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18017 Ambleside Ct_BLD20080109_2025
INSPECTION REPORT • Permit No.: O d o+ o 5 Lot #: / 77 Address: r�?c i -i Contractor: Owner: P c-0 cn-s Date: 9- 1 7_`L, -=APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: �� Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in .Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: IN PECTION REPORT • Permit No.: -d Ing Lot#: Address: Contractor: • Owner: 6/A a/12& s &fCrsc� Date: "®� ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. r�, - � /01i1G�P r .4 Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor IvFraming ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: C8 7 Lot#: Address: /'C'/ 7 - 47� 1�- Contractor: 4'' /e' Owner: ��►Gil�"S C'yr�rsc� Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSP TION - 24 hour notice required. ry h v� /7 td✓��� Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor Framing ❑ Gas Piping ❑ Footing Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork &Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage 41TNInsulation ❑ Other: -INSPECTION REPORT Permit //No.: a �:-01 �'5 Lot #: l Address c�� ., Contractor: p Owner: Date: - � APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: I Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: �i �. -�'�60*1� Lot#: Address: Contractor: Owner: Date: APPROVAL tj—PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. �dd i Inspector: r Date: Zvi —��. TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 0 INSPECTION REPORT Ir • Permit No.: 69 Q1C<� Lot#: Address: Contractor: Owner: �rf or Date: �'` APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. 7-7 V► Cr /DU/ cy✓c Inspector: Date: r l ` TYPE OF INSPECTION REQUESTED Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: ��✓J INSPECTION REPORT • Permit No.:6P"d1 0? Lot #: _ � Address: Contractor: Owner: 0 SCIA Date: C % C".� APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. el P Inspector: / Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 'a'yyff File ' Edo View Go r : r I 1:1 1 , . . . . , �J�1 - >aNcw - BLD-Building Permit Ver-2008A Priority: N�..mal; -J #BLD20080109 owner:1PETTERSEN.-PEITERSEN, CHARLES H status-JAPPLIED Options- x All Folders —-__---Mailbox-Brenda Fe. address. 18017 Ah1BLESIDE CT,ARLINGTON past date: 4-125.�008 Calendar v�� data SCreerts: Select Screen..._ functions_ Select Parmit Function".. 12 Pre-Appl.-Ge 6 Contacts(1) KJ CD Shared i 1 IC. ! S IM 12:10,.. IS�e Deleted Items SIM �." Drafts[4; _Add Rexiea Remove Re�iex Print i Close 12:03... /2008 9:37 AM DRC CalendarFRevievv ID _ ®®® y�,n� E�Inbox(2} s . + . . . ! 11. I2008 8:50 AM "< Journal 1002 P-Engineering I LRUPERT 5/2.12008 0 Y N ASSGN 120Q86:36AM L Junk E-mail ,J Notes 5JM08 0 Y N ASWN J Outbox 2008 C-Community Development I BFECHT 51212008 0 Y N ASSGN /24120085:09... { Out'n About! 12412008 2:34 !`_a sent Items 2012 C-Natural Resources BBLAKE 5/2/2008 0 Y N ASSIGN +; Sync Issues 24PM 2:04'.. `{ Tasks 2011 C-Planning I WAGE 5/2/2008 0 Y N ASSIGN /24/20081:45... Search Folders 2016 C-Planning II KSHERMAN 5/2/2008 0 y N ASSIGII 124120DO 1:31... Archive Folders 124120001:24... i_j Address assignm Airport 1241200e 12.2... �! j BenefitsJPersonr /24I200611:3... ? ,__j Bill Blake&Sonya /241=11:2... �? Brad Collins l2412008 11:0... -LLj Building:5cott,K. �,�'.+ Calendar 124/200811:0... �r j CD-Permit Cente I241200010:4... 7 -- --— - -12412006 10:3... 7 Citizen's request Done —1� I - 1 r i Local Intranet 100% J Commercial building projects J200810:1... r% LS Sonya Blacker RE.Rengen project investigation Thu4124120088:21... 'j Computer Information technology;; _9 David Kuhl _1 t# +a " Deleted Items J DRC-Pre-permit Comunication c; Yvonne Page FW:Rengen project investigation Wed 4 23/ I20085:37,,, 1 Frn rnon—MrnanPmenh l s_4j Noborikawa,Do.,. Bob Backstein Wed 4/2312008 5:32... Rugg,William RE:Country Manor 2 address on GIS assessors map shows 20Th Dr NE instead of 40TH DR... Wed 4J2312008 4:48... `:` J �1 _J i� » = _'Brenda Fecht Oosterwyk Grading SEPA DNS-Issued date 4J22108 Vied 4J23J2008 3:19... TPrh TAk NRIaKalPrt_Sdninac.Wr�n.ua w..i 4j �ygp. 855Items — J � Start t " Irbox Microsoft Outlook PermitTrax-LIVE-bfech...I1,,19,1 13LD20080109-bfech... «r° 2:50 PM Friday,Apr 25,2008 02:50 PM CITY OF ARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA.98223 PHONE:(360)403-3421 Permit#: BLD20080109 BUILDING PERMIT Project Address: 18017 AMBLESIDE CT, ARLINGTON Parcel No: 00832900001700 PROPERTY OWNER APPLICANT CONTRACTOR PETTERSEN, PETTERSEN, PRECISION PANEL-TACOMA LLC 18017 AMBLESIDE CRT 18017 AMBLESIDE CRT 25848 33RD AVE S ARLINGTON,WA 98223-5990 ARLINGTON,WA 98223-5990 KENT,WA 98032 Phone:360 403-0406 Phone:360 403-0406 LICENSE#:PRECIPL95IKB EXP:7/12/2009 Email: Email: CONTRACTOR MECHANICAL CONTRACTOR Lic#: Ex- Lic#: Paw JOB DESCRIPTION ADDITIONAL DINING ROOM SPACE AND HOT TUBE AREA ROOM. APROX.426 ADDTIONAL SPACE LESS 60 SQ.FT.,aprox.386 SQ,FT NEW AREA. EXISTING DINING AREA BUMP OUT TO BE REMOVED,EXISTING PASSAGE WAY TO REMAIN. VALUATION: $40,858 PERMIT TYPE:Residential IPERMIT GROUP:Addition NUMBER OF STORIES: 1 1 TYPE OF CONSTRUCTION:V-B NUMBER OF DWELLING UNITS:0 JOCCUPANT GROUP:R-3 CODE:2006 OCCUPANT LOAD: EXISTING AREA PROPOSED AREA BASEMENT:0 1ST FLOOR:0 2ND FLOOR:0 BASEMENT:0 1ST FLOOR:0 2ND FLOOR:0 3RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 13RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 FRONTSETBACK SIDEREARSETBACK RE UIRED: PROPOSED: RE UIRED: PROPOSED: RMQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Signature Print Name D e eleased By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.UBC109/IBC110/IRC110. ARCHIVE D APPLICANT C] ASSESSOR OTHER BLD20080109 CONDITIONS • None PERMIT FEES Description Fee Amount Paid Balance Due C-Building Permit Fee $647.00 $0.00 $647.00 C-Plumbing Permit Fee $55.00 $0.00 $55.00 C-Mechanical Permit Fee $42.00 $0.00 $42.00 C-Building Plan Review Fee $421.00 $0.00 $421.00 C-State Building Code Surcharge $4.50 $0.00 $4.50 Total Due: $1,169.50 $0.00 $1,169.50 INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. CALL • ' INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None Wirdbmiere Property Manap elnent GLENEAGLE ARCHITECHURAL CONTROL COMMITTEE (ACC) Date: March 17,2008 Charles and Amy Petersen 18017 Ambleside Cr Arlington,WA 98223 Dear Charles and Amy, Your project request,installing hot tub as submitted,has been approved as submitted subject to the following: 1. That the extent of the request is no greater than stated. 2. The contractor to post no signs 3. Please call **when the projects are completed for final approval 4. This approval is good for 6 months from approval date(if not completed you will have to resubmit) rely, RECEIVED MAY 0 V" 2008 Roge`R nnow Association Manager(425-740-2231) COA PERMIT CENTER Bob Hardman-ACC Chaff-.man ** 360-435-1898 Windermere Property Management/NW 7100 Evergreen Way,Suite A • Everett,WA 98203 • Phone:425/348-7368 • Fax:425/355-9512 E-mail•office@ ,Pmmv.biz or ti 0083290000J900 00832800001800 00857400000100 0083260000 f 700 4 )J O OC83290000160D ,��-' 0 r., oc p 1 Ol . � � o w k-s n ' 31N33 llWa3d tl00 °? } c SON 9 0 J'� /L/lL4 aA-,os <Con) rfl� ` S � i x 1 3 x l U Ps 4o Z3� ' 4.Sx 2 4 x lv PS/, 4 /^ fro CPVIV RECEIVED APR 2 3G.� COA PERMIT CENTER I Y Marchriss Eng- 'ring, Inc. Job TITLE Ps}Prson Addition___ P.O.Box 553T` _ _ Bremerton, WA 98312 JOB NO. 041008M SHEET NO. Ph.(360)792-2421 CALCULATED BY hew DATE 4/19/08 email:harry.williams@marchriss.com CHECKED BY DATE STRUCTURAL CALCULATIONS --77 FOR .Patersefr Addition 18017 Ambleside Ct. Arlington, WA 98223 � EW�L� �� F w.4.Sy�icy tp 1 RECEIVED �F 34859 ��.��` APR 2 3 2008 G/STE.� V soon AL COA PERMIT CENTER EXPIRES 05/13/ ;6W11 010 Engineer's Notes: 1. These calculations qualify the above structure to meet IBC 2006 lateral requirements for seismic and wind loads. 2.The Owner/Architect is responsible to accurately interpret and transfer all engineering information contained in this calculation onto the building drawings as required. 3.All S.I.P.panels are manufactured by Precision Panel Structures Inc., 1447 East State St.,Eagle, Idaho 83616 Technical information and panel strengths provided by Precion Panel Structures Inc. and ICBO report PFC-6054. llz�r Marchriss Engine -ig,Inc. JOB TITLE Paterson Addition P.O.Box 5537 _ Bremerton,WA 98312 JOBNO.. 041008M SHEET NO. Ph.(360)792-2421 CALCULATED BY hew DATE 4/19/08 email:hany.williams@marchriss.com CHECKED BY DATE Code Search I. Code: International Building Code 2006 II. Occupancy: Occupancy Group= R Residential III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 3.00/12 14.0 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area,but not less than 12 psf over 600 sf: 12 psf Floor 40 psf Stairs&Exitways 100 psf Balcony/Deck 40 psf Mechanical N/A Partitions N/A V. Wind Loads : ASCE 7-05 Importance Factor 1.00 Basic Wind speed 85 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 11.0 ft Parapet ht above grd 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length(L) 24.0 ft (Z) Least width (B) 16.0 ft Kh case 1 0.701 Speed-up Kh case 2 0.575 V(7) X(Upwind) =- x(daavnwir,d) Topographic Factor (Kzt) • frr. H/2 Topography Flat w H Lh HJ2 Hill Height (H) 0.0 ft H< 60ft;exp B Half Hill Length(Lh) 0.0 ft Kzt=1.0 Actual H/Lh = 0.00 ESCARPMENT Use H/Lh = 0.00 1 Modified Lh = 0.0 ft V(Z) From top of crest:x= 0.0 ft Z Bldg up/down wind? downwind Speed-up H/Lh= 0.00 K� = 0.000 V(Z) x(u�Intl) x(downwind) 1 x/L.h= 0.00 Kz= 0.000 i :- H/2 H z/Lh= 0.00 K3= 1.000 Lh ` ; H/2 At Mean Roof Ht: Kzt=(I+KIKZK3)^2= 1.000 2D RIDGE or 3D AXISYMMETRICAL HILL 2f�� Marchriss Enginee- ' •g,Inc. JOB TITLE Paterson Addition P.O.Box 5537 \ _ Bremerton,WA 98312 JOB NO. 041008M SHEET NO. Ph.(360)792-2421 CALCULATED BY hew DATE 4/19/08 email:harry.williams@marchriss.com CHECKED BY DATE V. Wind Loads-MWFRS h:960'(Low-rise Buildings) Enclosedlpartially enclosed only 4 ZONES:tcsoozot ,ter 0.5Bar2-Sh 4 3 Torsional loads are f rs 4 2 isU*Chl 25%of zones 1 -4. E M �i� ` 6 See code for loading ZE 4E diagram E 1 E 1 Iunn3 L r➢53�7 F»17LA8. act�n+�.ZO IE �tll'�rD�iDDl1' L018 u Transverse Direction Longitudinal Direction Kz=Kh= 0.70 (case 1) Edge Strip (a) 3.0 ft Base pressure(qh)= 11.0 psf End Zone (2a) 6.0 ft GCpi= +/-0.18 Zone 2 length = 8.0 ft Transverse Direction Longitudinal Direction Perpendicular 0= 14.0 deg Parallel 6=0.0 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.48 0.66 0.30 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1 E 0.72 0.90 0.54 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.43 -0.25 -0.61 Wind Surface pressures(psf) 1 7.3 3.3 6.4 2.4 2 -5.6 -9.6 -5.6 -9.6 3 -2.8 -6.8 -2.1 -6.1 4 -2.1 -6.1 -1.2 -5.2 5 -3.0 -6.9 -3.0 -6.9 6 -3.0 -6.9 -3.0 -6.9 lE 10.0 6.0 8.7 4.7 2E -9.8 -13.8 -9.8 -13.8 3E -4.9 -8.9 -3.9 -7.8 4E -4.1 -8.1 -2.8 -6.7 'WINDOVEWARD RHANG �► wn�wAROROOF Windward roof overhangs: 7.5 psf (upward)add to windward l j l j t l j l ! j I 'SWARD ROOF roof pressure VERTICAL Parapet w Windward parapet: 0.0 psf (GCpn=+1.5) 8 Leeward parapet: 0.0 psf (GCpn=-1.0) M 3 Horizontal MWFRS Simple Diaphragm Pressures(nsfl TRANSVERSE ELEVATION Transverse direction(normal to L) fl-i wttmwAttn ROOF Interior Zone: Wall 9.4 psf L"FMF Roof -2.8 psf l 1 1 1 1 l j l 1VERTICAL End Zone: Wall 14.1 psf F Roof -4.9 psf a a Longitudinal direction(parallel to L) Interior Zone: Wall 7.6 psf ' End Zone: Wall 11.5 psf LONGITUDINAL ELEVATION �1i1 Marchriss Engineer' Q,Inc. JOB TITLE Paterson Addition P.O.Box 5537 Bremerton,WA 98312 JOB NO. U4.008M SHEET NO. Ph.(360)792-2421 CALCULATED BY hew DATE 4/19/08 email:hatry.williams@marchriss.com CHECKED BY DATE VI, Seismic Loads: ASCE 7-05 Occupancy Category: II Importance Factor(I): 1.00 Site Class: D Ss(0.2 sec)= 104.90%g S 1(1.0 sec)= 35.90%g Fa= 1.080 Sms= 1.133 Sds= 0.756 Design Category= D Fv= 1.682 Sml= 0.604 Shc= 0.403 Design Category= D Seismic Design Category= D Number of Stories: I Structure Type: Light Frame Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels-wood structural panels/sheet steel panels System Building Height Limit: 65 ft Actual Building Height(hn)= 11.0 ft See ASCE7 Section 12.2.5.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor(R)= 6.5 System Over-Strength Factor(no)= 2.5 Deflection Amplification Factor(Cd)= 4 Sds= 0.756 Shc= 0.403 p=redundancy coefficient Seismic Load Effect(E)= p QE+/-0.2SDs D = p QE +/- 0.151 D QE=horizontal seismic force Special Seismic Load Effect(E)= 920 QE+/-0.2SDs D =2.5 QE +/- 0.151D D=dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis(Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CTh,x= 0.121 sec x=0.75 Tmax=CuTa= 0.169 User calculated fundamental period(T)= 0 sec Use T= 0.121 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= Sdsl/R= 0.116 need not exceed Cs= SdI I/RT= 0.513 but not less than Cs= 0.010 USE Cs= 0.116 Design Base Shear V= 0.116W Model&Seismic Response Analysis -Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x 4/2j Conterminous 48 States 2006 International Building Code Latitude = 48.158 Longitude = -122.133 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.049 (Ss, Site Class B) 1.0 0.359 (S1, Site Class B) �7C4AC L awn s i �'�l�NtrG ,DL S UST Pv►�. 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Expanding foam sealer required 8 114" Floor Panel Construction Adhesive A All Wood Joints 2x8 1/2" A.B. a 6'-V O.G. v (2) 114 horiz. e i SIPS PONY WALL SECTION ( B ! NTS If �21 6 1/2" Precision Panel Wall Panel Fasten with 8d nails 6" o.c. Both Sides of Panel lle/d Install Panel Bottom Plate — Nail To Rim w/ 16d @ 8" o.c. Construction Adhesive (At All Wood Joints) 8 1/4" Precision Panel Expdi e u'r�d foam sealer Floor Panel Double Rim Joist (Field Installed) Toe Nail Rim w/ 10d Nails into Sill Plate ® 6" o.c. Fasten Floor Panel To Sill �^ p Plate w/ SIP Screw ® 24" o.c. • u 1/2" AB a 4'-V O.C. m 2x8 P.T. Sill Plate `\ 0- Sill Sealer •i4 hor I z. I& O.C. z 6" Foundation Stem Wall I (2) 1*4 horiz. 114 dowels a 24" o.C. staggered 2" SIPS C� FOUNDATION SECTION C NTS 8 1 4" SIP ROOF PANEL 2x SUBFACIA RIPPED FASTEN WITH 6d NAILS, 1- 114" SCREWS OR 1- 114" STAPLES @ 6" O.C. INTERIOR DRYWALL SOLID BEVELED PLATE , GLUED & NAILED TO TOP PLATE - SITE INSTALL RING SHANKED SPIKE W/WASHER Y OR SIP SCREW 9 8" 0.C. FASTEN WITH 8d NAILS 6" 0.C. EACH SIDE EXPANDING FOAM SEALER REQUIRED CONSTRUCTION ADHESIVE PER PLANS (AT ALL WOOD JOINTS) INTERIOR DRYWALL TYPICAL EA VE NTS hL I Ring Shanked Spike w/ washer or SIP Screw @ 8" o.c. Precision Panel Roof Panel Plumb Cut at Ridge Expanding foam sealer required Tie Strap ST22 @ Splines Cant strip glued & nailed to top of beam required 6x 12 DF11 Ridge Beam RIDGE BEAM NTS Fasten with 8d nails 6" o.c. Staggered Typ. Both Sides 8d @ 6" o.c. Typ. Both Sides ------------- 16d Ncils © 12" o.c. Two Rows Staggered—Typ. 2x Wood Spline 9 24'c.c. Typical a Shear Wall Panels SHEAR WALL REGULAR WALL PANEL PANEL TYPICAL SHEAR WALL PANEL NTS aD��� Multi-Loaded Beamf 2006 International Building Code(05 NDS)1 Ver: 7.01.14 By: harry williams , Marchriss Engineering Inc. on:04-20-2008 : 1:19:24 PM Project: PATERSON-Location: Beam @ Roof Overhang Summary: 3.5 IN x 5.5 IN x 17.5 FT(2.5+7.5+7.5)/#2-Douqlas-Fir-Larch-Dry Use Section Adequate By: 53.4% Controlling Factor: Section Modulus/Depth Required 4.59 In Left Cantilever Deflections: Dead Load: DLD-Left= 0.00 IN Live Load: LLD-Left= 0.10 IN=21J620 Total Load: TLD-Left= 0.10 IN =21J620 Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.09 IN = U1058 Total Load: TLD-Center= 0.10 IN = U942 Right Span Deflections: Dead Load: DLD-Riqht= 0.02 IN Live Load: LLD-Riqht= 0.09 IN =U968 Total Load: TLD-Right= 0.12 IN = U767 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 832 LB Dead Load: DL-Rxn-A= 328 LB Total Load: TL-Rxn-A= 1160 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.53 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1238 LB Dead Load: DL-Rxn-B= 492 LB Total Load: TL-Rxn-B= 1729 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.79 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 447 LB Dead Load: DL-Rxn-C= 164 LB Total Load: TL-Rxn-C= - 611 LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.28 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Cantilever Length: L1= 2.5 FT Left Cantilever Unbraced Lenqth-Top of Beam: Lu1-Top= 0.0 FT Left Cantilever Unbraced Length-Bottom of Beam: Lu1-Bottom= 2.5 FT Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Right Span Length: L3= 7.5 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Cantilever Loading: Uniform Load: Live Load: wL-1= 132 PLF Dead Load: wD-1= 52 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT-1= 188 PLF Center Span Loading: Uniform Load: Live Load: wL-2= 132 PLF Dead Load: wD-2= 52 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT-2= 188 PLF Right Span Loading: Uniform Load: Live Load: wL-3= 132 PLF Dead Load: wD-3= 52 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT-3= 188 PLF Properties For:#2- Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1334 PSI Adjustment Factors: Cd=1.15 CI=0.99 CF=1.30 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= -1279 FT-LB Multi-Loaded Beam[2006 International Building Code (05 NDS)1 Ver: 7.01.14 Bv: hany williams , Marchriss Engineering Inc. on: 04-20-2008 : 1:20:04 PM Proiect: PATERSON-Location: New Header Summary: 5.5 IN x 11.25 IN x 12.5 FT /#2- Douglas-Fir-Larch- Dry Use Section Adequate By:42.6% Controlling Factor: Section Modulus/Depth Required 9.42 In Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.11 IN=L11392 Total Load: TLD-Center= 0.18 IN=LJ821 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 650 LB Dead Load: DL-Rxn-A= 484 LB Total Load: TL-Rxn-A= 1134 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.33 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 650 LB Dead Load: DL-Rxn-B= 484 LB Total Load: TL-Rxn-B= 1134 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.33 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 13 PLF Point Load 1 Live Load: PL1-2= 1300 LB Dead Load: PD1-2= 800 LB Location (From left end of span): X1-2= 6.25 FT Properties For:#2-Douglas-Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc—perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1006 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 196 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6824 FT-LB 6.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1122 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 81.38 IN3 S= 116.02 IN3 Area(Shear): Areq= 8.61 IN2 A= 61.88 IN2 Moment of Inertia(Deflection): Ireq= 190.78 IN4 1= 652.59 IN4 2��� Multi-Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 Bv: harry williams , Marchriss Engineering Inc. on: 04-20-2008 : 1:20:33 PM Proiect: PATERSON-Location:4ft Header for Ridge beam Summary: 5.5 IN x 7.5 IN x 4.0 FT /#2- Douglas-Fir-Larch- Dry Use Section Adequate By: 83.7% Controlling Factor: Section Modulus/Depth Required 5.53 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN = U4761 Total Load: TLD-Center= 0.02 IN = U2590 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 550 LB Dead Load: DL-Rxn-A= 468 LB Total Load: TL-Rxn-A= 1018 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.30 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 550 LB Dead Load: DL-Rxn-B= 468 LB Total Load: TL-Rxn-B= 1018 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.30 IN Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT-2= 9 PLF Point Load 1 Live Load: PL1-2= 1100 LB Dead Load: PD1-2= 900 LB Location (From left end of span): X1-2= 2.0 FT Properties For:#2-Douglas-Fir-Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 863 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 196 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2018 FT-LB 2.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1013 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 28.07 IN3 S= 51.56 IN3 Area (Shear): Areq= 7.77 IN2 A= 41.25 IN2 Moment of Inertia(Deflection): Ireq= 17.92 IN4 1= 193.36 IN4 Footing Design f 2006 International Building Code (05 NDS))Ver: 7.01.14 By: harry williams , Marchriss Engineering Inc. on: 04-20-2008 : 1:20:44 PM Proiect: PATERSON-Location: @ middle post location at overhang Summary: Footing Size: 1.75 FT x 1.75 FT x 10.00 IN Reinforcement:#4 Bars @ 2.90 IN. O.C. E/W/(6) min. Footing Loads: Live Load: PL= 3100 LB Dead Load: PD= 1000 LB Total Load: PT= 4100 LB Ultimate Factored Load: Pu= 6160 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1339 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.98 SF Area Provided: A= 3.06 SF Baseplate Bearing: Bearing Required: Bearing= - 6160 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 1247 LB Allowable Beam Shear: vc1= 11156 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 4692 LB Allowable Punching Shear(ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear(ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear(ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 16170 IN-LB Nominal Moment Strength: Mn= 242567 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 1.06 IN Steel Required Based on Moment: As(1)= 0.07 IN2 Minimum Code Required Reinforcement(Flexural Members ACI-10.5.1): As(2)= 1.05 IN2 Controlling Reinforcing Steel: As-reqd= 1.05 IN2 Selected Reinforcement: #4 Bars @ 2.90 IN. O.C. E/W/(6) Min. Reinforcement Area Provided: As= 1.18 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 4 • Footing Design f 2006 International Building Code(05 NDS)1 Ver: 7.01.14 By: harry williams , Marchriss Engineering Inc. on: 04-20-2008 : 1:20:54 PM Proiect: PATERSON- Location: @ outer post location at overhang Summary: Footing Size: 1.25 FT x 1.25 FT x 10.00 IN Reinforcement:#4 Bars @ 2.83 IN. O.C. E/W/(4) min. Footing Loads: Live Load: PL= 1300 LB Dead Load: PD= 650 LB Total Load: PT= 1950 LB Ultimate Factored Load: Pu= 2860 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.25 FT Length: L= 1.25 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1248 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 1.42 SF Area Provided: A= 1.56 SF Baseplate Bearing: Bearing Required: Bearing= 2860 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 238 LB Allowable Beam Shear: vc1= 7969 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 1525 LB Allowable Punching Shear(ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear(ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear(ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 5363 IN-LB Nominal Moment Strength: Mn= 162706 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.99 IN Steel Required Based on Moment: As(1)= 0.02 IN2 Minimum Code Required Reinforcement(Flexural Members ACI-10.5.1): As(2)= 0.75 IN2 Controlling Reinforcing Steel: As-regd= 0.75 IN2 Selected Reinforcement: #4 Bars @ 2.83 IN. O.C. E/W/(4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 4.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 2S/L`1 G J r Multi-Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: harry williams , Marchriss Engineering Inc. on: 04-20-2008 : 1:21:06 PM Proiect: PATERSON-Location: Ridge Beam Summary: 5.5 IN x 11.25 IN x 18.5 FT(16+2.5)/#2-Douqlas-Fir-Larch-Dry Use Section Adequate By: 57.5% Controlling Factor: Moment of Inertia/Depth Required 9.67 In Center Span Deflections: Dead Load: DLD-Center- 0.14 IN Live Load: LLD-Center- 0.19 IN = U997 Total Load: TLD-Center= 0.33 IN = U583 Right Cantilever Deflections: Dead Load: DLD-Riqht= -0.06 IN Live Load: LLD-Riqht= -0.09 IN =21J637 Total Load: TLD-Right= -0.16 IN =2U378 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1151 LB Dead Load: DL-Rxn-A= 651 LB Total Load: TL-Rxn-A= 1802 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.52 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1072 LB Dead Load: DL-Rxn-B= 892 LB Total Load: TL-Rxn-B= 1964 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.57 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 16.0 FT Right Cantilever Length: L3= 2.5 FT Right Cantilever Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Cantilever Unbraced Length-Bottom of Beam: Lu3-Bottom= 2.5 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 95 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 178 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 149 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Riqht-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.0 FT Load Length: C-1-2= 6.0 FT Right Cantilever Loading: Uniform Load: Live Load: wL-3= 95 PLF Dead Load: wD-3= 70 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-3= 178 PLF Properties For:#2-Douglas-Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticitv: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1006 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 196 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6040 FT-LB 7.52 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1548 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 72.03 IN3 S= 116.02 IN3 Area(Shear): Areq= 11.88 IN2 A= 61.88 IN2 � � r Columnf 2006 International Buildinq Code(05 NDS)1 Ver: 7.01.14 By: harry williams , Marchriss Engineering Inc. on: 04-20-2008 : 1:21:35 PM Protect: PATERSON-Location: Col. @ roof Overhang Summary: 3.5 IN x 3.5 IN x 8 FT/#2-Hem-Fir- Dry Use Section Adequate By: 69.3% Vertical Reactions: Live: Vert-LL-Rxn= 1250 LB Dead: Vert-DL-Rxn= 518 LB Total: Vert-TL-Rxn= 1768 LB Axial Loads: Live Loads: PL= 1250 LB Dead Loads: PD= 500 LB Column Self Weight: CSW= 18 LB Total Loads: PT= 1768 LB Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Lenqth: L= 8.0 FT Maximum Unbraced Lenqth (X-X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 8.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section(X-X Axis): dx= 3.50 IN Column Section(Y-Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus(X-X Axis): Sx= 7.15 IN3 Section Modulus(Y-Y Axis): Sy= 7.15 IN3 Slenderness Ratio: Lex/dx= 27.43 Ley/dy= 27.4 Properties For:#2-Hem-Fir Compressive Stress: Fc= 1300 PSI Bendinq Stress(X-X Axis): Fbx= 850 PSI Bendinq Stress(Y-Y Axis): Fby= 850 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Adjusted Properties: Fc': Fc'= 470 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controllinq Load Case:Axial Total Load Only(L+D) Compressive Stress: fc= 144 PSI Allowable Compressive Stress: Fc'= 470 PSI ATiON BUILDING PERMIT APPLiC oGe�_ Department of Community Development City of Arlington - 238 N Olympic Ave. - Arlington, WA 98223 - Phone (360)403 3431 - FAX (360)403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS, SIX(6)ACCURATE, FULLY DIMENSIONED PLOT PLANS AND TWO(2) SETS OF ENERGY CODE APPLICATIONS. _ r Plumbing ombination 4o(Ji 1 � ����� `gym TYPE OF PERMIT: { ) Building ( Mechanical, k , P! robing (�C 0 /-fit %a_6,E - Project Address: , / 0/ 2 r'/ �� ��c� �7 Parcel ID#: 003 � kd,0 00114'217 Lot#: 17 Subdivision: Project Description: Owner: v�� n �" Phone Number: Address: �1 / ��Ifj/l /�F city: Yf'i • fC �'I State: LV/ 7 _ip ,_ode J. Contact Person: L ,/t!Y`�'� ✓ �e' � Phone Number: 4 p " ' rJE��' �'y7 11 Gl//I Cell Phone: ©�°,f!� �� 46 Fax: E-mail: �) ' t� Address: / � /b�F �+c' C� City: 1' 40` State: �> Zip Code: Lending Agency: Phone Number: Address: City: State: Zip Code: 'zr� �(�Gtb6l I � � O Pho e Number: Contractor: ey/�r� Address: Cily..r i� State: —�iR� Zip Code: Contractor's License Number: Expiration: I Plumbing Contractor- Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: i 1 Phone Number: (,t�( / 7U 7 7 yZ Address: I City: —State: Zip Code: Contractor's License Number: Expiration: FOR STAFF USE ONLY APR 2 3 2008 Permit# Accepted ount Received Receipt# Page 1 of 2 5105 dwa WEB Forms-46 IGLE FAMILY RIF" DENCE ` BUILDING PERMIT APPLICATION r 1� Department of Community Development City of Arlington• 238 N Olympic Ave. • Arlington,WA 98223 • Phone (360)403 3551 • FAX (360)403 3447 Number of Plumbing Fixtures (Including Rough-Ins) Total Fixtur e re Plumbing Fixtures Accessory Main Unit#X Total Number Fixtures Dwelling Unit Residence Multiplier Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower X 4.0 = Clotheswasher I X 4.0 = Dishwasher X 1.5 = Hose Bibb X 2.5 = Kitchen Sink X 1.5 = Laundry Sink 7 X 2.0 = Lavatory(Bathroom Sink) X 1.0 = Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) X 2.5 = Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater Other Total Fixture Units Traps(other than above items) e,o Column Totals Estimated Project Valuation Pi Building Square Footage 15t Floor 2"d Floor 0 V 3rd Floor ,,,A, Basement j v Deck Garage A)-A Water Supply Pipingj.$! �•� . A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: feet. f DiffPronro in Plawnfir n hcfin/PPn min tPr nnrl hinhinlzt f1Ytl IfP.: feet above metp_.r or fP,P_.t hP_.IC1W mP_.te r, D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- describe property Lill b-- accorA e with the laws, rules and regulation of the State of Washington. r�.,p... Y . Applican s Sighature I Date FOR STAFF USE ONLY GJ Permit# Accepted gy Amount Received Receipt# Date Received WEB Forms-46 Page 2 of 2 02/08 sb > CZ" ui 0 � V cc O LU oh Itp ti 4 3 � d c� v .o =, j O F.s S O N O 0£ j M.00.$t. IC h .. p O �OQ ne p m 0 00 N_ ��-���" z 00 I<z s o � gL 9 �-' r) S y ;n `' D` n < D.O. fit bZrn 0$ AD Q UA w 0 8t 6q �df'1} 1 Z4� Q '!0 5 � ClIq o nod L SeL 4 Sp a 1 M Z Z896oLa y �9c�9� N) n�4° 56�1 1l �L p9 of y� S• Syr ��n 8p °` ° '' 0 0 .�� 14 L 0)C Q� t� r �4 N w •p9 G l0 . I> o 66.68' Za Et c0. N05 14'41-E OO. O � i 0,+ 0 RLIDENTiAL APPLC ITICN SUBMIT`�'AL. CHECE�LIST Department of Community Development City of Arlington • 238 N Olympic Ave. • Arlington,WA 98223 • Phone (360) 403 3431 • FAX (360)403 3447 Please use this checklist to ensure that all necessary information is provided for review of your project. A completed building permit application tit n A accurate fully dimensioned plot plans Two (2) sets of construction drawings Two (2) sets of engineered drawings and calculations (if required) A completed Energy Code application —A photocopy of current Washington State Contractor License_ Verification of Water and Sewer Availability from City of Marysville (if applicable) Health Department Approval of septic system at time of T submittal A APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. Forms/MISC-1 J "i o, City of Arling'twif `--' Public Works Utilities Division '?,�NG�e Water Department ph. 360.403.3526 CROSS CONNECTION SURVEY Residential FOR OFFICE USE ONLY Date Received: Survey reviewed by: f Survey accepted by: Assembly Required: ❑ No []Yes DCVA RPBA Inspection Type of Residence: (Single Family ❑ Duplex ❑ Triplex ❑ Apartment 4 of Units ❑ Other Project Sit,- Addrecc• /k017 A/-r�6�P1;J� Property Tax ID#: 0 0 8,?1 © ODD /7 D O Lot#: / 7 Building Permit M Subdivision: Building size: #of stories Project description: � 7 Properly Owner: e`ja`/e / � v l °i1 P YJ Property Owner's mailing address: / A 4/7 Property Owner's Phone# 6 D 1/0 3 - f2 3V OG Fax# Occupant/Contact's name: R me OJ X6Uf,1W-- Occupant/Contact's mailing Address: Occupant/Contact's Phone# Fax# The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies. (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where,in the judgement of the City of Arlington Cross Connection Control Specialist,the nature of activities on the premise may present a hazard to the public water system, should a cross connection exist. CCS Residential pa 1 20066 1 Cite of piton Utilities Division Cross Coy. ion Sun,ey Propertv Site Address: Name of person filling out survey (please print): Place a check mark next to all equipment/fixtures listed below that are, or will be,permanently or occasionally connected to water for use at your residence (single family, multi-family, mobile, etc.) ❑ Toilets ❑ Shampoo Basin ❑ Sinks (kitchen, bathroom, etc.) ❑ Drinking Fountains ❑ Janitor sink ❑ Film Processors ❑ Hose Bib (outside faucet) ❑ Photo Developing Sinks/Tanks etc. ❑ Bath tub ❑ Solar Heating system ❑ Shower ❑ Heating system using water ❑ Dishwasher ❑ Heating Boilers ❑ Garbage disposal ❑ Boiler Feed Lines o `Ice maker - - - ------- ❑ -Bidets ❑ Clothes Washer ❑ Dialysis Equipment ❑ Air Conditioner ❑ Medical Equipment ❑ Fire Sprinkler system ❑ Water Treatment/Filtration System ❑ Lawn Sprinkler system ❑ Decorative pond/fountain u P:vale Well on property Hot tub v Swimming pool The above information is complete and accurate to the best. my •knowledge. I understand that any changes in equipment connected to the domestic water system must be reported immediately to the City of Arlington Utilities Division as a condition of continued service. Signature Print nsme Date CC Residential pg2 2006 E, Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 1 Project Information Contact Information This set of forms has been developed to assist permit applicants documenting compliance with the Washington State Energy Code, (2006 edition). This set is for type R-3 and R-4 structures located in climate zone 1. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings (WSEC 104.2). This form is not a substitute for the energy code itself. To obtain a copy of the energy or ventilation codes, go to the following web address. http://www.energy.wsu.edu/code/code2006.cfm Option Glazing Glazing U-Factor Door ) Ceiling' Vaulted Wall' Wall- into Wall-ext° Floors Slabb on Area10: % U-Factor Ceiling Above Below Below Grade of Floor Vertical Overhead�� Grade Grade Grade ❑ 1 10% 0.32 0.58 0.20 R-38 R-30 R15 R-I5 R-10 R-30 R-10 Unlimited 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R 3 V. and R-4 Occupancie s Only See WSEC table 6-1 for footnotes Glazing Schedule Attached to Document ❑ Does not apply. Using Prescriptive Option IV. All glazing and doors meet maximum U-factor. Using Prescriptive Option IV. All glazing and doors meet maximum U-factor. All glazing and doors meet maximum U-factor. Alternate heating size method submitted ❑ Option I, Glazing to floor area limit(WSEC 602.7.2) ❑ Area weighted window, skylight or door U-factor(WSEC 602.7.2) ❑ As part of the heating and cooling system sizing calculation (IRC M1401.3 &WSEC 503.2.2) Radiant slab: ❑ R-10 foam insulation, continuous with thermal break(WSEC 502.1.4.9) WSEC Prescriptive Worksheet(2006 edition)Zone 1 R-3 or R-4 Insulation WSUEEP07-010 Copyright 2007 Page 1 of 1 Brenda Fecht From: Dean Powell [dean@precisionpanel.com] Sent: Wednesday, April 23, 2008 11:26 AM To: Brenda Fecht Subject: RE: Need contractor information Brenda My tax#is 602 411-295.mailing address 25848 33rd.Ave.S. Kent, 98032 , CCBE PRECIPL951KB 07-12-09 11702 24 th Ave. E Tacoma 98445 cell#253-224-4115, Fax 253-941-0606 I Hope this is OK Dean Powell From: Brenda Fecht [mailto:bfecht@ci.arlington.wa.us] Sent: Tuesday, April 22, 2008 4:27 PM To: dean@precisionpanel.com Subject: Need contractor information We also need your contractor information on Mr. Pettersen's application. Brenda Fecht 4/23/2008 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License PREC1PL951KB Licensee Name PRECISION PANEL-TACOMA LLC Licensee Type CONSTRUCTION CONTRACTOR UBI 602411295 Ind.Ins.Account Id Business Type LIMITED LIABILITY COMPANY Address 1 25848 33RD AVE S Address 2 City KENT County KING State WA Zip 98032 Phone 2532244115 Status SUSPENDED Specialty 1 CARPENTRY/FRAMING Specialty 2 UNUSED Effective Date 5/2/2005 Expiration Date 7/12/2009 Suspend Date 2/14/2008 Separation Date Parent Company Previous License Next License RECEIVED Associated License APR 2 3 2008 COA PERMIT CENTER Business Owner Information Name Role Effective Date Expiration Date POWELL,DEAN I PARTNER/MEMBER 05/02/2005 Bond Information Bond Bond Company Account Effective Expiration Cancel Impaired Bond Received Bond Name Number Date Date Date Date Amount Date AMERICAN CONTRACTORS Until #2 INDEM CO 100015286 01/01/2007 Cancelled 02/14/2008 $6,000.00 07/12/2007 AMERICAN Until https://fortress.wa.gov/lni/bbip/printer.aspx?License=PRECIPL95 I KB 4/22/2008 Look Up a Contractor, Electrician or Plumber License Detail Page 2 of 2 I#1 ISTATES INS co16346921 I05/01/2005ICancelled I04/19/2008I ($6,000.00I05/02/2005) Savings Information No Matching Information Insurance Information Company Policy Effective Expiration Cancel Impaired Received Insurance Name Number Date Date Date Date Amount Date WESTERN HERITAGE 44 INS SCP2247263 01/01/2008 01/01/2009 $1,000,000.00 12/31/2007 ATLANTIC L121000084 #3 CAS INS CO 0 01/01/2007 01/01/2008 $1,000,000.00 12/20/2006 INTERSTATE FIRE&CAS #2 CO CLP6280305 05/01/2005 05/01/2006 $300,000.00 05/16/2005 INTERSTATE FIRE&CAS #1 CO CLP6256495 05/01/2005 05/01/2006 $300,000.00 05/02/2005 Summons/Complaints Information No Matching Information Judgment Information No Matching Information https://fortress.wa.gov/lni/bbip/printer.aspx?License=PRECIPL95 I KB 4/22/2008 (� 0 s ax g fl to 1 ` fbvor k Must C-N TO OFA -f BUILDING DEPAF° 14 ON o_w ROVED r I GATE S CH 7�v Q UNLESS GES AUTHORIZED X $9' I t'd G! Ql+iS �rONh�1 BUILOINGINgPECTGANE i ►� 1411 w - - w3 - - - - - - � � hot Ub Al LA w-'� S a c r�,, �'l 4 s s . 1Ue ape -- Roo F e*lvk L s p 3 -P?-OS ISO ,► �" yXH pO 3 de I I G er aX 6 - l vy 4 D toy,�S' ,GAF. S 'V) _SS IPro v:u e 4qcc Ss � cross �3 D I I OT? I I L_ I �_ �q'6 a3 -l9'-D8 N r�.✓a�soK w-17 I II II II y " s ;� FtooR � PT RECEIVED 50 40 0 I � APR E 3 2008 I(o� D " COAPERYR CENTER 1 1 T O • 0 �' ° � ° ° I V 731 -