HomeMy WebLinkAboutBLD2005-01370 SFR - BLD Permit / Conditions - 8/25/2005 W
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>- MASON COUNTY PERMIT NO. �"
BUILDING PERMIT APPLICATION
426 W. Cedar• P.O. Box 186, Shelton, WA 98584
Shelton (360) 427-9670 , Belfair (360) 275-4467 • Elma (360) 482-5269
On the web www.co.mason.wa.us
APPLICANT INFO TION CONTRACTOR INFORMATION
Owner Company Name
Mailing-Add ss Mailing Address
City ` State U 12 Zip Code City State Zip Code
Phone Other Ph.' J'ib 2.7I Phone _ — __— Other Ph.
Lien/Title Holder Contractor Reg. # Exp.
E mail addres, E Mail Addre s --
Drivers Lic.# DOB 12112&3Drivers Lic. DOB
SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic
Connect to Water System Name of Water System
Well Sewer System Name of Sewer System
PARCEL INFORMATION -12 Digit Parcol No. .. pq Fire District
Legal Description .1
Site Address (Please includes et name, street nLimber Qnd city)
Directions to site
Will timber be cut and sold in parcel preparation?Yes/
Is property within 200' of Saltwater Lake River/Creek Pond
Wetland Seasonal Runoff Stream Slopes or Bluffs
Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No
TYPE OF JOB - New Add Alt Repair Other PRIMARY RESIDENCE ❑ SEASONAL ❑
Use of Building 'f 11;7" i4164; Describe Work
No. of Bedrooms,_,-3 No. of Bathrooms Square Footage- 1st Floo 2nd Floor
3rd Floor Basement Deck Covered Deck—Other Sq. ft.
Garage Attached Detached Carport Attached Detached
MANUFACTURED HOME INFORMATION - Make Model Year
Length Width Serial No. No. of Bedrooms No. of Bathrooms
Type of Heat Purchase Price$ Replacement Unit? Yes/ No
Installer Name Certification No.
OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.
Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative,or the contractor. I further declare
that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all
the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work
proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or
agent on owners behalf,represents that the information provided is accurate and grants employees of Mason County access to the above
described property and structure for review and inspection. This permit/application becomes null &void if work or authorized construction is
not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY
MEA S O- P, OGR $S INSPECTION.INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION.
X Date:
Owner/Owners Representative/Contractor (indicate which one)
FOR OFFICIAL USE BEYOND THIS POINT Accep d by: Date
DEPARTMENTAL REVIEW APPROVED DENIED 11 NOT S n
Building Department
Planning Department
Environmental Health Department
Fire Marshal
FEES
Building Permit Fee "�-s Site Inspection
Plan Review Fee EH Review Fee
Plumbing & Base Fee Planning Review Fee
Mechanical & Base fee ? Other
Wood /Gas/ Pellet Stove Fee State Fee
Violation Fee Pre-Paid t Submittal
Valuation $ I- Bd TOTAL FEES
FORM MUST BE COMPLETED IN INK PERMIT NO.
PLEASE PRESS HARD MASON COUNTY
PLUMBING/MECHANICAL PERMIT APPLICATION
426 W. Cedar• P.O. Box 186, Shelton,WA 98584
Shelton (360) 427-9670•Belfair(360) 275-4467• Elma (360) 482-5269
On the web www.co.mason.wa.us
APPLICANT FORM CONTRACTOR INFORMATION
Owner Company Name
Mailin dd s Mailing Address
City- State Ik),A Zip Code City State Zip Code
PhoneU2h--3 30 —Other Ph.y9O —,V 7/ Phone Other Ph.
Lien/Title Holder Contractor Reg.4 Exp.
E mail addres E Mail Address
Drivers Lic.# 1Q DOB .3 Drivers Lic.# DOB
SEPTIC INFORMATION - Connect to New Septic X Existing Septic Connect to Sewer System
Name of Sewer System
PARCEL INFORMATION - 12 Digit Parcel. Fire District
Legal Description
Site Address (Please include stceet n me, s1reet n mber a d city) Q
Directions to site
Is property within 200'of Saltwater Lake River/Creek Pond
Wetland—X,—Seasonal Runoff—Stream—Slopes or Bluffs > 15%
TYPE OF JOB - New_Add Alt Repair Other Use of Building KZ5 Ida
Location of Fixtures/Units- 1 st Floor _ 2nd Floor Basement Garage Closet
PLUMBING FIXTURES (Show Number of each) MECHANICAL UNITS
Type of Fixture No. of Fixtures Fees Fuel Type:Electri LPC;_ Natural Gas_ Heat Pump_
Toilets Type of Unit No. of Units Fees
Bathroom Sink Furnace
Bath Tubs Heatpumps
Showers Spot Vent Fan /
Water Heater Propane Tank
Clothes Washer Gas Outlets
Kithen Sinks Wood/Gas/Pellet Stove
Dishwasher Kitchen Exhaust Hood
Hosebibs Dryer Vent !1
Other Other
Base Fee Base Fee
TOTAL PLUMBING TOTAL MECHANICAL
OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of
such is by signature below.I declare that I am the owner,owners legal representative,or the contractor.I further declare that I am entitled to receive this
permit and to do the work as proposed in the application.I declare that I have obtained the permission from all the necessary parties.If permission is
required from any easement holder or any other party in interest regarding this application or the work proposed in the application,I have obtained
permission from them to ply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information
provicjed is accurate and qkants employees of Mason County access to the above described property and structure for review and inspection.
PROO F NT AT OF RK I�BY EANS OF A PROGRESS INSPECTION.� ;„
,: ' z
X Date: .T_
ne�/Owners Representative/Contractor (indicate which one)
FOR OFFICIAL USE BEYOND THIS POINT
Accepted by: Planning Pd Ck# Date Bld Pd Receipt No.
DEPARTMENTAL REVIEW APPROVED DENIED NOTES
Building Department
Occ Group—Type Constr.
Planning Department
Environmental Health Department
FEES
Plumbing & Base Fee Site Inspection
Mechanical & Base fee UFC Plan Review Fee
Wood/Gas/Pellet Stove Fee Other
Violation Fee TOTAL FEES
Reep Engineering & Consulting, Inc.
Date: 02/21/05 LATERAL ENGINEERING CALCULATIONS FOR page 2 of 2
By: I. E. Reep, P.E. HILINE HOMES PLAN 2112
loads are compliant with a basic wind speed of 110 mph and Exposure Factor B which is equivalent
to a 100 mph basic wind speed and Exposure Factor C for buildings with a mean roof height of 15-ft
or less
Design criteria including calculations are included in Tables A, B, and C (attached) as noted above.
Structural loads on shear walls, hold-downs, and drag struts are summarized in Table I (attached).
Specifications for structural components and fasteners are listed in Table D (attached) including
required load restraints and allowable resistive loads for components and fasteners.
DESIGN CRITERIA AND SPECIFICATIONS
Design criteria are based on the 2003 International Building Code (IBC), 2001 National Design
Specification, and the American Society of Civil Engineers (ASCE) Standard 7-02.
Wind and seismic design criteria are given in Tables A and B, respectively.
General specifications for building loads nail loads, anchor and hold-down loads, etc. are
given in Table C.
Lateral specifications, structural loads, and allowable loads are given in Table D.
ENGINEERING CALCULATIONS
Engineering calculations are documented in Tables E through J based on specifications in Tables A,
B, and C. Specifications for structural components and fasteners (Table D) are derived from the
results calculated in Tables E through J. These tables provide the following information.
Table E provides wind shear loads for a basic wind speed of 110 mph and Exposure Factor B
(equivalent to 100 mph and Exposure Factor C for this building) based on criteria in Table A.
Minimum wind loads are provided in Table F based on horizontal pressures equal to 10 psf
and vertical pressures equal to zero per IBC Section 1609.2.1.1. Calculations are based on
the simplified wind load method of IBC Section 1609.6.
Table G provides seismic shear loads based on criteria in Table B and the simplified analysis
procedure per IBC Section 1617.5 and SDC D2.
Table H provides transverse and longitudinal wind, minimum wind, and seismic shear loads
and identifies controlling shear loads for factoring into Table I.
Table I provides transverse and longitudinal loads on the building structure including wall
length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead load
on shear walls, and hold-down loads for various shear wall lengths based on controlling shear
loads from Table I. Allowable dead loads are based on an allowance of 6/10 of the calculated
dead load per ASCE Standard 7-02, Section 2.4.1 for load combinations using the allowable
stress design method of analysis.
Table J provides roof diaphragm load calculations for determining diaphragm shear per IBC
1620.4.3 for seismic loads and comparing these loads with wind and minimum wind loads
from Table H. In addition, diaphragm deflection and axial chord stress are calculated.
Reep Engineering Consulting, Inc. Page A-1
Table A. Wind Design Criteria.
Description Value Description Value
Wind Speed Vas (mph) 110 Vertical Pressures (psf)
Simplified Method per IBC Section 1609.6? Yes Wall Zone E -10.7
Importance Factor- IW 1.00 Wall Zone F -14.6
Exposure & Height Factor (ExposureB) 1.00 Wall Zone G -7.7
Roof Slope 6/12 Wall Zone H -11.7
Horizontal Pressures (psf) Roof Overhang Zone E -19.9
Wall Zone A 24.1 Roof Overhang Zone G -17.0
Wall Zone C 17.4 Roof Overhang Zone F -14.6
Roof Zone B 3.9 Roof Overhang Zone H -11.7
Roof Zone D 4.0
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE
Standard 7-02. A basic wind speed of 110 mph at Exposure Factor B is equivalent to a basic wind speed of 100 mph at
Exposure C for buildings with a mean roof height of 15-ft or less.
Table B. Seismic Design Criteria.
Description Value Description Value
Occupancy Category per Table 1604.5 II Is Period To < T </= Ts =0.345 sec? Yes
Seismic Importance Factor IE per Table 1604.E 1.0 Design Spectral Response: Sa = SDs? Yes
Seismic Design Category per Table 1616.3(1) D2 Seismic Use Group per IBC 1616.2 1
Default Site Class Per IBC 1615.1.1 D Simplified Analysis per IBC 1617.5? No
Regular Structure Yes Seismic Design Coefficient: Cs = SDSIE/R 0.180
Building Frame Structure w/Shear Walls Yes Maximum Unit Shear per Table I: vn,,, (lb/ft) 169
Response Modification Coefficient: R 6.5 Story Shear per Table H: Vstory (lb) 7,660
Mean Building Height h (ft) 12.0 Story Shear Ratio: rmax =10vmax/Vs,ory: 0.22
Building Period Coefficient: Ct (sec) 0.02 Base Story Area: AB (sf) 2,112
Building Period: T = Cth3/4 (sec) 0.13 Square Root of Base Story Area: AB (ft) 46.0
MCE Short Period Acceleration: SMs (g) 1.755 Reduncany Factor: p = 2 - 20/rmax(AB)112 0.02
Site Short Period Acceleration: SDs(g) 1.170 Minimum Redunancy Factor Per IBC 1617.2.1 1.00
MCE Long Period Acceleration: SM, (g) 0.606 SL Shear: E = pQE + 0.2SDSD = pQE
Site Long Period Acceleration: SD1 (g) 0.404 Base Shear/Weight: VSL/W = PCs 0.180
To = 0.2SD1/SDS (sec) 0.069 Allowable Stress Design: VASD = 0.7VsL 0.126
Ts = SD1/SDS(sec) 0.345
Note: Seismic design criteria is based on highest values for Maximum Considered Earthquake (SMs) and site short
period (Sos)accelerations for Seismic Design Category D2.
Revised 02/20/05 Criteria HiLine Plan 2112 Wind, Seismic &Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting' Inc. Page A-2
Table C. General Design Criteria (2 sheets).
Description I Reference/Calculation lfalue
Building Loads
(Allowable Foundation Pressure (psf) IBC Table, 1804.2 1 ,500
Roof Dead Load (psf) Assumption 15.0
Floor Dead Load (psf) Assumption 10.0
Exterior Walls Dead Load (psf) Assumption 15.0
Interior Partition Dead Load (psf) IBC Section 1617.5.1 10.0
4Ground Snow Load - P (psf) Building Department 30.0
Flat Roof Snow Load - Pf (psf) Building Department 30.0
Include 20% Snow Load in Weight for Seismic? IBC Section 1617.5.1 if >/= 30 psf No
Allowable Nail Loads
Lateral Force-16d Sinkers - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 102
Lateral Force-10d Common - d 0.148-in. (lb) NDS Tabl' 11 N - 2X Hem-Fir 102
Lateral Force-8d Common Nails - d = 0.148 (lb) NDS Table 11 N - 3/4X Panels 73
Adjustment fo 10-minute Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1.6
Allowable Force-16d Sinkers - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 163
Allowable Force-10d Common - d = 0.48-in. (lb) NDS Table 11 N - 2X Hem-Fir 163
Allowable Force-8d Common Nails - d = 0.148 (lb) NDS Table 11 N - 3/4X Panels 117
Max. Allow. Toenail Lateral Force in SDC D Ib/ft NDS ASD/LRFD Sect. 4.1.6 150
Allowable Force-16d Sinker Toenails (lb) FToenail = 5/6FAflowabie 136
Allowable Force-10d Common Toenails (lb) FToenail = 5/6FAliowable 136
Allowable Force-8d Common Toenails (lb) FToenail = 5/6FAllowable 97
Simpson Wedge Anchors (3,000 p"i Concrete)
Tension Load for 1/2-in. -dia.w/4.5-in Embed. Catalog -SAS-2004 2,320
Adjustment for No Special Inspection ICBO ER 0631 0.5
Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1 .6
Adjustment for Hem-Fir Framing NDS ASD(/LRFD Table 4.3A 0.93
Allowable Tension for 1/2-dia.w/4.5-in Embed. Per Calculations 1 ,726
Foundation Anchors (ASTM A307 teel Bolts)
Lateral Load for 1/2-in. dia. Anchor Bolts (lb) NDS table 11 E for Hem-Fir 570
Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. load 1 .6
Allowable Shear for 1/2-dia.w/7-in Embed. Min. (lb Per Calculation 912
Lateral Load for 5/8-in. dia. Anchor Bolts (lb) NDS table 11 E for Hem-Fir 830
Adjustment for Wind/Seismic Loads NDS Tabllb 2.3.2 for 10-min. 1.6
Allowable Shear for 5/8-dia.w/7-in Embed. Min. (Ib)j Per Calculation 1,328
Allowable Loads for Simpson Hold-Downs 3,000 psi Concrete)
LSTHD8 Strap Tie with 24-16d Sinkers (lb) Simpson Catalog C-2004 1,950
STHD8 Strap Tie with 24-16d Sinkers (lb) Simpson Catalog C-2004 2,135
STHD10 Strap Tie with 28-16d Sinkers (lb) Simpson atalog C-2004 2,880
STHD14 Strap Tie with 38-16d Sinkers (lb) Simpson atalo C-2004 4,430
LTT20B Tension Tie 10-16d Sinkers Ib Simpson Dataloq C-2004 1 ,750
HD2A HDs with 2-5/8-in dia. Bolts (lb) Simpson atalo C-2004 2,570
HDSA HDs with 2-5/8-in dia. Bolts (lb) Simpson Catalog C-2004 3,130
Revised 01120/05 General Criteria Hi!_ine Plan 2112 Wind, Seismic & Specs 110 mph & C2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-2
Table C. General Design Criteria 2 sheets).
Simpson SSTB Anchor Bolts (2,500 si Concrete)
SSTB16 (6-in wall with 5/8-in dia. w/13-in embed.) I Catalog C�SAS-2004 4,420
SSTB20 (6-in wall with 5/8-in dia. w/17-in embed.)ICatalo CrSAS-2004 4,600
Shear Wail Hold-Downs _
Description Equation/Calculation Value
Allowable Restorative Dead Load Factor ASCE 7�Load Combinations _ 0.6
Shear Wall and Drag Strut Heights (ft) Wall Heights are 8-ft max. _ 8.0
Maximum Tension at End of Shear Wall Segment Tmax = 8v' 0.3w L 2 N/A
Minimum Shear Wall Length for Wind Loads (ft) h/Lsw = 8/ .5 = 2.3
Minimum SW Length for Siesmic Loads (ft) sw = = 4.0
Roof/Floor Diaphragms and Shear Walls
Maximum AR for Unblocked Diaphra ms NDS ASD/LRFD Section 4.2.4 11
Maximum AR for Shear Walls Wind NDS ASD/LRFD Sect. 4.3.4 3.5:1
Maximum AR for Shear Walls Seismic NDS ASD/LRFD Sect. 4.3.4 2:1
Adjustment Factor for AR > 3.5 Seismic NDS ASD LRFD Sect. 4.3.4.1 2b/h
Seismic Adjustment Factor for h = 8-ft & b = 4-ft AFseismic _',(2)4)/(8) = 1 .0
Seismic Adjustment Factor for h = 8-ft & b = 3-ft AFseismic = (2)(3)/(8) = 0.75
Minimum Shear Wall Length for Blocked Panels NDS ASD/LRFD Sect. 4.3.7.1 1-ft
Framing for Nominal ASD Shear > 350-lb/ft NDS ASD/LRFD Sect. 4.3.7.1 3-in
Adjustment Factor for Hem-Fir NDS ASD/LRFD Table 4.3A 0.93
Adjustment Factor for Strength Level Shear NDS ASD/LRFD Section 4.2.3 0.50
Simpson Seismic & Hurricane Ties And Framing Angle Plates
F1 - Lateral Per Catalog C-SAS-2004 415
H1 Siesmic & Hurricane Tie (lb) F2 - Later I Per Catalog C-SAS-2004 140
Uplift - Pet Catalog C-SAS-2004 400
F1 - Later I Per Catalog C-SAS-2004 130
H2.5 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 130
Uplift - Per Catalog C-SAS-2004 365
F1 - Lateral Per Catalog C-SAS-2004 505
H10 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 450
Uplift - Per Catalog C-SAS-2004 780
F1 - Lateral Per Catalog C-SAS-2004 480
H14 Siesmic & Hurricane Tie (lb) F2 - Later I Per Catalog C-SAS-2004 245
Uplift - Per Catalog C-SAS-2004 1,050
A35 Framing Angle (lb) F1 - Lateral Per Catalog C-SAS-2004 450
F2 - Later' I Per Catalog C-SAS-2004 600
Revised 01/20/05 General Criteria HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-3
Table D. Specification of Structural Components and Fasteners (2 sheets)'.
Foundation Anchor Bolt Specifications
Maximum applied shear per Table I (lb). 3,830
Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors ptr mudsill lb). 522
Allowable anchor bolt load for 1/2-in dia. A307 bolts with 7-in. embedment (lb). 912
Simpson MA6 Mudsill Anchor Specifications
Maximum MA6 Mudsill Anchor Load @ 60-in o.c. minimum 2 anchors per mudsill (lb). 456
Allowable MA6 Mudsill Anchor Load (lb) 680
Shear Wall Hold-Down Specifications
Shears walls do not require hold-downs since restoring dead loads exceeds uplift due to shear.
See Table I for hold-down requirements.
Shear Wall Sheathing Specifications
GWB on Left& Center Front Interior Shear Walls
Maximum resistive unit shear load per Table I Ib/ft . 169
Apply 1/2-in. GWB drywall panels to both sides of Hem-Fir framing members with No. 6
Type S or W drywall screws 1-1/4-in long @ 4-in o.c. on all edges and in the field and
all edges blocked. Basic allowable shear = (2)(300) = 600-Ib/fi± (seismic controls) per 279
NDS Table 4.3A for framing @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD is
= 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear = (0.50)(0.93)(600) = 279-
Where interior SW is over a pony wall apply 7/16-in. OSB wood structural panels to
Hem-Fir framing members with 8d nails @ 6-in o.c. all edges t locked. Basic allowable
shear = 560-lb/ft (seismic controls) per NDS Table 4.3A for fra ning @ 16-in o.c. per 260
Note b. Adjustment Factor (AF) for ASD is = 0.50. Allowable shear = (0.50)(0.93)(560)
= 260-lb/ft.
OSB on Exterior Shear Wall Segments
Maximum resistive unit shear load per Table I Ib/ft . 89
Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails
@ 6-in o.c. all edges blocked. Basic allowable shear = 560-lb/ft (seismic controls) per 260
NDS Table 4.3A for framing @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD
is = 0.50. Allowable shear = (0.50)(0.93)(560) = 260-lb/ft. ,
Drag Struts Specifications for Shear Walls
Drag Strut Specifications for Shear Walls Below Roof Eaves
Maximum load on drag struts per table I (lb/ft). 95
Drag wall shear on double top plates fastened together with 2-
Drag on Wall Top 10d nails @ 16-in o.c. and 6-in o.c. at splices. Overlap
Plates splices 4-ft. min. Fasten wall sheathing between shear wall 213
segments at same fastener spacing as on shear walls.
Allowable load for 2-10d nails = (2)(12/16)(142) = 213-lb/ft.
Drag Strut Specifications for Shear Walls Below Gable Trusses
Maximum load on drag struts per table I (lb/ft). 120
Drag on Gable Truss Fasten gable-end truss bottom chord to double top plates with
Bottom Chord and Wall 2-10d toenails @ 16-in o.c. Allowable load for toenails = 177
Top Plates (2)(12/16)(118) = 177-lb/ft.
Revised 02/20/05 Lateral Specs HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/22/2005
Reep Engineering Consulting Inc. Page A-3
Table D. Specification of Structural Components and Fasteners (2 sheets)'.
Drag Strut Specifications for Left Interior Shear Wall
Drag on Truss Bottom Maximum load on drag struts per table I (lb/ft)_ 120
Chord and Wall Top Fasten truss bottom chord to double top plates with 2-10d
Plates toenails @ 16-in o.c. Allowable load for nails = 177
(2)(12/16)(118) = 177-lb/ft.
Drag Strut Specifications for Center Front and Rear Shear Walls
Maximum load on drag struts per tat le I (lb/ft). 95
Drag on Top Plates and Drag roof diaphragm shear on Simpson truss ties fastened to
wall top plates per manufacturer's instructions (see Roof
Truss Ties 307
Framing Specifications). Allowable I ad for 10d toenails and
H2.5 Ties = 307-lb/ft.
Roof Diaphragm Framing Specifications
Structural Component Description Required Allowable
7/16-in unblocked wood structural panels per IBC
Case 1. Fasten with 8-d nails @ 649 o.c. on all
edges and 12-in o.c. in the field. AII'6wable unit
Roof Framing Panels shear (seismic loads control per Table H) = 460- 156-lb/ft 230-lb/ft
(with 8-d Nails) Ib/ft per NDS Table 4.213 for unblock' d panel
diaphragms. Adjustment Factor (AF�for ASD =
0.5. Adjusted allowable unit shear = (0.50)(460)
= 230-lb/ft.
Truss Blocking 2X4 vent blocking in each trussbay. N/A
Fasten roof diaphragm boundaries with 8d nails N/A
Boundary Nailing @ 6-in o.c.
Fasten truss tails to top plates with 10 toenails
and a Simpson H2.5 or H1 Seismic, Hurricane
Ties fastened to trusses with 8d nails and to top
plates per manufactures instruction. (see sheet
Truss Connections S3, Roof Framing Plan). Allowable'Ipad for 2-10d 383-lb 614-lb
(Parallel to Truss) toenails = (2)(12/16)(118) = 177-lb per truss tail.
Allowable load for H2.5 Ties = 130-Ib per truss tail
for Hem-Fir. Total allowable load por truss =
2(177 + 130) = 614-lb per truss (H2.� ties
control).
Fasten truss tails with 10d toenails and Simpson
Truss Connections H2.5/H1 Seismic & Hurricane Ties pier above 383-lb 614-lb
(Perpendicular to Truss) specifications. Allowable load = 614-lb per truss
(H2.5 Ties control).
Note 1: Allowable loads, adjustments, and calculations are provided in Table C, General Design Criteria. Roof
diaphragm loads are calculated in Table J, Roof Diaphragm Calculations.
Revised 02/20/05 Lateral Specs HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-4
Table E. Wind Shear Loads.
Wind Zone Zone one Zone Moment Moment
Zone Pressure Width lit./Depth tea Force Arm ft-lb)
(psf) (ft) (ft) (9f) (lb) (ft)
Horizontal (Transverse) Wind. Loads
Front-to-Back Wall Zone A 24.1 9.6 8.0 76.81 1,851 4.0 7,404
Front-to-Back Wall Zone C 17.4 42.4 8.0 39.2 5,902 4.0 23,608
Front-to-Back Roof Zone B 3.9 9.6 8.0 76.8 300 12.0 31594
Front-to-Back Roof Zone D 4.0 42.4 8.0 339.2 1,357 12.0 16,282
Transverse Base Shear/Moment 9,4091 50,888
Wind Shear Transferred to Roof Diaphragm 5,533
Vertical (Transverse)Wind Loads'
Front-to-Back Wall Zone E 10.7 9.61 16.0 111153.61 -1,644 27.0 -44,375
Front-to-Back Wall Zone F -14.6 9.6 16.0 153.E -2,243 9.0 -20,183
Front-to-Back Wall Zone G -7.7 42.4 16.0 1078.4 -5,224 27.0 -141,039
Front-to-Back Wall Zone H -11.7 42.4 16.0 1078.4 -7,937 9.0 -71,436
Roof Overhang Zone E -19.9 9.6 2.0 19.2 -382 37.0 -14,137
Roof Overhang Zone F -17.0 9.6 2.0 19.2 -326 -1.0 326
Roof Overhang Zone G -7.7 42.41 2.0 84.8 -653 37.0 -24,1 E30
Roof Overhang Zone H -11.7 42.41 2.0 84.8 -992 -1.0 992
Total Uplift on House -19,401 -314,011
Horizontal (Longitudinal)Wind Loads
Side-to-Side Wall Zone A 24.11 9.61 10.0 96.0 2,314
Side-to-Side Wall Zone C .17.41 38.41 13.01 499.2 8,686
Longitudinal Base Shear 11,000
Wind Shear Transferred to Roof Diap ragm 7,333
Vertical (Longitudinal) Wind Loads
Side-to-Side Wall Zone E -10.7 9.6 26.0 1249.6 -2,671
Side-to-Side Wall Zone F -14.6 9.6 26.0 1249.6 -3,644
Side-to-Side Wall Zone G -7.7 22.4 26.0 582.4 -4,484
Side-to-Side Wall Zone H -11.7 22.4 26.0 582.4 -6,814
Roof Overhang Zone E -19.9 9.61 1.0 9.6 -191
Roof Overhang Zone F -17.0 9.6 1.0 9.6 -163
Roof Overhang Zone G -7.7 22.4 1.0 22.4 -172
Roof Overhang Zone H -11.7 22.4 1.0 22.4 -262
-18,402
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Revised 02/20/05 Wind Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-5
Table F. Minimum Wind Shear Loads.
Wind Zone I Zone One Zone Moment Moment
Zone Pressure Width Ht./Depth Alyea Force Arm (ft-lb)
(psf) A (ft) ( f) (lb) (ft)
Horizontal (Transverse) Windy `gads
Front-to-Back Wall Zone A 10.0 9.6 8.0 76.8 768 4.0 3,072
Front-to-Back Wall Zone C 10.0 42.4 8.0 339.2 3,392 4.0 13,568
Front-to-Back Roof Zone B 10.0 9.6 8.0 76.8 768 12.0 9,216
Front-to-Back Roof Zone D 10.0 42.4 8.0 339.2 3,392 12.0 40,704
Transverse Base Shear/Momentl 8,3201 66,560
Wind Shear Transferred to Roof Dia-phragmi 6,240
Vertical (Transverse)Wind Loads'
Front-to-Back Wall Zone E 0.0 9.6 16.0 153.6 0 27.0 0
Front-to-Back Wall Zone F 0.0 9.6 16.0 153.6 0 9.0 0
Front-to-Back Wall Zone G 0.0 42.4 16.0 678.4 0 27.0 0
Front-to-Back Wall Zone H 0.0 42.4 16.0 678.4 0 9.0 0
Roof Overhang Zone E 0.0 9.6 2.0 19.2 0 37.0 0
Roof Overhang Zone F 0.0 9.6 2.0 19.2 0 -1.0 0
Roof Overhang Zone G 0.0 42.4 2.0 84.8 0 37.0 0
Roof Overhang Zone H 0.0 42.4 2.01 84.8 0 -1.0 0
Total Uplift on Housel 01 0
Horizontal (Longitudinal)Wind Loads
Side-to-Side Wall Zone A 10.01 9.6 10.0 96.0 960
Side-to-Side Wall Zone C 10.0 38.4 13.0 499.2 4,992
Longitudinal Base Shear 5,952
Wind Shear Transferred to Roof Diaphragm 3,968
Vertical (Longitudinal) Wind ads
Side-to-Side Wall Zone E 0.0 9.6 26.0 1249.61 0
Side-to-Side Wall Zone F 0.0 9.6 26.0 249.6 0
Side-to-Side Wall Zone G 0.0 22.4 26.0 1582.4 0
Side-to-Side Wall Zone H 0.0 22.4 26.0 582.4 0
Roof Overhang Zone E 0.0 9.611.0 9.6 0
Roof Overhang Zone F 0.0 9.6 1.0 9.6 0
Roof Overhang Zone G 0.0 22.4 1.0 22.4 0
Roof Overhang Zone H 0.0 22.4 1.0 22.4 0
0
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Revised 02/20/05 Min. Wind Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-6
Table G. Seismic Shear Loads.
Load Height/ Length Area Weight Shear
Building Component Width ft s lb Load
(p (ft) ( ) ( ( ) (lb)
Main Roof Diaphragm (Dead Load) 15.0 2,112 31,680 31991
Main Roof Gables (Dead Load) 10.0 8.5 32.0 272 2,720 343
Main Level Exterior Walls 15.0 2,112 31,680 3,991
Main Level Partitions 10.0 2,112 21,120 2,661
Total Main Level Weight/Shear Load 87,200 7,660
Roof Diaphragm Tributary Dead Load 1 60,800
iLine Plan 2112 Wind Seismic & Specs 110 m h & D2.xls 2/20/2005
Revised 02/20/05 Seismic Loads H p p
Reep Engineering Consulting, Inc. Page A-7
Table H. Controling Shear Loads.
Main Floor Level Second Floor Level
Transverse Longitudinal Transverse Longitudinal
Wind Load Ib) 5,533 7,333 N/A N/A
Minimum Wind Load Ib 6,240 3,968 N/A N/A
Seismic Load Ib) 7,660 7 660 N/A N/A
Note: Shaded cells indicate controling shear loads.
Revised 02/20/05 Controling Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-8
Table I. Shear Wall Loads.
Transverse Loads (Seismic C' ntrols)
Floor Level Main Floor Level Second Level
Wall Identification Left Center Rigjht
,Applied Shear (lb) 3,830 3,830
Wall Length ft) 32.0 48.0
Applied Unit Shear Ib/ft 120 80
Shear Wall Length ft 23.3 43.0
Resistive Unit Shear (Ib/ft) 164 89
Unit Drag Load (lb/ft) 45 9
Unit Wall DL Ib/ft) 170 144
Max. Hold-Down 3-ft SW (lb) 856 24
Max. Hold-Down 4-ft SW (lb) 499 21
Max. Hold-Down > 6-ft SW (I 521': -843'
Note: No hold-downs are required on Front and Rear walls.
Longitudinal Loads (Seismic Controls)
Floor Level Main Floor Level Second Level
Wall Identification Front Center Rear
Front
Applied Shear (lb) 1,277 3,830 2,553
Wall Length ft 28.0 52.0 52.0
Applied Unit Shear Ib/ft) 46 74 49
Shear Wall Length (ft) 18.0 22.7 33.0
Resistive Unit'Shear (Ib/ft) 71 169 77
Unit Drag Load Ib/ft 25 95 28
Unit Wall DL Ib/ft 180 360 1560
Max. Hold-Down 3-ft SW (lb) 81 378 -353
Max. Hold-Down 4-ft SW (lb) -297 378 -1,109
Max. Hold-Down > 6-ft SW (I -1 ,377 -2,538 -3,269
Note: No hold-downs are required on Front, Center Front and Rear walls.
Revised 02/20/05 Shear Wall Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-9
r
Table J. Roof Load Calculations.
Description Deference Equation/Commen Value
Roef/l°loor Diaphragms Load Cal 'ulations'
Diaphragm Shear/Weight IBC Sect. 1620.4..3 FPAIVP = 0.21ESDS = 0.234
iDiaphragm Weight (lb) Report Table G WP = w ARoof - 60,800
Strength Level Diaphragm Shear (lb) IBC Sect. 1620. .3 FP = 0.21ESDSW 14,225
Service Level Seismic Diaphragm Shear (lb) ASCE Sect. 2.4!, IQ = 0.7E = 0.7QE = 9,957
Max. Service Level Shear From Table H (lb/ft) Report Table H, Q = Seismic 7,660
Diaphragm Span (ft) Design DrawinqS b = 32
Service Level Diaphragm Unit Shear (lb/ft) Calculation yr = 1/2Q/b = 156
Roof Diaphragm Deflection Calculation
Modulus of Elasticity-Diaphragm Chord (psi) NDS No. 2 DF-L 1 ,600,000
Area of Diaphragm Chords (in 2 Design Drawin Achord = 2(1.5)(5.5) 16.5
777-
Moment of Intertia of Diaphragm Chords in4 Calculation I = 2AChord(b/2) = 1 ,216,512
Diaphragm Length (in) Design Drawings L = 12*52 = 624
Diaphragm Deflection (in) Calculation y = 5vrL /384E1 0.16
Exterior Wall Height (in) Design Drawings h wall = 12*8 = 96
Allowable Diaphragm Deflection (in) IBC Table 1617.3.1 yA„ow. = 0.025hWa„ 2.40
Roof Diaphragm Chord Stress Calculations
Diaphragm Moment (ft-lb) Calculation M = vrL /8 = 52,587
Diaphragm Chord Force (lb) Calculation C = T = M/b = 1 ,643
Axial Chord Stess (psi) Calculation F = P/A = 100
Allowable Parallel Compressive Stress (psi) NDS Table 4A No. 2 Hem-Fir 1 ,300
Allowable Parallel Tensile Stress (psi) NDS Table 4A No. 2 Hem-Fir 525
Revised 02/20/05 Roof Calculations HiLine Plan 2112 Wind, Seismh c & Specs 110 mph & D2.xls 2/20/2005
HiL ICE - Building Permit Information Farm - 2112 Pie
This form contains the information you'll need to complete your building permit packet. We've included information for all counties,
some of it may not apply to yours. If you have any questions, please give us a call at 360-807-1849
Applicant/Owner/Contact Information: Your name, address, phone number
Contractor Information: Name: HiLine Homes
Address: 1213 Long Rd
Centralia WA 98531
Phone: (360) 807-1849
License# 1 I 1 T
Expiration: 2�
Tax Parcel#/Assessor's Acct.#: This will be with your property information.
Job Site Address: Your new home address(example: xxx Filmore St.)
Legal Description: This will be with your property information. (example:Lot xx Large Lot Sub Division xxx in Lewis County etc.)
This will be a New Single Family Residence
Describe work/Type of Job: New Home construction
Home Information: Floor Area: (sq.footage)
Main/1st: 2112 #of stories: 1 Caruorts: 0
Second: 0 Bedrooms: 3 Decks: 0
Basement: 0 Bathrooms: 2 Porches: 96
Total: 2112
Garage: 528 (Attached)
Construction Method: Wood frame
Heating System:
Be sure to choose the information below that correlates with the heat system you have ordered.
HVAC/Mechanical Contractor is the company installing your heat system.
Cadet/Wall Mount/Zone Heaters: Standard heats stem
Iic
taller: North Pacific Electric Contact: Bernie/Kim
ense#: NORTHPE994JB Phone: 360-943�6020
piration: 04/01/04 Location: Olympi@anuf: Marley Brand:
odule#: KW: 10.5
HF: AMPS: 20
permits,for the#of wall heaters,put 1,or you'll be charged extra for every one.
Heat Pump w/furnace w/HWH:
Ii
staller Chehalis Sheet Metal Contact: Dave Pyles
cense#: CHEHASM252MH Phone: 360-748-9921
xpiration: 07/02/03 Location: Chehalis
anuf: Trane Module: 2TWR103OA1000A KW: 10
onnage: 21/2 HSPF: 7.75 Seer: 10
RA: 73 Efficiency: 100%
Ii
u l a o ro ne f acstaller: Chehalis Sheet Metal Contact. Dave Pyles
cense#: CHEHASM252MH Phone: 360-748;9921
xpiration: 07/02/04 Location: Chehalis
anuf: Trane Module: TDE06OA936 Watts: 977
TU: 60,000 Efficiency: 80%
Spot Vent Fan: 1 Kitchen Exhaust Fan: 1 Dryer Vent: 1 Wood/Gas/Pellet Stoves: 0 Gas Outlets: 0
Plumbing System: Installer: Dee Dubs Plumbing Contact: Darren
License#: DEEDUPL1990KQ Phone: 360-456-7469
Expiration: 05/31/04 Location: Olympia
Toilets: 2 Bathroom Sinks: 3 Bath Tubs: 1 Showers: 2 Kitchen Sinks: 1 Water Heater: 1
Clothes Washer: 1 Dishwasher:_1 Hose Bibs: 1 (first 4 enter quantity of 1, every home has 2)_
Energy Compliance Information:
Compliance Method/Path:Always#3 (Per Washington State Energy Code)
Total sq. ft of glazing (glass): Standard home: 232. w/slidircl glass door option: 249 divided by
total sq. ft. of heated area: 2112 equals a glazing percentage of 1% standard or 12% w/sliding glass door option.
Swinging doors and skylights are not counted in this configuratio ecause they meet all requirement minimums.
Window Schedule: See attached form.
Ventilation System:
Intermittently operating Whole House Ventilation System using exhaust fans&window fresh air vents. (VIAQ 303.4.1)
House Fan Specifications: Whole house fan: Qty: 1 Manuf: Solitaire Ultra ilent Module#: S110U CFM: 110
Bathroom One-Bulb Heater/Fans: Qty 2 Man it: Solitaire Ultra Silent Model#: 162 CFM:70
Copyright 2003 HiLine Homes of Centralia
r For office use only)
Stock plan number 2003-
Stock Plan fee: (Subsequent reviews 20%permit fee) $
13c�t7s
Mason County Community Development
Request for Stock Plan Approval
Applicant:
A6kA, PeM4E�L5
Mailing Address: ;
Telephone: Fax: JCellular7Pager/Other: E-Mail Address:
Describe Project:
No. of Bedrooms No. of Bathrooms: Height of Structure: Number of Floors:
(Max.proposed:) 1 I `
1
If Engineer or Architect prepared, do you have Snow Load: Manufactured truss
letter authorizing multiple use? Engineering included?, ,
Square Footage of Structure:
Include options/maximum square footage (see Stock Plan Policy for allowable options)
Main Floor: Second Floo Third Floor Basement:
a� � C V-, C- Y 4
" , 1',, C-,
Carport: Garage: Decks: Y CoveredPorch:
Y ) /c,
Storage: Other (Describe):
Heat type: WSEC Compliance: Prescriptive Option: -9-�_ VIAQ Compliance:
or Component Performance:
Plumbing Fixtures: Mechanical Units:
Toilets: P Furnace: L
Bathroom Sink: 3 'D . a`� Heat Pump: ,/>*,
Bathtubs: n, o Spot Ventilation Fans: 2�17
Showers: Propane Tanks: -
Water Heaters: C p°� Gas Outlets:
Clothes Washer: t Fireplace/Stove:
Kitchen Sinks: Fuel Source?
Dishwashers: Kitchen Ex. Hoods:
Hose bibs: Dryer Vent:
Other: Other:
NAME Z�kI/ es ' '44 [ f '�77�1 �S NORTH VICINITY MAP
SITE ADDRESS AivlP
CITY
ZIP 98 �{
MAILING ADDRESS
CITY (u +--o
ZIP 98
PARCEL#
PHONE NUMBER H
w 3 0
MILES FROM HILINE HOMES LAli
r
1 \1 Q
4
i bo .
0
x
II
E
MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT
WSEC/VIAQ Compliance Application
Owner: Telephone r _ Parcel#: 41=
5
Type of project ( X New Residence ( )Addition ( ) Remodel
Total Sq. Ft. 1 s Floor : 2 nd floor: Heated Basement:
of heated area:: a/ 1�?
Heating System Type: Af Electric wall heater O Electric Central Furnace O LPG Furnace
O Heat Pump with electric furnace O Heat pump with gas furnace O Boiler, specify fuel type:
O Other: Specify-
Glazing Prescriptive Option see reverse side circle one: I II III
Percentage: Compliance
Method' O Component Performance , Chapter 5— Calculation worksheets required
— _% Check one:: O Systems analysis, Chapter 4
Whole House Ventilation system O Whole House Ventilation using a Heat
Ventilation using exhaust fans&window or wall fresh air
Recovery Ventilation System (VrAQ 3o3.4.a�
System vents (VrAQ 303.4.1)
Check one
O Whole House Ventilation Integrated O Whole House Ventilation using an inline
with a Forced Air System (VZAQ 303.4.2) supply fan. VIAQ 303.4.3)
Window & Door Schedule (If needed, attach an additional sheet)
Total
Manufacturer Room/location U-Factor Size Quantity Square Feet
Windows:
o, 7s- ' X5, a�
Yl 3' l
16
� / � S S '
t Z > >e,a
! 57 /
, ' 5-' /
o
Windows: Total Sq. ft. 3
Doors:
Doors: Total Sq. Ft
Total window and door area
Total window & door area /(divided by) total sq. ft of heated area = %of glazing
—---- Detach And Display Certificate -----,
DEPARTMENT OF LABOR AND INDUSTRIES -- -�
REGISTERED,AS 'PROVIDED BY LAW AS' Ii
i ! CONST CONTr GENERAL ( I
10/2006,
EF ' CTIVE lA'TE` 01/30/2002
HILINE HOMES
11306 62ND AVE E
PUYALLUP WA 98373
�j I I
`---- Detach And Disl)lay Certificate — s
it
HiL ICE
Window Schedule for
H O M E S PLAN 2112
Manufacturer: Milgard Windows Inc.
Type: Vinyl
Model: Style Line Series
U-Value = 0.35
Window SIZE GLAZING TOTAL LOCATION
Quantit widthxhei ht AREA SQUARE FT.
1 5'Ox5'0 25 25 Bedroom#2
1 5'Ox5'0 25 25 Bedroom#3
----2 — f�astef-BedFsam
1 3'Ox3'0 9 9 Master Bath
1 2'Ox5'0 10 10 Entry
1 4'Ox3'6 14 14 Kitchen
1 6'Ox4'0 24 24 Den
1 4'Ox5'0 20 20 reat Room
1 8'Ox5'0 40 40 reat Room
1 6'OX6'10"SGD 41 41 Dining Room
Total Window Area = ' 232 SQ. FT. rotal Glazing Area = 232 SQ.FT.
(232 / 2112) 0.11 x 100 = 11%
(Glazing Area / Conditioned Floor Area) x 100 = Glazing Percentage
If a sliding glass door option was chosen, switch the appropriate window with
he slidinq lass door and use the calculation below.
1 1
Ox6'10 SGD 41 41 �[ppropriate Room
(249 / 2112) 0.12 x 100 = 12%
(Glazing Area / Conditioned Floor Area x 100 = Glazing Percentage
All other doors,windows and skylights do not need to be calculated because they
meet all minimum requirements
Updated 5/5105
PyoN.srgTFO� MASON COUNTY
o A o N Department of Community Development
o N
F z Planning Division, P O Box 279, Shelton, WA 98584
z� N y y (360)427-9670
OJ a0
1864
NOTIFICATION OF AQUIFER RECHARGE AREA
August 12, 2005
JIM PETRAITIS
71 PAISLEY WY
SHELTON WA 98584
Case No.: BLD2005-01370
Parcel No.: 420087500051
Project Description: SFR
Dear Applicant:
The subject property is located within an Aquifer Recharge Area. The owner of any site within a designated
Critical Aquifer Recharge Area as identified in the Mason County Critical Aquifer Recharge Areas map,on
which a development proposal is submitted, must record a notice with the Mason County Auditor.
Once the Title Notification is recorded with the Mason County Auditor's Office, a copy of the notice is to be
submitted to the Mason County Planning Department. This copy is required prior to the issuance of the
Building Permit(s). A form has been attached for your convenience. Please complete, sign, record and
return the form to this office as soon as possible to avoid delays in the processing of your permit. Please be
prepared to pay$19.00 for the first page and $1.00 for each additional page at the time of recording. Also
included for your referral is the Critical Aquifer Recharge Areas section of the Mason County Resource
Ordinance.
Please contact me at(360)427-9670, ext. 295 if you have questions.
Sincerely,
Tammi Clark
Land Use Planner
Mason County Planning Department