HomeMy WebLinkAboutBLD2006-00450 Garage Final - BLD Permit / Conditions - 7/17/2006 Inspection Line(360)427-7262
MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670,ext.352
Mason County Bldg. III 426 W. Cedar P.O. Box 186
Shelton, WA 98584
RESIDENTIAL BUILDING PERMIT BLD2006-00450
OWNER: RICK IOSET RECEIVED: 3/24/2006
CONTRACTOR: GARAGES ETC 253-539-1010 LICENSE: GARAGE1O8187 EXP: 3/15/2007 ISSUED: 4/24/2006
SITE ADDRESS: 15831 E STATE ROUTE 106 BELFAIR EXPIRES: 10/24/2006
PARCEL NUMBER: 222145200012
LEGAL DESCRIPTION: HAPPY HOLLOW BEACH TR 12 &T.L.
PROJECT DESCRIPTION: DIRECTIONS TO SITE:
GARAGE HWY 3 NORTH. PROPERTY IS 10-15 FEET SOUTH OF MILE MARKER 16
ON WATER SIDE. ADDRESS ON MAILBOX. CLEARED AREA. NO
PUMPHOUSE VISIBLE
General Information Construction &Occupancy Information Square Footage Information
No.of Bedrooms: Type of Constr.: V-B
Type of Use: SF Insp. Area: No. of Bathrooms: Occ. Group: U-1 Lot Size: Deck: 90
Type of Work: ACC Fire Dist.: 2 No. of Stories: 2 Occ. Load: Building: Garage-Detached 912
Valuation: Building Height: 19 Occ. Status: Seasonal Basement:
Manufactured Home Information Setback Information Shoreline &Planning Information
Make: Length: Ft. Front: E 10.0 Ft. Shoreline: Ft. Water Body: HOOD CANAL
Rear: W 90.0 Ft. Slope: Ft. SEPA?: No
Model: Width: Ft. Side 1: IN 10.0 Ft. Shoreline Desig.: Urban
Year: Serial No.: Side 2: S 5.0 Ft. Comp. Plan Desig.: Rural
Plumbing Fixtures Mechanical Fixtures FEES
Type Qty. Type Qty. Type By Date Amount Receipt
Plan Check Fee KS 3/24/2006 $236.11 S12006000
Planning Review Fee KS 3/24/2006 $155.00 S12006000
Building State Fee RTB 4/5/2006 $4.50 S12006000
Building Permit Fee RTB 4/5/2006 $363.25 S12006000
Total $758.86
BLD2006-00450 Please refer to the following pages for conditions of this perrnft. 1 of 4
CASE NOTES FOR
BLD2006-W450
CONDITIONS FOR
BLD2006-00450
1) Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division.
There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at
1-800-647-P982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law.
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2) The international code requires a fire apparatus access road for every facility, building, or portion of a building that is more than 150'from an approved
access road. Roads are required to meet the minimum Mason County Fire Marshal standards for Fire Apparatus Access Roads up to the point where
such connect with a county maintained public road or to another fire apparatus access road which connects to a county maintained public road.
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3) All approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will
not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building
Dep94n3ent prior to any further inspections being performed or approvals granted.
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4) In accordance with international codes and Title 14, Mason County Building Code, "Standards for Fire Apparatus Access Roads," all new structures that
require an address shall have approved numbers or addresses located at the beginning of long driveways when the address is not clearly visible from the
access road. The numbers shall also be plainly visible and legible from the street or road fronting the property and shall contrast with their background.
Mason County Building Department requires that this be completed prior to calling for any site inspections. A re-inspection fee based on rates as adopted
by the jurisdiction and the international codes will be assessed if the owner and/or contractor fail to post the address on site prior to requesting
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5) The plan review check list and corrections are part of the approved plans and must remain thereto. It is the responsibility of the applicant to make the
corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building
Official. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or
remoyal,Qf approved documents will result in failure of required building inspections.
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6) This structure is approved as un-heated space. If at any time this building is to be used for anything other than what it is approved for, a change of use
perrpit all be applied for, reviewed and approved prior to the change.
BLD2006-00450 Please refer to the following pages for conditions of this permit. 2 of 4
?) Concrete used for basement walls, foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other
vertical concrete work exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2).
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8) This structure is limited to U-occupancy anc use only(private garages, carports, sheds, and agricultural buildings.) An other use will be in violation of the
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inter ttignal codes and Mason County Regulations unless a"Change of Use" permit is applied for, reviewed and approved.
9) Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building
Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached
thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be
chargpd,,�r[d shall be collected by the Building Department prior to any further inspections being performed or approvals granted.
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10) All construction must meet or exceed all local ordinances and the international codes requirements as adopted and amended by Mason County and the
State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in
per r ocation.
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11) All changes to"approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County
ord�i a}Ge or reg
X(A tulation, must be reviewed and approved by Mason County prior to construction.
12) CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED
BUILDING CODE.
The construction of the permitted project is subject to inspections by the Mason County Building Department,. All construction must be in conformance
with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building
Inspectorshall be made prior to requesting additional inspections.
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13) All property lines shall be clearly identified at the time of foundation inspection. X G "�
14) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure
to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with
X asgn County ordinances and building regulations.
15) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for
action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit
holder,bave prevented action from being taken. No more than one extension may be granted.
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BLD2006-00450 Please referto the following pages for conditions of this permit. 3 of 4
16), Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners,
connectors, and flashing. Install metal connectors approved for contact with the new types of pressure treated material.
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17) Appro fe der dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure.
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18) Water Au ty is not to be degraded to the detriment of the aquatic environment as a result of this project.
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This permit becomes null and void if work orconstruction authorized is not commenced within 180 days,or if construction or work is suspended for a period of 180 days at any time after work is
commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied.Proof of continuation of
work is by means of a progress inspection.The owner or the agent on the owners behalf,represents that the info7ion provided is accurate and grants employees of Mason County access to
the above described properYU-r
ucture for d inspection.
OWN ER OR AGENT: DATE:
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BLD2006-00450 Please referto the following pages for conditions of this permit. 4 of 4
n for permit: BLD2006-00450 Page 2 of 7
Activities
Date Date Assigned Done
Description Assigned Done Status To By
Framing Inspection 06/22/2006 06/27/2006 FAIL TV
FRAME FAIL, 1. PROVIDE LEVEL LANDING THE WIDTH OF THE STAIRS AND 3 DEEP A MAX OF I
\ 3/4" BELOW 1ST STAIR TREAD SQ EXTERIOR DETAIL PG 3 OF 3,2. PLANS SPECIFY JOIST
1 1 FRAMING AT 16"O.C.JOIST ARE AT 24" O.C., 3. DECK DETAIL SHEET#3 SPECIFIES PC 46 POST
CAPS FOR CONNECTIONS OF COLUMNS TO BEAMS, 4. PLANS SPECIFY JOIST TO BE HUNG ON
LEDGERS W/AN APPROVED JOIST HANGER, THE 1ST LEVEL OF JOIST ARE TOE NAILED ALSO
PLANS SPECIFY METAL FLASHING AT ABOVE LEDGER, 5. PLANS SPECIFY 2 X 1 STRINGERS
WITH PT 2 X 6 STRONG BACKS STRONG BACKS NOT INSTALLED AND SPECIFY STRINGERS TO
r, +� BE HUNG W/METAL HANGERS, HANGERS MISSING, 6. TRUSS BOTTOM CORDS ARE NOT
_v DESIGNED FOR ANY LIVE LOADS AND REQUIRE BRACING 10 O.C. SEE TRUSS CALCS IF UPPER
ARE WILL BE USED FOR STORAGE OR OTHER USES, PROVIDE ENGINEERING REVISED CALLS
FOR PROPOSED USE OR REMOVE FLOOR SHEATHING, 7. PROVIDE TRUSS ENGINEERS
APPROVAL OR FIX FOR ALTERED GABLE END TRUSSES, TRUSS ALTERED TO INSTALL WINDOW
AND DOOR AND BRACE PER TRUSS PLANS,8. 2' EAVE OVERHANG PROJECTS 22"INTO 5'
SETBACK REMOVE SAVE OR OBTAIN A VARIANCE.9. PRIOR TO FINAL APPROVAL OWNER OR
CONTRACTOR SHALL VERIFY IN WRITING THAT ADEQUATE MEASURES HAVE BEEN
INSTALLED TO RELIEVE STORM H2O IMPACTS TO ADJACENT PROPERTY./
HOLD 06/22/2006 06/22/2006 DONE TAM
Prior to final inspection, owner/contractor to verify drainage issues are resolved with regard to
act ad a en B b ra Robinson
HOLD 06/21/2006 06/21/2006 DONE KJM
OK for inspection: 2' overhang is legally non-conforming. The existing garage had the overhang
to the property line. The new reconstructed garage and overhang have been altered to be less
non-conforming, therefore is allowed per Development Regulations 1.05.016.
ra ng nspection 06/08/2006 06/13/2006 RLS
NOT READY, T OVERHANG ENCROACHES 22"INTO 5'SETBACK, REMOVE OVERHANG OR GET
VARIANCE.
Foundation Wall Inspection 05/02/2006 05/03/2006 PASS LDK
NOTE ON PERMIT MAINTAIN MIN 2" CLEARANCES FROM REBAR TO PANELS FIX AND
PROCEED
Footing Inspection 04/27/2006 05/01/2006 PASS RLS
EXT FOOTING AND SETBACKS PASS
http://www.co.mason.wa.us/permits/main.php?caseno=BLD2006-00450&case type=BLD 7/3/2006
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Date By Data By, FIRE DEPARTMENT
Foundation Walls Floors Date By
Date �15 3 ByL&--- Data By DECKS
FRAMIN Weis Date By
Date 0 B ( Data By PROPANE TANKS
PLUMBING vault Date By
Date By OTHER
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Date By Int Brace Wall Date By W
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Jul 06 06 09: 50a Randy Thompson 360-426-0726 p. l
THOMPSON Randall Thompson, P.E.
E N G I N E [ R I N G 360-432-8903
113 P.D.Box 2003 • Sholton, WA • 98684 Fax:360-426-0726
ll.
DATE: 7-6-06
Garages Etc., Inc.
2520 96i°St E
Tacoma, WA 98445
Re: Ioset Garage-Thompson Engineering Project#06-078
Dear Rick,
The upper deck landing joists my be pressure-treated 2x6's at 24"on center with a
maximum span of 6%6".
If you have any questions, don't hesitate to call me at 360-432-8903
Sincerely,
Randy Thomps6n,P.E. `;
7,1
y r:.s
J u I - 3 - 2006 9 : 1 3AM TRUSS S �41 , ,� No . 506 2 P . I
Tm�$ ---Type ty Vii-
lab iuss
-- I I1 1= R71181591
1-AT ATTIC 11 optional)
Trues-Span LumirrrFTs,Au MekIndu.,Inc. ue may 09 07:23:50 2005 Page,con 9aao+
2&3,10
-30-0 14-104, 10-5-13 12 13.8.9 19-1-12 21.041 24.0.0 .
63-10 3-0-0 1.104 5-7-9 1-6-3 5-7-9 1-10-4 3-M 2-0-0 Scsie^1:72.9
2-0-0 34 M1120 10
7
3A M1120 11 C'
1XV
10 M1120 2YA M1120 I
W M1120 11
ax axIQ M1120
6.00112
5.6 M1120z:- 3 9
120:::-
2 t6 10
18 17 16 15 14 13 12
345 M1120 11 MM1120= 9A4 M1118M= Us MIX= 3X6 M1120 11
W M1120 11 5*141120-
1 .2-3-10 1 3-o.94 V296i t 19-1-12 .21-0-01 24-NMI!2F��10_1
2-3-10 3-0-0 1.IN4 14-3-8 1-104 3-0-0 2-3-10
a 12:0-0-13 0-2-67 [18:0:g:.156_1-12
LOADING(psf) SPACING 2-0-0 C81 DEFIL in (W) IM0 Ud PLATES GRIP
TCLL 2510 Plate$Increase 1.15 TC 0.85 Vert(LL) 0.38 14-16 �7415 240 MI:20H 155/14:
TCDL 10.0 Lumber Increase 1.15 SC 0.42 Vart(TL) -0.81 14-10 �488 180 MI le 1 70/1 4
BCLL 0-0ir Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 12 n/a n1a
SCOL 10.0 Code IRC2003/TP12DO2 (Matrix) Weight 190 lb
LUMBER BRACING
TOP CHORD 2 X 4 HIM 185OF 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 5,0.0 oc purllns
3-6 2 X 6 HF 165OF 11.5E,&-9 2 X 8 HF 166OF 152 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
BOT CHORD 2 X 10 DF 195OF I 7E
WEBS 2 X 4 HF Stud/Std
REACTIONS (lb/size) 18=1938/0-6-8.12=1938/0-5-8
Max Upliftl"4(foad case 3),12=-64(load case 3)
FORCES (lb)-Maximum Compression/MaMmum Tension
TOP CHORD 1-2=0/67,2-3=-1 131/33,3-4=-1675/0,4-5-1434198,M=01918,6-7=0/918,7-8--1434/98.8-9---1675/0,9'40=11 131133
10-11=0/67
807CmORo 117-18=0/0,16-17=011007.15-16=0/1314.14-15=011314,13-14R011007 12-13=0/0
WEBS 5-19=-2332f81.7-19=2332/61,4-16=01767.8-14=01767,2-118=-194"B,3-1Em0/944,3-17=-1643/0,2-17-011524
9-14;,0/944,9-13=.1643/0, 10-12=1948MS,10-13=0/1524.6-19=01290
NOTES
1)Unbalanced root live[*ads have been considered for this design.
2)Wind:ASCE 7-02;85mph;h=26ft:TCDL=8.Opsf;BCDL=6.Opsf;Category(1;Exp R,enclosed C-C Exterion(2),cantilever left and right
exposed!;end vertical left and right exposed;Lumber DOL=1 33 plate grip DOL=1.33. 1 0 14[ D
3)This truss has been designed for a 100 pal bottom chord live load nionconcurrent with any other live foods
4)All plates are MT20 plates unless othervAsa indicated.
5)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,&19,7-19
6)Bottom chord live load(40,0 psf)and additional bottom chard dead load(6-0 pat)applied only to room 14A a
7)This truss is designed In accordance with the 2003 International Residential Code sections R502 11 1 and R802 10.2 and referenced .3f11
standard ANSIITPI I , C,-
LOAD CASE(S)Standard
Lek
'P
A L
E-XFiREs:08-01-06 7
May 9,2006
WARNING-V*eft d-Ign jmir-a-;and MUD NOTES ON TRIS AND ISM==AUTEW RAS=ZNCZ PAaV AIM 74213 JIZVOAZ VSS. 7777 Gftomb6d L&A. •
De- cold 1011,only with We,conrcwrii,Itildoion is baled o,ty upon P=melers shown.and is far or individual buidng component. suite 109
.�N=iobfliity of design F��n"and propw Incorpoeown of comoowl is responsibility of bulidii-Q signer-not I-designer.Bracing-+.- cus Holghtn'Q&95610
"for btei,al 5upport of rdividual�b mcmb�orily.Adalflonal tamponpry bmciN to irwwto stability dwing comh'ction is the rnponsibibity of the Nil
•.welcr.Additional permanent bracing of the overall shictursi Is tho ratponijoifty of the building deviorw.Fo(QtmxoI ovidaoc"ftmeing
fabrication.Quality conkN.storage-delivery.erection and bracing,-ulf AN$I/TMIGYqMyCdltp.D$8-89 and BCS11B.MsrgComponent a
Say Infamatfom avallaVe from Trvss Plali�Imlilvie.5K Vonofrio Dnve.Madison,M 53719. MiTak
Jul . 7. 2006 7 : 24AM TRUSS SPAN No - 5257 P. 2
JOD TIIIBt toss TYPO ay Ply BElFA111-beet
R21 f1e06B0
f161iD1� 1.Ai9 ATTIC I
2 I f
Job Rcfcronco(optional)
711J1►Epe L1M1EM7eMe,Album,VIA owl,.Ined WWI& 6.200 s dul 13 2005 MiTek Induatrlea,Inc. Mon JW 0i DB:32:633 tom Pape i
-2-0-0 :s ads MI12011 26-3-10
-2-3�-10 f 3.40 I4.10-4 14513 -' 1 -0.0119.g,�y1L 19-1-12 12140I 24-40 12"-0,�,.,
-3-10 340 1-10d -67-9 \ / ^.. ScWo=1:74.9
57--9 1-10-4 3-40 2-00
U13 MIf20`% �E/axe MIIRD: ''`• --_ 4410
TRIM OR BEND
REMOVED MEMBERS �2'.. . 5 Z- :.•'�"-�20
exlvunzv,
' B.00 72 8x10 MII20
Us M1120 :\ a' 9
i 5 Mt120
2 `•� I I `• 10
3Xe M1120 11 3X8 M1120 11
18 17 18 15 "14. 19 12
Us M1120 II flits M1120= M1120 11 $4 M1120 11 axe M1120 915 W20 11
3W M1120 11 9x8 M1120 11 3x6 M1120 11 3x8 M1120 11 6A M1120-
`---- TRIM OR BEND
S4 M1120 M M1111200'1 3x8 MI120 I I 3x8 M1120 11
2-3-10 1 3x�AANiQO[I14-1084 M1120 11 10x� ~I�BH 3xa Mll�ll -0.1 ..24_"1 lj464-1q_q
2-3-10 3-0-0 1.10-4 14.3.8 a)ZMA0 it 30.0 2-&10
GENERAL REPAIR NOTES:
THIS REPAIR IS FOR REMOVING THE NONSTUCTURAL MEMBERS INSIDE THE ATTIC ROOM AS SHOWN
1-ATTACH A 2X6 SCAB (HF No.2 OR Btr G) TO ONE FACE OF TRUSS
AS SHOWN WITH 10d COMMON WIRE NAILS(0.131"X3 0") @ 6" O C ,2 ROWS
Plate OAsets(X Y). [2:42-11 0-2-81 (3 0 4-7 0-2-151[9;0 4-7,0-2-15],(10:0-2-11,a-2-8),C14:o-3.8,0.4-121,[14,R•8.74,0-S-2h[16;0-3 8,0 4 12],[18:0-R-10,0-1-1��[62:0-0-10,0-�21
LOADING(psf) SPACING 2-0-0 CSI 13EFL in (loc) I/deft Ud I PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TO 0.30 Vert(LL) -0.09 15-113 -999 240 MII20 185/148
TCOL 10.0 Lumber increase 1.15 BC 0.25 Vert(TL) -0.14 15-16 >999 180 MII10 1511 47
BCLL 0.0 Rep Stress Incr YES VV5 0 78 Horz(TL) 0,01 12 n/a n/a
ECDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 307 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1 5E*Except' TOP CHORD Structural wood sheathing directly applied or 54-14 oC purlins.
3-6 2 X 6 HF No.2.6-9 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
BOT CHORD 2 X 10 DF 1950F 1 7E
WEBS 2 X 4 HF$tud/$td
OTHERS 2 X 4 HF Stud/Std
REACTION5 (lb/size) 18=1936la-5&,12x1938/0-5-6
Max Uplift18�64(load case 3),12=64(load case 3)
FORCES (Ib)-Maximum Compression/MaXIMUm Tension
TOP CHORD 1-2=0/67,2-3=-1139/32,3-4=-148410 a-Sa-1638/a5,5-e=833/0,f3.7=-833/0,7•8=1636 85,8-9=1484/0 9-10=1139/32
10.11=0/67
SOT CHORD 17.18.O/D,1B•17=D/998,15.10=0/7368,14-15=0/1368,13-14=0/998,12-13=0/0
WEBS S-19=-686l21t,7-t9❑-aaerztt,4-7er-480/81 8.14=-480/91 2-18=-1964/66,3-18=0/1134,3-17=-1238,10.2-17=0/1528 t�,1)0i�' y-
NOT9$ 9-14=011134 9-13=1238/0,10-12=-1964/66,10-13=(1/1528 6-1930f761 15-19■0r725 y (f
1)Unbalanced roof live loads have Deen considered for this design. i�Y S!f/qi
2)Wind:ASCE 7-02;95mph,h■25ft;TCOL-6.0psC 5CDL=6.Opsf;Category ll;Exp B;enclosed;C-C Exterior(2);cantilever left and right
exposed;and vertical left and night exposed;Lumber DOLm1,33 plate grip DOL=1 33,
3)Trussidesigned for wind loads in the plane of the trusB only. For studs exposed to wind(normal to the face),see Standard Industry Gable `. ,
End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2011Z
4)This truss has been designee for a 10.0 psf bottom chord live toad nonconcurrent with any other live losda.
5)Ail plates are MT20 plates unless otherwise Indicated
6)All plates are 2x4 M1120 unless otherwise Indicated 0
7)Gable studs Spaced at 1-40 oc- F (EfS"f'1:kY'
8)Celling dead load(5,0 psf)on member(s),4-5,7-8,5-1 9,7-19
9)Bottom chord live load(40.0 paf)and additional bottom chord dead load(5.0 psf)applied only to room.15-16,14-15
10)This truss is designed in accordance with the 2003 international Residential Code secilons R502,11 1 and R8D2 10.2 and referenced
standard AN51/TPI 1
LOADCASE(S) Standard EXPIRE& 12.19-06JwIy1�6�,Q�96
I WARAQM7.ve Nd
rt/Ir deeiyn Pa>�¢me[are and RE,SD N07£a ON THI9 AND INCLUDED df]T&R R6F&R&112 R PAGE ML7'073 BEFORE IIaS. TM Greenck Lane
Des10n v011d for vbe OnN with M,ek Oonnrelorx,This des;gn a based onty upon parameter shown, no a for an r-OLMual wilding component. E411l0 109
- A pllaabllliy of des 11 orornantert and r0 er IncoeWalion of component are•. GI J7 Ho19Ms,CA,95s10
R l0 p p P ponsibilily of building designer-not truss designer..bracing shovm
Is or Iaferal support or Indimcluol Web members only.Additonal temporary bracing io insure stability during conshvcfion a the msponsibillify of the
nreelor.Addilionol permonenl bracing of the overall structure is the responsibility of the building dc.igner.For general guldoneo mgarding
(OV00a0n.duality Convot slorooe,delivery,weclion and bracing.consult Ar151/rPn goal y Cm a q.os�e9 and aC511 eundrna Componrnl ■ACT�1�•
SaNry Inlormdtlon avall0i w tram TrV4 Plate 111s111ute.593 D'Onottlo Drives tvladaon.WI 53719, M1 R
Jul 10 06 01 : 42p Randy Thompson 360-426-0726 p. 1
THOMPSON Randall Thompson, P.E.
E N 0 I N E E R I N G 360-432-BS03
P.D.Box 2003 • Shelton,WA � 99584 Fax:360-426-0726
DATE: 7-10-06
Garages Etc.,Inc.
2520 96 h St E
Tacoma, WA 98445
Re: Ioset Garage-Thompson Engineering Project#06-078
Dear Rick,
In lieu of the Simpson post/beam connectors called out on the plans,you may use wood
gussets for the beam to post connections. The gussets should be 2x6's two sides of the
connection a minimum of 16"in length and have a minimum of(5) 16d nails into each
member.
If you have any questions,don't hesitate to call me at 360-432-8903
Sincerely,
Randy Thompson,P.E. �� ;'.,� x
78
� ,
iiiw
Ccncrete Etc, Inc.
2520 96th Street East
Tacoma, Washington 98445
1-800-287-3910
RECEIVED (253) 539-1010
Fax (253) 539-1926
DEC 21 2006
426 � . CEDAR ST.
December 20, 2006
To: Mason County c/o Tami Griffey
PO Box 186
Shelton, WA 98584
From: Concrete Etc. Lewis Pugh, Project Engineer
2520 96th Street E
Tacoma, WA 98445
RE: Rick and Monica Ioset(Detached Garage)
15831 E Hwy 106
Belfair, WA 98528
Permit#Bid 2006-00450
Regarding the matter of fill on or near property line,there is no impact of any kind to the
adjacent property. Furthermore the driveway and roof drainage have been made to
greatly improve the situation that existed prior to the issuance of the permit for the
detached structure.
As per Mason County's own inspection/inspector there clearly is no issue.
The building has had a final inspection and passed. The only remaining issue is to
remove the stop work order. Please contact owner Rick Ioset @ 206-224-4819 or myself
@ 253-606-7150 so this matter can finally be concluded. Thank you.
Sincerely,
Lewis Pugh -
Project Engineer
Concrete Etc. Inc.
' t �
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THOMPSON Randall Thompson, P.E.
E N 0 1 N E E R I N O 360-432-8903
13 P.O.Box 2o03 • Shelton,WA • OBS84 Fax:360-426-0726
STRUCTURAL CALCULATIONS
IOSET GARAGE
PROJECT #06-078
LOCATED AT
15831 HWY 106
BELFAIR, WA 98528
FOR
GARAGES ETC., INC.
BY
RANDALL N. THOMPSON, P.E.
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SCOPE OF WORK:
Provide VERTICAL& LATERAL ANALYSIS for new residential garage per client's
request.
PROJECT DESCRIPTION:
Two-story wood framed structure.
DESIGN PARAMETERS:
GRAVITY LOADS: (deflection criteria)
Roof: Trusses and comp = 15 psf dead
25 psf snow
40 psf total (1,/240)
Floor: = 12 psf dead
= 10 psf partition
= 40 psf live
62 psf total (4360)
Decks: = 10 psf dead
60 psf live
70 psf total (4360)
Walls: Conventional = 10 psf dead
SITE SOILS DATA:
Assumed allowable soil bearing pressure = 1500psf
LATERAL LOADS:
Wind:
3-sec wind gust speed = 85 MPH
Exposure category"B"
Seismic:
Design Category"D1"
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THOMPSON Date:
E N G I N E E R I N G
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P.O.Box 2003 Shelton. WA . 9B584
5HEARWALL 1)E5IGN CH 1
WALL 5TORY 5HEAR TOTAL HOL OWN OPTIONS
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To specify your own Title loset garage Page:
special title block here, Job# 06-078 Dsgnr: RNT Date: MAR 17 006
use the"Settings"screen Description....
and enter your title block 8'tall retaining/foundation wall
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This Wall in File:C:1RP61ioset garage.rp5
Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Restrained Retaining Wall Design Code:1997 UBC
Criteria ' Soil Data ' Footing Strengths&Dimensions '
Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00ft
Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 2.25
Total Wall Height = 8.00 ft Heel Active Pressure = 35.0 psf/ft Total Footing Widtf
Toe Active Pressure = 30.0 psf/ft Footing Thickness = 15.00 in
Top Support Height Su g = 7 Passive Pressure = 250 0 psf/ft =
.00 ft Key Width 0.00 in
Water height over heel = 0.0 ft
Key Depth = 0.00 in
Slope Behind Wal = 0.00: 1 Footingl[Soil Frictior = 0.400 Key Distance from Toe = 0.00 ft
Height of Soil over Toe = 6.00 in Soil height to ignore
Soil Density = 110.00 cf _ fc = 2,000 psi Fy = 60,000 psi
p for passive pressure - 0.00 in Footing Concrete Density = 150.00 pcf
=
Wind on Stem = 0.0 psf Min.As% 0.0018Cover @ Top = 2.00 in @ Btm.= 3.00 in
Surcharge Loads Uniform Lateral Load Applied to Stem i 'Adjacent Footing Load
Surcharge Over Heel = 35.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs
-Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0 00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem , Footing Type Line Load
Axial Dead Load = 414.0 Ibs Base Above/Below Soilat Back of Wall = 0.0 ft
Axial Live Load = 630.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary Concrete Stem Construction
Total Bearing Load = 3,783 Ibs Thickness = 8.00 in Fy = 40,000 psi
...resultant ecc. = 1.47 in Wall Weight = 100.0 psf fc = 3,000 psi
Soil Pressure @ Toe = 901 psf OK Stem is FREE to rotate at top of footing
Soil Pressure @ Heel = 1,427 psf OK
Allowable = 1,500 psf Mmax Between
Soil Pressure Less Than Allowable @ Top Support Top_ &Base @ Base of Wall
ACI Factored @ Toe = 1,307 psf Stem OK Stem OK Stem OK
ACI Factored @ Heel = 2,069 psf Design height = 7.00 ft 3.01 ft 0.00 ft
Footing Shear @ Toe = 7.9 psi OK Rebar Size = # 4 # 4 # 4
Footing Shear @ Heel = 5.1 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in
Allowable = 76.0 psi Rebar Placed at = Edge Edge Edge
Reaction at Top = 324.7 Ibs Rebar Depth 'd' = 5.50 in 6.00 in 5.50 in
Reaction at Bottom = 954.5 Ibs Design Data - -
fb/FB+fa/Fa = 0.000 0.601 0.000
Sliding Calcs Slab Resists All Slidingg ! Mu....Actual = 0.0 ft-# 1,422.0 it-# 0.0ft-#
Lateral Sliding Force = 954.5 Ibs Mn.Phi. ...Allowable = 2,165.0 ft-# 2,365.0 ft-# 2,165.0ft-#
Shear Force @ this height = 0.0 Ibs 1,031.9lbs
Shear.....Actual = 0.00 psi 15.63 psi
Shear.....Allowable = 93.11 psi 93.11 psi
Footing Design Results Rebar Lap Required = 28.48 in 28.48 in
oe eel Hooked embedment into footing = 6.26 in
Factored Pressure = -1_,7 2,069 psf Other Acceptable Sizes&Spacings:
Mu' : Upward = 692 2,324 ft-# Toe: #7 @ 18.00 in -or- Not req'd, Mu<S'Fr
Mu' : Downward = 170 1,742 ft-# Heel:#6 @ 14.00 in -or- Not req'd,Mu<S'Fr
Mu: Design = 523 582 ft-# Key: No key defined -or- No key defined
Actual 1-Way Shear = 7.86 5.10 psi
Allow 1-Way Shear = 76.03 76.03 psi
1 v�`
To specify your own Title loset garage Page: `1I i
special title block here, Job# 06-078 Dsgnr: RNT Date: MAR 17,2006
use the"Settings"screen Description....
and enter your title block 8'tall retaining/foundation wall
information.
This Wall in File:C:1RP61ioset garage.rp5
Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Restrained Retaining Wall Design Code, 1997 UBC
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = 55.4lbs 2.46 ft 136.2ft-#
Axial Dead Load on Stem = 1,044.Olbs 1.33 ft 1,392.0ft-#
Soil Over Toe = 55.Olbs 0.50 ft 27.5ft-#
Adjacent Footing Load = Ibs ft ft-#
Surcharge Over Toe = Ibs ft ft-#
Stem Weight = 800.Olbs 1.33 ft 1,066.7ft-#
Soil Over Heel = 1,219.2lbs 2.46 ft 2,997.1 ft-#
Footing Weight = 609.4lbs 1.63 ft 990.2ft-#
Total Vertical Force = 3,7 38 Olb Moment = 6,609.8ft-#
Net Moment User For Soil Pressure Calculations -462.4 ft-#
................ a. .
7 t e;;p N S
s4W ia,r,,--ZJ
DL=414.,LL=630.*, Ecc=O.in
5.psf -
Lateral Restraint
324 7#
Sliding Restraint
Pp=382.81#
1283.#
901.3psf
1426.7psf
To specify your own Title loset garage Pager
special title block here, Job# 0"78 Dsgnr RNT Date MAR 17,2006
use the"Settings"screen Description....
and enter your title block 6'tall retaining/foundation wall
information.
This Wall in File:C:1RP61ioset garage.rp5
Retain Pro 6.0,23-Sep-2002,1cI1989-2002 Restrained Retaining Wall Design
Code:1997 UBC
Criteria ' Soil Data , Footing Strengths&Dimensions ,
Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.50 ft
Wall height above soil = 1.00ft Equivalent Fluid Pressure Method Heel Width = 1.50
Total Wall Height = 6.00 ft Heel Active Pressure = 35.0 psf/ft Total Footing Widtf = 2.00
Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in
Top Support Height = 6.00 ft Passive Pressure _ 250.0 psf/ft Key Width = 0.00 in
Water height over heel - 0.0 ft Key Depth = 0.00 in
Slope Behind Wal = 0.00: 1 FootingIlSoil Frictior = 0.400 Key Distance from Toe = 0.00 ft
Height of Soil over Toe = 6.00 in Soil height to ignore
Soil Density = 110.00 pcf for passive pressure = 0.00 in fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min.As% 0.0018
Wind on Stem = 0.0 psf =
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Surcharge Loads , Uniform Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 35.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs
-Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ..Height to Bottorr = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem , Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 414.0 Ibs
at Back of Wall 0.0 ft
Axial Live Load = 630.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary Concrete Stem Construction
Total Bearing Load = 2,409 Ibs Thickness = 8.00 in Fy = 40,000 psi
.. resultant ecc. = 0.05 in Wall Weight = 100.0 psf fc = 3,000 psi
Soil Pressure @ Toe = 1,220 psf OK Stem is FREE to rotate at top of footing
Soil Pressure @ Heel = 1,189 psf OK
Allowable = 1,500 psf Mmax Between
Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall
ACI Factored @ Toe = 1,804 psf Stem OK Stem OK Stem OK
ACI Factored @ Heel = 1,758 psf _
Design height - 6.00 ft 2.43 ft 0.00 ft
Footing Shear @ Toe = 9.9 psi OK Rebar Size = # 4 # 4 # 4
Footing Shear @ Heel = 7.1 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in
Allowable = 76.0 psi Rebar Placed at = Edge Edge Edge
Reaction at Top = 144.6 Ibs Rebar Depth 'd' = 5.50 in 6.00 in 5.50 in
Reaction at Bottom = 512.1 Ibs Design Data
fb/FB+fa/Fa = 0.000 0.274 0.000
Sliding Calcs Slab Resists All Slidingg ! Mu....Actual = 0.0 ft-# 646.9 ft-# 0.0 ft-#
Lateral Sliding Force = 512.1 Ibs Mn'Phi.....Allowable = 2,165.0 ft-# 2,365.0 ft-# 2,165.Oft-#
Shear Force @ this height = 0.0 Ibs 586.2lbs
Shear.....Actual = 0.00 psi 8.88 psi
Shear.....Allowable = 93.11 psi 93.11 psi
Footing Design Results Rebar Lap Required = 28.48 in 28.48 in
oe eel Hooked embedment into footing = 6.26 in
Factored Pressure = �W4 1,758 psf Other Acceptable Sizes&Spacings:
Mu' : Upward = 225 613 ft-# Toe:#7 @ 18.00 in -or- Not req'd,Mu<S"Fr
Mu' : Downward = 32 345 ft-# Heel:#6 @ 14.00 in -or- Not req'd,Mu<S'Fr
Mu: Design = 193 267 ft-# Key: No key defined -or- No key defined
Actual 1-Way Shear = 9.91 7.07 psi
Allow 1-Way Shear = 76.03 76.03 psi
To specify your own Title loset garage Page:
special title block here, Job# 06-078 Dsgnr: RNT Date: MAR 17,2006
use the"Settings"screen Description....
and enter your title block 6'tall retaining/foundation wall
information.
This Wall in File:C:\RP6lioset garage.rp5
Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Restrained Retaining Wall Design Code: 1997 UBC
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = 29.21bs 1.58 ft 46.2ft-#
Axial Dead Load on Stem = 1,044.0lbs 0.83 ft 870.0ft-#
Soil Over Toe = 27.5lbs 0.25 ft 6.9ft-#
Adjacent Footing Load = Ibs ft ft-#
Surcharge Over Toe = Ibs ft ft-#
Stem Weight = 600.0lbs 0.83 ft 500.0ft-#
Soil Over Heel = 458.3lbs 1.58 ft 725.7ft-#
Footing Weight = 250.0lbs 1.00 ft 250.0ft-#
Total Vertical Force = 2,409.0lbs Moment = 2,398.8ft-#
Net Moment User For Soil Pressure Calculations 10.3 ft-#
I
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DL=414.,LL=6304, Ecc=O.in
35.psf
Ib-
Lateral Restraint
144.6#
Sliding Restraint
Pp=222.22#
660.45#
1189.1 psf
1219.9psf
To specify your own Title loset garage Page: } -
special title block here, Job# 06-078 Dsgnr: RNT Date: MAR 17,2006
use the"Settings"screen Description....
and enter your title block 4'tall retaining/foundation wall
information.
This Wall in File:CARP61ioset garage.rp5
Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Restrained Retaining Wall Design Code:1997 UBC
Criteria ' Soil Data , Footing Strengths&Dimensions
Retained Height = 3.00 ft Allow Soil Bearing = 1,500 0 psf Toe Width = 0.50 ft
Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.25
Total Wall Height = 4.00 ft Heel Active Pressure = 35.0 psf/ft Total Footing Widtl = 1.75
Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in
Top Support Height = 4.00 ft Passive Pressure 250.0 psf/ft Key Width = 0.00 in
Water height over heel - 0.0 ft Key Depth = 0.00 in
Slope Behind Wal = 0.00: 1 FootingllSoil Frictiot = 0.400 Key Distance from Toe = 0.00 ft
Height of Soil over Toe = 6.00 in Soil height to ignore
Soil Density = 110.00 pcf for passive pressure = 0.00 in fc Footing Concrete,000 psi
DensityFy = 60 psi 0 00 pcf
Wind on Stem = 0.0 psf Min.As% = 0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Surcharge Loads ' Uniform Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 35.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs
-Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf Height to Bottorr = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 414.0 Ibs at Back of Wall = 0.0 ft
Axial Live Load = 630.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary Concrete Stem Construction
Total Bearing Load = 1,903 Ibs Thickness = 8.00 in Fy = 40,000psi
...resultant ecc. = 0.30 in Wall Weight = 100.0 psf fc = 3,000 psi
Soil Pressure @ Toe = 996 psf OK Stem is FREE to rotate at top of footing
Soil Pressure @ Heel = 1,179 psf OK
Allowable = 1,500 psf Mmax Between
Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall
ACI Factored @ Toe = 1,493 psf Stem OK Stem OK Stem OK
ACI Factored @ Heel = 1,768 psf Design height = 4.00 ft 1.57 It 0.00 ft
Footing Shear @ Toe = 8.2 psi OK Rebar Size = # 4 # 4 # 4
Footing Shear @ Heel = 6.6 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in
Allowable = 76.0 psi Rebar Placed at = Edge Edge Edge
Reaction at Top = 51.7 Ibs Rebar Depth 'd' = 5.50 in 6.00 in 5.50 in
Reaction at Bottom = 244.3 Ibs Design Data -
fb/FB+fa/Fa = 0.000 0.070 0.000
Sliding Calcs Slab Resists All Slidingg ! Mu....Actual = 0.0 ft-# 165.4 ft-# 0.0 ft-#
Lateral Sliding Force = 244.3 Ibs
Mn'Phi.....Allowable = 2,165.0 ft-# 2,365.0 ft-# 2,165.0 ft-#
Shear Force @ this height = 0.0 Ibs 230.2lbs
Shear.....Actual = 0.00 psi 3.49 psi
Shear.....Allowable = 93.11 psi 93.11 psi
Footing Design Results Rebar Lap Required = 28.48 in 28.48 in
mmmmoe eel Hooked embedment into footing = 6.26 in
Factored Pressure = �493 1,768 psf Other Acceptable Sizes&Spacings:
Mu' : Upward = 190 294 ft-# Toe: #7 @ 18.00 in -or- Not req'd, Mu<S'Fr
Mu' : Downward = 32 117 ft-# Heel:#6 @ 14.00 in -or- Not req'd,Mu<S'Fr
Mu: Design = 158 177 ft-# Key: No key defined -or- No key defined
Actual 1-Way Shear = 8.21 6.65 psi
Allow 1-Way Shear = 76.03 76.03 psi
To specify your own Title loset garage Page.
special title block here, Job# 06-078 Dsgnr RNT Date: MAR 1712006
use the"Settings"screen Description....
and enter your title block 4'tall retaining/foundation wall
information. This Wall in File:C:1RP61ioset garage.rp5
Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Restrained Retaining Wall Design code: 1997 Uac
[_Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = 20.4lbs 1.46 ft 29.8ft-#
Axial Dead Load on Stem = 1,044.Olbs 0.83 ft 870.Oft-#
Soil Over Toe = 27.5lbs 0.25 ft 6.9ft-#
Adjacent Footing Load = Ibs ft ft-#
Surcharge Over Toe = Ibs ft ft-#
Stem Weight = 400.Olbs 0.83 ft 333.3ft-#
Soil Over Heel = 192.5lbs 1.46 ft 280.7ft-#
Footing Weight = 218,81bs 0.88 ft 191.4ft-#
Total Vertical Force = 1,903.2lbs'," Moment = 1,712.1ft-#
Net Moment User For Soil Pressure Calculations -46.8 ft-#
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DL=414.,LL=6300, Ecc—0.1n,
35.psf
Lateral Restraint
51.75#
Sliding Restraint AIL- --1
Pp=222.22#
299.84#
995.74psf
1179.3psf
a27=9s7o MASON COUNTY
BUILDING DEPARTMENT
ALL PERSONS ARE HEREBY ORDERED TO AT ONCE
TOP WORK
On these Premises at
This order is issued because
A.M.
Posted P.M. 19 By
The failure to stop work, the resuming of work without permission from the
WARNING
Building Official, or the removal, mutilation, destruction or concealment of this
Notice is punishable by fine and imprisonment.
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bcc2006-00162 15831 st rt 106 9-15-06
e
STOP WORK A
r -- —
F(11/3/2006)Jenny Nickerson - Re: BCC2006-00162 Page 1
From: Tami Griffey
To: Jenny Nickerson
Date: 11/2/2006 1:12 PM
Subject: Re: BCC2006-00162
Lou from Garages Etc has requested an inspection. We are doing it tomorrow during the rain. Even though the original complaint
came in as fill adjaent to the PL, LDK indicated it was really stormwater that Gordie was worried about. Perhaps you can get
clarificaiton. According to Lou, Mr. L. hasn't even informed them of any concerns he has and they have done everything to be good
neighbors even picked up ROW drainage that used to go to his property.
>>>Jenny Nickerson 11/2/2006 1:09 PM >>>
Tami,
I have a meeting with Mr.LaCaire,the complainant relating to BCC2006-00162. He wants to know the status of his complaint and
go over the possible solutions. Would you check the case and make sure that all info is updated, LDK referenced a possible PW
Dept.involvement,so I want to be prepared with contact info if necessary. JRN
Jenny Nickerson,Plans Examiner
Mason County Dept.of Community Development
P.O.Box 186
426 West Cedar
Shelton,Washington 98584
(360)427-9670,extension 219
25 August 2006
Jenny Nickerson
Mason County Permit Assistance Center
P.O. Box 186
Shelton, WA 98584
RECEIVED
Re: Permit # BLD 2006-00450
AUG 2 8 2005
Dear Jenny, 426 W: CEDAR ST:
The enclosed prints of frame numbers 7, 9, 12, 13 and 14 show in part
the development under the permit noted above. The prints can not
be fully understood without a visual onsite inspection. Hope they
are of interest.
Considering that the office set of plans for the permit are missing,
1 suggested at our meeting that the field set be located and copies
made for the office. They could help.
I thank you for your personal involvement. It is greatly appreciated.
Sincerely,
Gordon H. Lecair
15821 E. State Route 106
Belfair, WA 98528
Phone: (360) 275-2782
Encl (5)
MAS-Oi'N COUNTY RESIDENTIAL PLANS SUBMITTAL CHECKLIST
Owner's Name: �C_C_� (, � Date: lG Reviewed By:l---f---
Documents:
%__wilding Permit Application Completed
/Planning Intake Checklist Completed,
plan includes:Allowable building area,roof overhi}ngs,decks,etc.
L—T a Apparatus Access Road info required? Yes/�g1
energy Code Application Form-O Electric wall heater O Electric central furnace O LPG Furnace
O Heat pump with electric furnace .O Heat p mp 'th LPG furnace O Boiler(he t type )
O Other:Specify: "
�l �-
ahanical/Pl bing Application-WATER HEATER FUEL YPE
Engineering? Yes (Need 2 sets of calculations)No _ Geotechnical report or assessment? Yes No
Snow load: Seismic Zone(circle one): D 1 or D2
Construction PI :_3 COMPLETE SETS
nLegible cognized Scale -E vel ation Views _ Section
L--Foundation Plan t—lito—of Framing Plan — oor Plan—Use of rooms noted(all floor levels)
F oor Framing Plan-all floor levels represented? Loft,crawlspace,etc.
—Deck Framing Plan,including covered.porch framing
Plan Details:
Roof framing details,truss lay-out may be needed,truss or stick framed?
—Wall Framing-Does bearing-wall height exceed 10'?(Engineering may be required)
—Floor framing: Floor joists: ,Floor beams:
Window headers marked on plans: Typical header:
Foundation:footing size,reinforcement
Concrete Walls-Does Concrete Wall Height Exceed 9'?(Engineering may be required)
—Landings at all exits? Less than 30"above grade? Y / N
Heated By Furnace-Location of Furnace
Fireplace/Stove Information Shown-Fuel Type? Location(s):
_Window Sizes Marked on Plans
Braced wall panels(shear walls)marked on plans or lateral engineering? (Plans may not be approved if not provided.)
2-Story Garage? (Engineering may be required) R602.10.1, 1"story of a two-story D1115%,D2—55%
COMMENTS: t
L :
ENGINEERING REQUIRED:
Braced wall panels/braced wall lines are not marked on plans(R602.10)
Amount and location of bracing does not meet minimum required in Table R602.10.1
IRREGULAR BUILDINGS(Irregular Shape)R301.2.2.2.2
Irregular portions of structures shall be designed in accordance with accepted engineering practice. A portion of a building shall be
considered to be irregular when one or more of the following conditions occur:
1)Exterior braced wall line or BWP cantilevered or offset by more than 4'
2)Roof or floor is not laterally supported on all edges
2A)Portion of roof or floor extend more than 6 ft.beyond the braced wall line.
3)End of BWP extends more than 1 ft.over an opening more than 8 ft in width below.
4)Opening in a floor or roof exceed the lesser of 12 ft.or 50%of the least floor or roof dimension.
5)Portions of floor level are offset vertically
6)Shear wall lines do not occur in two perpendicular directions.
7)When a story above grade is includes masonry or concrete construction(exc: fireplaces,chimneys,and veneer).
When this applies the entire story shall be designed.In accordance with accepted engineering practice.
DESIGN CRITERIA:Wind 85 mph exp B(unless proven otherwise), Seismic Zone: Snow: psf
2003 IRC Plans submittal checklist simplified/WORD
MASTER LICENSE SERVICE
C r PO Box 9034 •Olympia,WA 98507-9034• (360) 664-1400
REGISTRATIONS AND LICENSES
j STATE OF
WASHINGTON
Unified Business ID #: 601 360 642
Domestic Profit Corporation Business ID #: 1
Location: 1
Expires: 12-31-2006
GARAGES ETC, INC. ra
GARAGES ETC. INC. ¢'
2520 96TH ST E
!I' TACOMA WA 98446 %
� 11s
TAX REGISTRATION UNEMPLOYMENT INSURANCEI
INDUSTRIAL INSURANCE
j MINOR WORK PERMIT
CITY LICENSES/REGISTRATIONS:
& BELLEVUE GENERAL BUSINESS #60922 fl
DUTIES OF MINORS: °I
Clean up job site*Minors cannot use power tools; ie: saws, nailers,
� staplers**Must be 16 to work above ground level* '
1' LICENSING RESTRICTIONS:
Minors employed in construction must be at least 16 years of age.
WAC 296-125-033 (4)
REGISTERED TRADE NAMES:
GARAGES ETC. INC.
If
II
I i
�4
The licensee named above has been issued the business registrations or
licenses listed.By accepting this document the licensee certifies the information
provided on the application for these licenses was complete,true,and accurate
to the best of his or her knowledge, and that business will be conducted in — ------- -- -- — —
i
Director,Department of Licensing
compliance with all applicable Washington state,county,and city regulations.
DEPARTMENT OF LABOR AND INDUSTRIES E
REGISTERED AS PROVIDED BY LAW AS �
CONST CONT GENERAL E+
REGIST. # EXP. DATE
CCO1 GARAGEI081B7 03/15/2007 '
EFFECTIVE DATE 01/27/1992 .
GARAGES ETC INC E
2520 96TH ST E
TACOMA WA 98445
(8/97) -- - - - -- ---
MASON COUNTY PERMIT Nd- ���-�
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
lAPPLICA T INFORMATION CONTRACTOR INFOR ATION
Owner S�5 Company Name
Mailing Address I 111* oo Mailin Address � �
City 'X�tL Sate-10—Zip Code t City State ,Zip Code
Phone -Z - I Other Ph. Phone 3 i7 Other Ph.
Lien/Title Holder Contractor Reg. # Exp. 3- l', -20o'1
E mail address E Mail Address tnFo @ ftigeSE+�•Dort
Drivers Lic.# DOB Drivers Lic.# DOB
SEPTIC/WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic
Connect So Water System Name of Water System
Well Water System Name of Water System
PARCEL INFORMATION -1�2 Digit Par I No L Fire District
Legal Description (1 1, 'f l._
Site Address (Plea street name, treet umber city) 31 I 1
Directions to site nclude 'r)4 L M I NJ i
t Mt. 0t1
Will timber be cut and sold in parcel pr aration? Yes/
Is property within 200' of Saltwater JJ Lake River/Creek Pond
Wetland Seasonal Runoff Stream Slopes or Bluffs ] 15%
Is this permit sub al the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No
TYPE OF JOB N Add Alt Repair Other PRIMARY RESIDENCE SEASONAL
Use of Building. Describe Work
No. of Bedrooms No. of Bathrooms Square Footage- 1st Floor 2nd Floor
3rd Floor�--�-Basement Deck Covered Deck Other Sq.ft.
Garage- LL�_ Attached Detached Carport Attached Detached
MANUFACTURED HOME INFORMATION - Make Model Year
Length Width Serial No. I A of Bedrooms No. of Bathrooms
Type of Heat Purchase Price$ eplacement Unit? Yes/No
Installer Name ' Certification No.
OWNER/BUILDER Acknowledges submission of lnaocut te,j'f on may n a stop work order or permit revocation.Acknowledgement of
such is by signature below.I declare that I am the owner,ovGiiers I repW or the contractor.I further dedare that I am entitled to receive this
permit and to do the work as in the application.I declare��h�va obtai�� grmission from all the necessary parties.If permission is
required from any en r or any other party in interest reganing thi�ap� or the work proposed in the application,I have obtained
permission from th for this permit and conduct the work . The owner or agent on owners behalf, represents that the Information
provided is accurat d is employees of Mason County 'the above described property and structure for review and inspection.
PROOF OF C F WORK IS BY MEANS OF A PROGRESS INSPECTION
X ✓
Date:
Owner Owners Representative/Contractor indicate which ono
FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date
DEPARTMENTAL REVIEW APPROVED DENIED NOTES
Building Department - --r;
Planning Department
Environmental Health Department
Public Works Department
Fire Marshal
FEES
Building Permit Fee -7( 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 J 06 Pre-Paid at Submittal
Valuation$ TOTAL FEES
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