Wall Zone D 0.01 20.01 0.01 0.0 0 7.8 0
STRENGTH LEVEL MAIN LEVEL Lateral Force/Momentl 6,2221 1 22,033
CONVERT TO ALLOWABLE STRESS DESIGN 1 3,7331 1 13,220
Revised WIND LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 25
TOTAL STRENGTH LEVEL LONGITUDINAL LATERAL FORCE/MOMENT1 11,5931 1 140,503
TOTAL ASD LONGITUDINAL.LATERAL FORCE/MOMENT1 6,9561 1 84,302
ROOF Vertical Wind Loads
Longitudinal Roof Zone E -37.3 6.0 17.0 102.0 -4,604 25.5 117,391
Longitudinal Roof Zone F -21.2 6.0 17.0 102.0 -2,617 8.5 22,240
Longitudinal Roof Zone G -26.0 20.0 17.0 340.0 -10,696 25.5 272,758
Longitudinal Roof Zone H -16.4 20.0 17.0 340.0 -6,747 8.5 57,349
Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 34.5 13,100
Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77
Roof Overhang Zone G -40.9 20.0 1.0 20.0 -990 34.5 34,147
Roof Overhang Zone H -16.4 20.0 1.0 20.0 -397 -0.5 -198
STRENGTH LEVEL Uplift Force and Overturning Moment on Building -26,584 1 516,864
CONVERT TO ALLOWABLE STRESS DESIGN -15,950 310,118
Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 323,338
Unit Uplift on Building (psf) -18.0
Note:
(+)and(-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard
7-10.
Revised WIND LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 25
TABLE E-2. WIND LOADS (GARAGE)
Wind Zone Zone Zone Moment
Zone Pressure Width Ht./Leng. Zone Area Force Arm Moment
(psf) (ft) (ft) (sf) (lb) (ft) (ft-Ib)
TRANSVERSE WIND LOADING
Horizontal Wind Loads
Transverse Wall Zone A 40.9 6.0 7.8 46.8 2,316 3.9 9,033
Transverse Roof Zone B 0.0 6.0 4.6 27.5 0 7.8 0
Transverse Wall Zone C 28.4 18.0 7.8 140.4 4,825 3.9 18,816
Transverse Roof Zone D 0.3 18.0 4.6 82.5 30 7.8 234
STRENGTH LEVEL Lateral Force/Momentl 3,6001 1 28,083
CONVERT TO ALLOWABLE STRESS DESIGN 1 2,1601 1 16,850
Vertical Wind Loads
Transverse Roof Zone E -26.9 6.0 11.0 66.0 -2,148 16.5 35,446
Transverse Roof Zone F -24.8 6.0 11.0 66.0 -1,981 5.5 10,893
Transverse Roof Zone G -19.0 18.0 11.0 198.0 -4,552 16.5 75,108
Transverse Roof Zone H -19.3 18.0 11.0 198.0 -4,624 5.5 25,431
Roof Overhang Zone E -41.9 6.01 1.3 8.0 -405 22.7 9,170
Roof Overhang Zone F -24.8 6.0 1.3 8.0 -239 -0.7 -159
Roof Overhang Zone G -33.9 18.0 1.3 23.9 -982 22.7 22,257
Roof Overhang Zone H -19.3 18.0 1.3 23.9 -559 -0.7 -372
STRENGTH LEVEL Uplift Force and Overturning Moment on Building -15,490 177,774
CONVERT TO ALLOWABLE STRESS DESIGN -9,294 106,664
Total Overturning Moment Due to Transverse Wind Loading (ASD) 123,514
Unit Uplift on Building (psf) -10.5
LONGITUDINAL WIND LOADING
Honzontal YVind Loads `
Longitudinal Wall Zone A 31.1 6.0 9.1 54.3 2,043 4.5 9,246
Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0
Longitudinal Wall Zone C 20.6 16.0 10.5 167.7 4,181 5.2 21,911
Longitudinal Wall Zone D 0.0 16.0 0.0 0.0 0 7.8 0
STRENGTH LEVEL Lateral Force/Momentl 3,7881 31,157
CONVERT TO ALLOWABLE STRESS DESIGN 1 2,2731 18,694
Vertical Wind Loads i
Longitudinal Roof Zone E -37.3 6.0 12.0 72.0 -3,250 18 58,492
Longitudinal Roof Zone F -21.2 6.0 12.0 72.0 -1,847 6 11,082
Longitudinal Roof Zone G -26.0 16.0 12.0 192.0 -6,040 18 108,726
Longitudinal Roof Zone H -16.4 16.0 12.0 192.0 -3,810 6 22,860
Roof Overhang Zone E -52.3 6.01 1.0 6.0 -380 24.5 9,303
Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77
Roof Overhang Zone G -40.9 16.0 1.0 16.0 -792 24.5 19,400
Roof Overhang Zone H -16.4 16.0 1.0 16.0 -318 -0.5 -159
STRENGTH LEVEL Uplift Force and Overturning Moment on Building -16,590 229,781
CONVERT TO ALLOWABLE STRESS DESIGN -9,954 137,868
Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 156,562
Unit Uplift on Building (psf) -11.3
Note:
(+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard
7-10.
Revised WIND LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 16 of 25
TABLE F®1. MINIMUM WIND LOADS (HOUSE)
Wind Zone Zone Zone Moment
Zone Pressure Width Ht./Leng. Zone Area Force Arm Moment
(Psf) (ft) (ft) (sfl (lb) (ft) (ft-Ib)
TRANSVERSE WIND LOADING
UPPER LEVEL Horizontal Wind Loads
Transverse Wall Zone A 16.0 6.0 8.8 52.8 845 12.2 10,307
Transverse Roof Zone B 8.0 6.0 5.4 32.5 260 16.6 4,316
Transverse Wall Zone C 16.0 28.0 8.8 246.4 3,942 12.2 48,097
Transverse Roof Zone D 8.0 28.0 5.4 151.7 1,213 16.6 20,141
STRENGTH LEVEL UPPER LEVELLateral Force/Momentl 3,8671 82,861
CONVERT TO ALLOWABLE STRESS DESIGN 1 2,3201 49,717
MAIN'LEVEL Horizontal Wind Loads
Transverse Wall Zone A 16.0 6.0 7.8 46.8
749 3.9 2,920
Transverse Roof Zone B 8.0 6.0 0.0 0.0 0 7.8 0
Transverse Wall Zone C 16.0 28.0 7.8 218.4 3,494 3.9 13,628
Transverse Roof Zone D 8.0 28.0 0.0 0.0 0 7.8 0
STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 4,5151 16,548
CONVERT TO ALLOWABLE STRESS DESIGN 2,7091 9,929
TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 5,0291 59,646
ROOF_ Vertical Wind_Loads
Transverse Roof Zone E 0.0 6.0 13.0 78.0 0 19.5 0
Transverse Roof Zone F 0.0 6.0 13.0 78.0 0 6.5 0
Transverse Roof Zone G 0.0 28.0 13.0 364.0 0 19.5 0
Transverse Roof Zone H 0.0 28.0 13.0 364.0 0 6.5 0
Roof Overhang Zone E 0.01 6.0 1.3 8.0 0 26.7 0
Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0
Roof Overhang Zone G 0.0 28.0 1.3 37.2 0 26.7 0
Roof Overhang Zone H 0.0 28.0 1.3 37.2 0 -0.7 0
STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0
CONVERT TO ALLOWABLE STRESS DESIGN 0 0
Total Overturning Moment Due to Transverse Wind Loading (ASD) 9,929
Unit Uplift on Building (psf) 0.0
LONGITUDINAL WIND LOADING
UPPER LEVEL Horizontal Wind Loads
Longitudinal Wall Zone A 16.0 6.0 10.1 60.3 965 12.8 12,374
Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 16.6 0
Longitudinal Wall Zone C 16.0 20.0 11.9 238.9 3,823 13.8 52,649
Longitudinal Wall Zone D 8.0 20.0 0.0 0.0 0 16.6 0
STRENGTH LEVEL UPPER LEVEL Lateral Force/Momentl 2,957 65,023
CONVERT TO ALLOWABLE STRESS DESIGN 1 11774 -t-39,014
MAIN LEVEL Horizontal Wind Loads
Longitudinal Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920
Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0
Longitudinal Wall Zone C 16.0 20.0 7.8 156.0 2,496 3.9 9,734
Longitudinal Wall Zone D 8.0 20.0 0.0 0.0 0 7.8 0
STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 3,453 12,655
CONVERT TO ALLOWABLE STRESS DESIGN 2,072 7,593
TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 3,846 46,607
Revised MINIMUM WIND LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 25
'ROOF'Vertical Wind Loads
Longitudinal Roof Zone E 0.0 6.0 17.0 102.0 0 25.5 0
Longitudinal Roof Zone F 0.0 6.0 17.0 102.0 0 8.5 0
Longitudinal Roof Zone G 0.0 20.0 17.0 340.0 0 25.5 0
Longitudinal Roof Zone H 0.0 20.0 17.0 340.0 0 8.5 0
Roof Overhang Zone E 0.0 6.0 1.0 6.0 0 34.5 0
Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0
Roof Overhang Zone G 0.0 20.0 1.0 20.0 0 34.5 0
Roof Overhang Zone H 0.0 20.0 1.0 20.0 0 -0.5 0
STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0
CONVERT TO ALLOWABLE STRESS DESIGN 0 0
Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 7,593
Unit Uplift on Building (psf) 0.0
Note:
(+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard
7-10.
Revised MINIMUM WIND LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 25
TABLE F-2. MINIMUM WIND LOADS (GARAGE)
Wind Zone Zone Zone Moment
Zone Pressure Width Ht./Leng. Zone Area Force Arm Moment
(psf) (ft) (ft) (sf) (lb) (ft) (ft-Ib)
TRANSVERSE WIND LOADING
Horizontal Wind Leads
Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920
Transverse Roof Zone B 8.0 6.0 4.6 27.5 220 7.8 1,716
Transverse Wall Zone C 16.0 18.0 7.8 140.4 2,246 3.9 8,761
Transverse Roof Zone D 8.0 18.0 4.6 82.5 660 7.8 5,148
STRENGTH LEVEL Lateral Force/Momentl 2,3781 1 18,545
CONVERT TO ALLOWABLE STRESS DESIGN] 1,4271 1 11,127
Vertical Wind Loads
Transverse Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 0
Transverse Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 0
Transverse Roof Zone G 0.0 18.0 11.0 198.0 0 16.5 0
Transverse Roof Zone H 0.0 18.0 11.0 198.0 0 5.5 0
Roof Overhang Zone E 0.0 6.01 1.3 8.0 0 22.7 0
Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0
Roof Overhang Zone G 0.0 18.0 1.3 23.9 0 22.7 0
Roof Overhang Zone H 0.0 18.0 1.3 23.9 0 -0.7 0
STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0
CONVERT TO ALLOWABLE STRESS DESIGN 0 0
Total Overturning Moment Due to Transverse Wind Loading (ASD) 11,127
Unit Uplift on Building (psf) 0.0
LONGITUDINAL WIND LOADING
Horizontal Wind Loads.
Longitudinal Wall Zone A 16.0 6.0 9.1 54.3 869 4.5 3,931
Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0
Longitudinal Wall Zone C 16.0 16.0 10.5 167.7 2,683 5.2 14,064
Longitudinal Wall Zone D 8.0 16.0 0.0 0.0 0 7.8 0
STRENGTH LEVEL Lateral Force/Momentl 2,1791 17,996
CONVERT TO ALLOWABLE STRESS DESIGN 1 1,3081 10,797
Vertical Wind Loads
Longitudinal Roof Zone E 0.0 6.0 12.0 72.0 0 18 0
Longitudinal Roof Zone F 0.0 6.0 12.0 72.0 0 6 0
Longitudinal Roof Zone G 0.0 16.0 12.0 192.0 0 18 0
Longitudinal Roof Zone H 0.0 16.0 12.0 192.0 0 6 0
Roof Overhang Zone E 0.0 6.01 1.0 6.0 0 24.5 0
Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0
Roof Overhang Zone G 0.0 16.0 1.0 16.0 0 24.5 0
Roof Overhang Zone H 0.0 16.0 1.0 16.0 0 -0.5 0
STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0
CONVERT TO ALLOWABLE STRESS DESIGN 0 0
Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 10,797
Unit Uplift on Building (psf) 0.0
Note:
(+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard
7-10.
Revised WIND LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 19 of 25
TABLE G-1. SEISMIC LOADS (HOUSE)
SEISMIC SHEAR LOADS
Load Height/ Area Seismic
Building Component (p s f) Width Length (ft) (sf) Weight
ft Ib
UPPER LEVEL SEISMIC LOADS
Roof Diaphragm &Ceiling 15.0 884 13,260
20%of Flat Roof Snow Load >30-psf 0.0 884 0
One-Half Exterior Walls 15.0 120.0 8.8 1,056 7,920
One-Half Partitions 10.0 884 4,420
Upper Level Dead Load for Restoring Moment(lb-ft)l 37,940
Roof Diaphragm Tributary Dead Load (lb)l 25,600
MAIN LEVEL SEISMIC LOADS
Upper Level Floor Diaphragm 10.01 1 1 884 8,840
One-Half Exterior Walls 15.01 120.01 7.8 936 7,020
One-Half Partitions 10.01 1 1 884 4,420
Main Level Dead Load for Restoring Moment(Ib-ft) 31,720
Main Floor Diaphragm Tributary Dead Load (lb) 32,620
TOTAL DEAD LOAD FOR ENTIRE BUILDING (lb) 69,660
TOTAL TRIBUTARY SEISMIC LOAD FOR ENTIRE BUILDING (lb) 58,220
TOTAL BASE SHEAR FOR BUILDING (lb) 10,480
VERTICAL DISTRIBUTION OF SEISMIC FORCES
Story wX hX wXhX wXhX/Ewxhx FX(SL) FX(ASD)
Roof- R 25,600 16.6 424,960 0.63 6,555 4,588
2nd Floor 32,620 7.8 254,436 0.37 3,925 2,747
1st Floor 0
SUM 1 58,220 1 1 679,3961 1.00 1 10,480 1 7,336
OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS
Building Component Force(lb) Dist. Moment
(ft) (ft-Ib)
Roof Diaphragm &Ceiling 4,588 16.6 76,161
Upper Level Floor Diaphragm 7,336 7.8 57,219
Total Dead Load 37,940 13.0 493,220
Total Moment Due to Transverse Seismic Forces 133,379
Total Moment Due to Transverse Wind Forces 223,345
Total Overturning Moment in Transverse Loading 223,345
Total Restoring Moment in Transverse Loading 493,220
6/10 of Total Restoring Moment in Transverse Loading 295,932
OVERTURNING STABILITY YES
OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS
Revised SEISMIC LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 20 of 25
Building Component Force(lb) Dist. Moment
ftft-Ib
Roof Diaphragm &Ceiling 4,588 16.6 76,161
Upper Level Floor Diaphragm 7,336 7.8 57,219
Total Dead Load 37,940 17.0 644,980
Total Moment Due to Longitudinal Seismic Forces 133,379
Total Moment Due to Longitudinal Wind Forces 323,338
Total Restoring Moment in Longitudinal Loading 323,338
Total Restoring Moment in Longitudinal Loading 644,980
6/10 of Total Restoring Moment in Longitudinal Loading 386,988
OVERTURNING STABILITY1 YES
Revised SEISMIC LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, &SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 21 of 25
TABLE G-2. SEISMIC LOADS (Garage)
SEISMIC SHEAR LOADS
Load
Height/ Length Area Seismic Seismic
Building Component (psf) Width (ft) (sf) Weight Shear
ftIb Ib
Roof Diaphragm &Ceiling 15.0 528 7,920 1,426
20%of Flat Roof Snow Load >30-psf 0.01 1 1 528 0 0
One-Half Exterior Walls 15.0 7.81 92.01 718 5,382 969
One-Half Partitions 10.01 1 1 0 0 0
Total Dead Load for Restoring Moment 18,684
Roof Diaphragm Tributary Dead Load 13,302
STRENGTH LEVEL BASE SHEARI 2,394
CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEARI 1,676
OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS
Building Component Force Dist. Moment
(lb) (ft) (ft-Ib)
Roof Diaphragm &Ceiling 1,676 7.8 13,073
Total Dead Load 18,684 13.0 242,892
Total Moment Due to Transverse Seismic Forces 13,073
Total Moment Due to Transverse Wind Forces 123,514
Total Overturning Moment in Transverse Loading 123,514
Total Restoring Moment in Transverse Loading 242,892
6/10 of Total Restoring Moment in Transverse Loading 145,735
OVERTURNING STABILITY YES
OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS
Building Component Force Dist. Moment
Ib ft ft-Ib
Roof Diaphragm &Ceiling 1,676 7.8 13,073
Total Dead Load 18,684 17.0 317,628
Total Moment Due to Longitudinal Seismic Forces 13,073
Total Moment Due to Longitudinal Wind Forces 156,562
Total Overturning Moment in Longitudinal Loading 156,562
Total Restoring Moment in Longitudinal Loading 317,628
6/10 of Total Restoring Moment in Longitudinal Loading 190,577
OVERTURNING STABILITY YES
Revised SEISMIC LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 22 of 25
TABLE H. CONTROLLING SHEAR LOADS
House
Floor Level Main Floor Level Second Floor Level
Type Load Transverse Longitudinal Transverse Longitudinal
ASD Wind Load (Ib) 10,069 6,956 3,579 3,222
ASD Minimum Wind Load (lb) 5,029 3,846 2,320 1,774
ASD:Controlling Wind Load (lb) 10,069 6,956 3,579 3,222
ASD"Seismic Diaphragm Load (Ib) 7,336 7,336 4;588 X4,588
Nature of Controlling Load WIND SEISMIC SEISMIC SEISMIC
ASD Maximum wind/seismic load (lb) 10,069 7,3361 4,588 4,588
Garage
Type Load Transverse Longitudinal Transverse Longitudinal
ASD Wind Load (lb) 2,160 2,273 N/A N/A
ASD Minimum Wind Load (lb) 1,427 1,308 N/A N/A
ASD Controlling rWind`Loads{Ib) ,-2,160 _. .x- x;273- N/A N/A
ASD Seismic Diaphragm'Load (Ib) 1,6761 1,676 N/A I N/A
Nature of Controlling Load WINDI WIND N/A I N/A
ASD Maximum wind/seismic load (Ib) 2,1601 2,273 N/A N/A
NOTE: ASD=ALLOWABLE STRESS DESIGN
Revised CONTROLLING LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 23 of 25
TABLE 1. WIND SMEAR WALL LOADS
TRANSVERSE LOADS
Floor Level Main Floor Level Upper Floor Level
Wall Identification 1 2 3 Check 1 3 Check
Wall Type OSB OSB OSB Total OSB OSB Total
Tributary Load Distance(ft)- H 17.0 17.0 34.0 17.0 17.0 34.0
Tributary Load Fraction- H 0.500 0.500 1.000 0.500 0.500 1.0
Tributary Load Distance(ft)-G 11.0 11.0 22.0
Tributary Load Fraction-G 0.500 0.500 1.000
AppliedShear(lb) 5,035 1,136 5,035 11,206 1,790 1,790 3,579
Wall Length (ft) 50.0 24.0 26.0 26.0 26.0
Applied Unit Shear(Ib/ft) 101 47 194 69 69
Shear Wall Length (ft) 50.0 24.0 21.0 26.0 21.0
Resistive Unit Shear(IbMt) 101 4T 240. 69 %, 85 -
Shear Wall Height(ft) 7.8 7.8 7.8 8.0 8.0
Unit DL on Wall (Ib/ft) 270 305 270 1501 150
0.60*[Unit DL on Wall] (Ib/ft) 162 183 1621 90 90
Max. Hold-Down 2.5-ft SW (lb) 1,668
Max. Hold-Down 4.5-ft SW (lb) 479
Max. Hold-Down 16:5-ft SW(lb) -61
Max. Hold-Down 1>8.5-ft SW (lb) 372
Max. Hold-Down 22.0-ft SW (lb) -1,227
Max. Hold-Down 24.0-ft SW (lb) -1,826
Max. Hold-Down 26.0-ft SW (lb) -1,321 =619
LONGITUDINAL LOADS
Floor Level Main Floor Level Upper Floor Level
Wall Identification A B C Check A B Check
Wall Type OSB OSB OSB Total OSB OSB Total
Tributary Load Distance (ft)- H 13.0 13.0 26.0 13.0 13.0 26.0
Tributary Load Fraction- H 0.500 0.500 1.000 0.500 0.500 1.0
Tributary Load Distance(ft)-G 12.01 12.0 24.0 1 48.0
Tributary Load Fraction-G 0.500 0.500 1.000 2.0
Applied Shear(lb) 3,478 4,558 1,080 9,116 1,611 1,611 3,222
Wall Length (ft) 34.0 34.0 22.0 34.0 34.0
Applied Unit Shear_(Ib/ft) '102 134 49 47. 47
Shear Wall Length (ft) 11.5 26.51 6.0 17.51 29.0
Resistive'Unit:Shear(Ib/ft) 302 172 180 92 56' -
Shear Wall Height(ft) 7.8 7.8 7.8 8.0 8.0
Unit Wall DL(Ib/ft) 455 455 150 335 335
0.6*[Unit DL on Wall] (Ib/ft) 273 273 90 201 201
Max. Hold-Down 2.5-ft SW (lb) 2,018 485
Max. Hold-Down 3.0-ft SW (lb) 1,269
Max. Hold-Down 4.0-ft SW (lb) 1,813 335 43
Max. Hold-Down-5.0-ft SW (lb) 1,676
Max. Hold-Down 8.5-ft SW (lb) 181
Max. Hold-Down 11.0-ft SW (lb) -369
Max. Hold-Down 18.0-ft SW (lb) -1,115
Max. Hold-Down 25.0-ft SW (lb) 1 -2,0681 1
Revised WIND SHEAR LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 24 of 25
TABLE J. SEISMIC SMEAR WALL LOADS
TRANSVERSE LOADS
Floor Level Main Floor Level Upper Floor Level
Wall Identification 1 2 3 Check 1 3 Check
Wall Type OSB OSB OSB Total OSB OSB Total
Tributary Load Distance(ft)- H 17.0 17.0 34.0 17.0 17.0 34.0
Tributary Load Fraction - H 0.500 0.500 1.000 0.500 0.500 1.0
Tributary Load Distance(ft)-G 11.0 11.01 22.0
Tributary Load Fraction-G 0.500 0.5001 1.000
Applied Shear(lb) 4,506 8381 3,668 9,012 2,294 2,294 4,588
Wall Length (ft) 50.0 24.0 26.0 26.0 26.0
Applied UnitShear.(Ib/ft) 90; 35 141 88 88
Shear Wall Length (ft) 50.0 24.0 21.0 26.01 21.0
Resistive Unit Shear_(lb/ft): ..90 . 35 175 -88 1,09 ,
Shear Wall Height(ft) 7.8 7.81 7.8 8.0 8.0
Unit DL on Wall (Ib/ft) 270 305 270 150 150
0.60*[Unit DL on Wall] (Ib/ft) 162 183 1621 90 90
Max. Hold-Down 2.5-ftSW (lb) _ 1,160
Max. Hold-Down 4.5-ft SW (lb) 671
Max. Hold-Down 16.5-ft SW (lb) 131
Max. Hold-Down-18.5.-ft SW (lb) -136
Max. Hold-Down 22.0-ft SW (lb) -1,310
Max. Hold-Down 24.0-ft SW (lb) _1,923
Max. Hold-Down 26.0-ft SW (lb) -1,403 -464.
LONGITUDINAL LOADS
Floor Level Main Floor Level Upper Floor Level
Wall Identification A B C Check A B Check
Wall Type OSB OSB OSB Total OSB OSB Total
Tributary Load Distance(ft)- H 13.0 13.0 26.0 13.0 13.0 26.0
Tributary Load Fraction - H 0.500 0.500 1.000 0.500 0.500 1.0
Tributary Load Distance(ft)-G 12.01 12.0 24.0 1 48.0
Tributary Load Fraction-G 0.500 0.500 1.000 2.0
Applied Shear(lb) 3,668 4,506 838 9,012 2,294 2,294 4,588
Wall Length (ft) 34.0 34.0 22.0 34.0 34.0
Applied Unit Shear(Ib/ft) 108 133 38 S7 =67
Shear Wall Length (ft) 11.5 26.51 6.0 17.5 29.0
Resistive Unit Shear(Ib/ft) 319 170 140 131 79
Shear Wall Height(ft) 7.8 7.8 7.8 8.0 8.0
Unit Wall DL(Ib/ft) 455 455 150 335 335
0.6*[Unit DL on Wall] (Ib/ft) 273 273 90 201 201
Max. Hold-Down 2.5-ft SW (lb) 2,147 798,
Max. Hold-Down 3.0-ft SW (lb) 954
Max. Hold-Down 4.0-ft SW (lb) 1,942 647 231
Max. Hold-Down 5.0-ft SW (lb) 1,805
Max. Hold-Down 8.5-ft SW (lb) 166
Max. Hold-Down 11.0-ft SW (lb) -57
Max. Hold-Down 18.0-ft SW (lb) 1 -1,130
Max. Hold-Down 25.0-ft SW (lb) I I 1 1 -1,879
Revised SEISMIC SHEAR LOADS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014
A. Abrous, Ph.D., P.E. HiLine Homes Page 25 of 25
TABLE K. ROOF DIAPHRAGM CALCULATIONS
DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS
Maximum Transverse Shear Load (lb) Calculation V= 4,588
Diaphragm Span (ft) Design Drawings b = 26
Diaphragm Length (ft) Design Drawings L= 34.0
Diaphragm Unit Shear(Ib/ft) Calculation w=V/Length = 135
Diaphragm Maximum Moment(ft-Ib) Calculation M =wL2/8 = 19,501
Diaphragm Chord Force(lb) Calculation C=T =M/b= 750
Allowable Nail Load (lb) NDS Table 11 N H-F& 10d Common 102
Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6
Adjusted Allowable Nail Load (lb) Calculation F= 1.6FNa;, 163.2
Minimum Number of Nails Required At Splices Calculation NN-Min=C/FA 4.6
Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0
Minimum Splice Length (in) Calculation Ls lice-SNN-Min 21.6
Design Splice Length (in) Design Drawings Design Specification 48.0
Allowable Diaphragm Chord Force(lb) Calculation 10d @ 6-in o.c. 1,469'
Cross Sectional Area of Shear Wall Chords int Design Drawings Acno,d =2(1.5)(5.5)= 16.5
Axial Chord Stess (psi) Calculation Fcn= C/A=T/A 45
Allowable Parallel Compressive Stress (psi) JWWPA Table 1 No.2 Hem-Fir 1,250
Allowable Parallel Tensile Stress(psi) JWWPA Table 1 No.2 Hem-Fir 500
ROOF UPLIFT CALCULATIONS
Roof Truss Span, b (ft) Design Drawings 26.0
Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. JA=2b/2 = b 26.0
Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(0.6*(23.1+16.0)]x 1.21 -14.2
Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6*(27.4+19.1)]x 1.21 -16.9
Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)]x 1.21 -23.0
Maximum Wind Uplift Load At Connection (lb) 85 mph, Exp. C up=P -368
Maximum Wind Uplift Load At Connection (lb) 95 mph, Exp. C Fup= P -439
Maximum Wind Uplift Load At Connection (ib) 110 mph, Exp. C up= P -598
Roof Unit Dead Load, wdi(psf) Design Criteria 15.0
Roof Dead Load to Truss Connection (lb) FDL=0.6 wd 234
Net Load to Truss Connection (lb) 85 mph, Exp. C FNet- FUP+ FDL -134
Net Load to Truss Connection (lb) 95 mph, Exp. C FNet— Up+ DL -205
Net Load to Truss Connection (lb) 110 mph, Exp. C Net- FUp + FDL -364
Allowable Uplift for Simpson H10 Clip(lb) SPF/Hem-Fir with 160% Increase 850
Allowable Uplift For Simpson H2.5A Clip(lb) SPF/Hem-Fir with 160% Increase 535
Allowable Uplift For Simpson H1 Clip (lb) SPF/Hem-Fir with 160% Increase 400
Revised ROOF DIAPHRAGM CALCULATIONS Printed
8/26/2014 Plan 1768-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_SUHR 8/27/2014