Loading...
2009, 05-20 Permit App: 09001392 Pole BldgProject Number: 09001392 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/20/2009 Page 1 of 2 Project Information: Permit Use: 30 x 24 POLE BLDG Setbacks: Front Site Information: Plat Key: Left: Right: Rear: Name: Range Parcel Number: 45291.0506 Block: SiteAddress: 2014 S SUNRISE RD Location:: CSV Contact: BALDWIN, BRIAN L & NANCI J Address: 2017 S SUNRISE RD C - S - Z: SPOKANE, WA 99206-3380 Phone: (509) 921-1858 Group Name: Project Name: District: Sout Lot: Owner: Name: BALDWIN, BRIAN L & NANCI J Address: 2017 S SUNRISE RD SPOKANE, WA 99206-3380 Zoning: R-2 SF Res Suburban District Water District: 101 SPO CO WATER DIST#3B Hold: ❑ Area: .00 Acres Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Review Released By: Originally Released: 5/20/2009 By: tmelbourn Landuse/Zoning/HE Conditions R leased, By: Permits: Originally Released: 5/19/2009 By: cjjanssen Operator: JD Printed By: JD Print Date: 5/20/2009 Project Number: 09001392 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/20/2009 Contractor: ZIEGLER LUMBER COMPANY Address: 4220 N MARKET ST SPOKANE, WA 99207 Description Grp Type Notes POLE BDLG U-1 VB Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBCC SURCHARGE Building Permit Firm: ZIEGLER LUMBER COMPANY Phone: (509) 489-8760 This Application: Total Project: Sq Ft Valuation Sq Ft Valuation 720 $13,680.00 720 $13,680.00 Totals: 720 $13,680.00 720 $13,680.00 Units Unit Desc 1 1 1 Notes: _ ,.: i, 19::7 :. SELECT SELECT SELECT Permit Total Fees: Fee Amount $237.25 $59.31 $4.50 $301.06 Live loads in excess of 40 psf in loft requires additional engineering and new permit. Payment Summary: z,r.ti a r-: ,* c wcat4c crc.. -- as Permit Type Building Permit Fee Amount Invoice Amount $301.06 $301.06 $301.06 $301.06 Amount Paid $59.31 Amount Owing $241.75 $59.31 $241.75 Page 2 of 2 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 5/20/2009 *Mae . Va11ey Community Development Residential Construction Permit Application 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevalley.org rrxivii1 INUivItsrx: ct PERMIT FEE: (l New Construction ]. Accessory Bldg ❑ Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS: '�..-O ( 1 5 501.. R I $ L SPO I! f},.j V fi1,t_- ASSESSORS PARCEL NO: I-15 2_91. 050 LEGAL DESCRIPTION: Buiildi )C w ier, tng, F DIMENSIONS: 01- Name: e...1 A rJ ?jp}t...Dt� IJ Co Address: 001-1 S SUN iz..15 2Nu FLOOR SQ. FTG: A City: sec) ILA �a VA-i.i..r'z`{ State: Zip: 99 zota Phone: so, _ ) al - 1$ 58' Fax: -6fd f- Q. FTG: D, Person, Name: T),? -i Pv..3 A 7i Phone: 5oc - c Zi - 1 Describe the scope of work in detail: xik�fY 0 9 DIMENSIONS: 01- Name: Zi EiC-L a- L u ell 6 Co Address: tio,40 E LL,Pr.dc. 2Nu FLOOR SQ. FTG: A City: eo k, State: _ Zipcat--) Phone: 50, _ `i(oi _ 4,100 Fax: -6fd f- Q. FTG: D, Contras or Lic No:i &u..3iCo3 Exp Date: (_C o1 z - 30% SLOPES ON 1 City Business Lic. No: CONSTRUCTION TYPE: PO Lam. Cost of Project: $ 14, 1Z iNST -&,L- 30 x Zy 10 PoL& but JAG - Proposed Use: 56 o **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO IEAAK: DIMENSIONS: 01- # OF STORK TOTAL HA ITAABLE SPACE: MAIN FLOOR TO SQ. FTG: N I �1- 2Nu FLOOR SQ. FTG: A UNFIN BASEMENT SQ. FTG: v.)) A , . IMPERVIOUS SURFACE AREA: FINISHED BASEMENT SQ. FTG: ( -6fd f- Q. FTG: D, DECK/COV. P TTIIO SQ. FTG: 11 �PROPERTY:A 30% SLOPES ON 1 # OF BED OMS: �� Ps CONSTRUCTION TYPE: PO Lam. HEAT SOUR E: ►��A SEWER O SEPTIC? 01 A The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. SIGNATURE: Method of Payment: Cash Bankcard #: Authorized Signature: REVISED 2/15/07 0 Check ❑ Mastercard Expires: DATE: 5/C/0 2 ❑ VISA VIN#: Spokane For City Use Only PLUS Project Number •� Project Address I 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevalley.org As part of our on-going commitment to customer service during the review process of your project application, we are providing you with a TARGET DATE for the initial technical application review. If for any reason we cannot meet this date, we will contact you with a revised target date. Your application review TARGET DATE is 011 The TARGET DATE is the date we estimate your project application will have had its initial technical review. It is not the date for approval or permit issuance. Tips for a Smoother Project Application Review ➢ Submit complete, accurate plans and documents. Extra time may be required for re -submittals as project application reviewers work on multiple applications and it may be several days before they can look at your new or revised information. ➢ Designate a specific contact person to communicate with the City. While the person designated as the applicant's contact person with the City can be changed, one individual with the expertise for dealing with reviewer comments would be the best choice for the entire review process. ➢ Call staff regarding the status of your project only after the target date shown at the top of the page. Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us by your target date. Staff may contact you before the target date if the initial review is complete. By following this procedure, you will save time and allow the reviewers to complete the work more expeditiously. Steps in the Permit Process 1. Counter Complete. Your application has been accepted as counter complete. This means all of the required documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred submittal. This does not prevent technical staff from requesting additional information as a result of their technical review. 2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free from substantive flaws that would prevent technical staff from completing the technical review once it is started. When this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it comes up for review. 3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete. 4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re - submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections of the application are received, a Permit Specialist will process the application and contact the person specified on your application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by the Permit Specialist at that time. WHITE -APPLICANT PINK - BUILDING FILE REV 9/07 �T 2`737& `5l� t/ (jwr 7 L1r�) .cy.— — Pobzw t5- ShD Z /IT AA rr 1tV —i 5t)c)c. IEyv' s LN L�` frrk-E-0 tA.)iic,re c 1,-)p os CD p 5 5r IBJ - ,-4+A> rot p ) PLANNING DEPT. APPROVED BY: NU_ L��� c - (77 k)A-,Re_E,1 - a1/ do 1 ii 5 Stn r-1 0,011 S S u ri ri SE -- 0,14 A ci A \C WAMBEKE ENGINEERING Daniel Wambeke, P. E. 2913 East 61st Court Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com May 16, 2009 Mr. Brian ZIEGLER LUMBER COMPANY 17002 East Sprague Avenue Veradale, WA 99037 SUBJECT: 30' X 24' X 10'0" POST FRAME BUILDING FOR BRIAN BALDWIN, 2014 S. SUNRISE, SPOKANE VALLEY, WA 99206 Dear Brian: This building has been sold to Mr. Baldwin for erection in Spokane Valley, WA using the standard post frame building plans I have provided to Ziegler Lumber Company. The required loading for this building is 30 PSF roof live (snow) load, 85 MPH wind speed, Exposure B and Seismic Design Category C according to the 2006 International Building Code. Allowable soil bearing pressure is 1,500 PSF. Sidewall posts are located at 12'0" o. c. and the roof has 4:12 pitch. I have reviewed the design of this building and checked it for the diaphragm design criteria used in the standard plan design. The front endwall has a 16' x 8' overhead door, a 4' x 3' window and a 3' pass door. There is sufficient steel siding on this endwall to transfer lateral loads from the roof and sidewalls to the base of the building. The rear endwall has no openings. There is sufficient steel siding on this endwall to transfer lateral loads on the sidewall and roof to the base of the building. The left sidewall has no openings. The right sidewall has no openings. Sidewall openings have no effect on the lateral load resistance for this building. There is a 5' x 30' loft x 40 PSF live Toad in the rear end of the building. This loft will have 2" x 8" DF -L floor joists at 24" o. c. with s/." T & G decking glued and screwed to the floor joists. The rear endwall rim joist will be a single 2" x 10" DF -L #2 beam bolted and nailed to the endwall posts (one'/." diameter machine bolt & 8 — 16 d nails). The front rim joist will be four 2" x 12" DF -L Select Structural members nail laminated together resting on 4" x 6" Hem -Fir #2 posts at the building sidewalls. Altematively, the front rim beam shall be a 3 1/8" x 13'/z" glue lam beam, 24F -V4, DF/DF. The posts will be embedded in 18" diameter x 3'0" deep concrete footings. You may use the standard plans for framing and connection details for construction of this building. Please feel free to contact me if you have any additional questions about the design of this building. Sincerely, A/1011( 61 Daniel Wambeke, P.E. Enclosures DW:dw Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems 12'-0" 12'-0" �-* 10'-0" BALDWIN 10'-0" -1- 10'-0" --11-1 6x6 16' 4x6 10' 6x6 18' 5'x30' Loft 6x6 18' 6x6 1 38'-5" 16'-3' 6x6 20' 30'-0" 4x6 10' r 4x6 16' 4x3 Window 6x616' 3/0 Door 24 -0" /—\ NOTES FOR FLOOR PLAN S1 INTERI❑R FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET GABLE END WALL POSTS - 6' X 6' TYPICAL DOOR POSTS - 4' X 6' TYPICAL FOOTING DIMENSIONS, B = 1'-8"; D = 3'-0" MAXIMUM POST SPACING 12'-0" S3 PURLINS @ 24' 0,C., BEARING OR JOIST HANGERS (TYPICAL) 1— z W J f ti SPAN DOUBLE TRUSSES D �� ] IBLE TRUSSES SINGLE TRUSS EI PLAN VIEW EXPIRES 12/29/09 N,T,S, f WAMBEKE ENGINEERING Daniel Warlbeke, P. E, zSpokanet VAst99223t Tel, 509-443-6186 Fax. 509-448-6582 e-neR dranbekeensn.con BUILDING PLAN VIEW STANDARD POST FRAME BUILDING PLANS ZIEGLER LUMBER COMPANY 620. EAST HOLLAND SPOKA112 E. WA 99218 DRAWN BY DATE VAMBEKE —24-08 IBC-01.40WA APPROVED SCALE NTS REV. NO S FUR S E T A- A ki IN SFr TICIf.. P P \N FOR ITHL 11, 11W rGPT r... AT X 6 ° 2.4 1, T:1-7; FLAT 114 IJC CiONCRETE TOUTING, SEE SCHEDULE. EXTEND POST TO T[in ET PURE IN RFJOR FASTENED TO P.URT.INS 'WITH I L..ONG WOOD:FAST TEKS. WALLS rASTENED RTS WITH r G ET1 Dr AST T S BU DETAIL. LDING SECTION A A AMBE<E ENGINEERNG L'-ast alst «CAW 10 'd -'I °569-44:1-E3ti &nk- SrANDARD BUILOMG SECTION STANDARD POST FRAME F.30NG PLANS iiELER LUMBER COMPANY 620 EAST HOLLAND SPOKANE. WA 99'7.18 CQAT4N EY CAT KL 2-24-08 A 1T 4"'TIVTC N I t BC 02.4QWA BUILDING SPE(, T1CAI IONS; GENERAL — ALL BUILDING CONSTRUCTION SHALL CON'O M TO THE 2006 EDITION OF THE INTERNATIONAL BU3LL11NG CODE (IBC 2006), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED USE 1N AO PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE 8 AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS — ROOF LL = 40 PSF ROOF DEAD LOAD = 5 PSF CEILING L.IN( LI - 0 PSF CEILING 01 y 1 PSF RO F' DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION, MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF M/Y1MJ44 SOIL BEARING PRESSURE IS BASED ON SAND, SILTY .SAND, CLAYEY SAND, SILTY GRAVEL AND CLA"'EY GRAVEL 501.5 OR BETTER. LESSER SOIL CONDITIONS WILL REOUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE — MINIMUM :28 DAY SOMPRESSIVE STRENGTH F"c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST EN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-05. WOCO STRUCTURAL LUMBER SHALL. CONFORM TO 0E—L #2 OR BETTER. BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGH7. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 DE THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT—DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED W000 S=HALT. CONFORM TO THE REQULREMENTS OF AWPA STANDARDS C-16, C-22, C.-25. C-24 & C--28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM—FGR #2 OR BETTER, RIJLL DIMENSION AND GRADED 137 WWPA GRADING RULES, HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL, ALL BOLTS SHALL CONFORM TO ASTM 4307. MEAL PANELS M'AY BE DELTA RID STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM 4653 STRUCTURAL QUALITY (50), Fy = 80.0 kN . ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 f`2„ LONG METAL TO W000 FASTENERS. WALL PANEL.:? SHALL BE FASTENED TO GIRT 3 WITH PLATED, GASKETED 1" OR }N EF METAL TO WOOD FASTENERS, PANELS SHALL BE INSTALLED AND FASTENED ACCORDING 70 THE MANUFACTURER'S RECOMMENDATIONS, ALTERNATE ROOFING & S';DINO .APPLI,CATl0'NS — BU'-LDING ROOF MAY BE SHEETED WITH 15/32" 0.S.B. BOARD,, 1/2 C D -'L,fWC0 J OR OTHER APA RATED SHEETING, HAILED 0 6" 0. C. W/ 88 OR 10d NAILS, FINISH COVERING FOR SHEE7ED ROOF MAY BE. COMPOSITION ROOFING OVER 30# FELT, DR 39 GAUGE' METAL ROOFING OVER `51 FELT, BUILONG MAY B S 7.0 WITH ' i6, 0.3.8. HOARD, i/`'r'." C—DX PLYWOOD, 15,132" T-111 PLYWOOD SIDING 0R 8ARDI..PL488, GAP SIDING MAY DE INSTALLED OVER BUILDING WOAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO GIRT'S WIFH 8d, NAILS f 5 C., OR 1 1/2s` LONG 8 16 GA. STEEL STAPLES 4 6' 0. C. t"# PANEL EDGES & INTERMEDIATE FRAMING. SOIL COMPACTION — ALL BACKF.LLED SOIL BENEATH FOOTINGS SHALL 81 COMPACTED WITH A VIBRATORY COMPACTOR TO 9:5% C' THE. PROCTOR „DENSITY ,4S DETERMINED 87 ASTM 41557, METHOD 0. TRUSSES SHALL GE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE ;N WH:°OH 7141. 00.1-7I8(; WILL BE CONSTRUCTED. TRUSS 1540140, TOP, CHORD LIVE LOAD 40 ?SF TOP CHORD DEAD LOAD = 5 PSF 30TT0M CHORD DEAD LOAD = 1 PSF Av9BEKE ENGII EERING fl FacE GIAA �. W zs ice e, P 1, le, S.) 4F3;°*At% Cm.,, SPECIFICATIONS FOP TYPICAL POST FRAME BUILDINGS `ZIEt ER L1M ER ((51vIP ,'4Y 620 EAST HOLLAND .fiL`7 TKA 4f .fix WA 8 rr 7,41.1 �;. 'OB' -EKE 2-24-0 113003-4OWA REV NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE DR RDD CONCRETE TO OBTAIN FULL BEARING UNDISTURBED . SOIL FOOTING DETAIL N.T.S. EXPIRES 12/29/09 WAMBEKE ENGINEERING Barilel Wambeke, P. E. pokon: V Ag223 Tit. 309-443-6186 Fax. 509-448-6582 e-naR dranbekr8nsn.con STANDARD FOOTING DETAILS STANDARD POST FRAME BUILDING PLANS ZIEGLER LUMBER COMPANY 620 EAST HOLLAND SPOKANE. WA 99218 DRAWN BY DATE WAMBEKE —24-08 APPROVED ' SCALE NTS IBC04 REV, POSTJFOOT1NG SCHEDULE 30' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTIN O KN BRACE CONCRETE SPACING "H" W X 0 "6" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'0"1 6" X 6"► 26" 3'-0" NO 0.41 10'-0" 10'-0" 6'" X 6'" 26" 3'-0" NO 0.41 10►-0 " 12-0 "" 6" 6" " 6"► X W12 X 26" " 3-0NO 0.41 10'-0" 14'-0" 6" X 6" W/2" X 6" 27" 3'-0" NO 0.44 10'-0" 16'-0►" 6" X 8" 27" 3'-0" NO 0.44 10'0" 18'-0" 6" X 8" W/2," X 6" 27" 3'-0" NO 0.44 10,-0" 20'-0" 6" X 10" 27" 3'-0" NO 0.44 10'-0" 22'-0" 6" X 10" W/2" X 6" 27" 3'-3" NO 0.48 10'-0" 24'-0" 6" X 12" 27" 3'-6 ' NO 0.52 12-0" 8'-0" 6► X 6 30" 3'-0►► NO 0.55 12-0" 10►-0" 6" X 6" 30" 3►-0" NO 0.55 12-0" 12'-0" 6" X 6" W/2" X 6" 30" 3''-O" ? NO 0,.55 12-0" 14'-0" 6" X 8" 30" 3'-0" NO 0.55 12-0" 16'-0" 6" X 8" W/2'" X 6" 30" 3"-O" NO 0.55 12-0" 18'-0" 6" X 10" 30" 3'-0" NO 0.55 12-0" 20'-0" 6" X 10" W/2" X 6" 30" 3'-2" NO 0.58 12-0" 17-0" 6" X 12" 30" 3"-4" NO 0.61 12-0" 24'-0" 6" X 12" W/2" X 6" 30" 3'-8" YES 0.64 NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM-FIR #2 TREATED POSTS UP TO 1C-0" WALL HEIGHT. ABOVE 1 6' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM-FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 18"0 X 3'-O" DEEP FOR WALL HEIGHTS TO 16'-O". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"95 X 3'--4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". w WAMBEKE ENGINEERING 1 4j Dame: Wnmbeke, P, 2333 Etat Mt Cort, E. s o.,.. VA 99F29 , V14 „ TN,. 509-443-64* Eco. ? e-roo tls►ktbranton Sa9-448 E9HO:M 1dk,. (*gyp !!y POST & FOOTING SIZES 25' TO 32' SPANS — 30 PSF L.L. -TS (4 STANDARD POST FRAME BUILDING PLANS 160 \ } ZIEGLER LUMBER COMPANY � 'a r�, r ' 620 EAST HOLLAND SPOKA E. WA __98 18 T �� i L%_'1S.. i � � :d� t �E WAMBEKE-•24-08 IB ';)c_T1.J 40W4 nGFPC^`.'ED SCALE hid DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT UJ (E)mANOI:ACTUREll TRUSS TOP •iaRDs TRUSS DESIGN BY TRUSS MANI jr PuRLIN SUPPEIRT STRUT 2' X 6' X ULL DEPTOF TOP CHORD PLUS PURLIN NAIL PURLINS W/(3) 1&c NAILS ©NAIL STRUT TO TOP CHORD Vi/a) I6.t1 NAILS EACH SIDE, ANuFACTURED TOS! N43L. '11 LH SIDE OF POST :‘,11T14 4 — S 2N 7OP NAILING BLOCK evODD POST:, SEE POST/FOOTING SCHEDULE. 100 NAILS SOLID .BLOCKING Al CONNESHUN 13:YINTE, (.61) TYP PURLIN, SEE FLOOR RL AN FOR SIZE `4 6' OR 2' X 5' LAVE GIRT t!,110 KNEE BRACE, IF REG'D. SET POST SCHEDULE ANC DETAIL 2 tO 2 • X 6' X 24' OR 2' X 8' X 24' 3:.,OCK 1$-:70 1 - 3/4' 0 mACHINE BOLT TH.Ro !RUSS T, UQRD - :3/4' 0 MACHINE BOL7 IHNu KNEE BRACE - 3/4' 43 MACHINE. 13111.7 T3RU BOLTING BLOCK 2 - 3/4' 0 M, BOLT BOLTING BLOCK - 24 & 30' 3 - 3/4' 0 M. BOLT BOLING KOCK - 36' I. 45" 4 - 3/4* 0 M. E301.7 euLr6 BLOCK - 50" 5 - 3/4' 0 H BOLT BOLTING KOCK - 65 :6d NAILS: [EXPIRES '2/29/09 PURLIN CONNECTION METHODS, A). PURLINS MAY BE KING wr 'HE r-Q.usS TOP CHORD FACES \,01 STC SIMPSON jOTST H,AMOERS CR EQUAL, 25 PLIRLIMS MA' BE KITTLE AND NAILED s INTO EACH PLRLIN, 2) PURLINS MA, BE LAPPS ANDNAILED V/(3) 160NAIL2 ON UOMNECT11IN METHODS '13' AND TOENAIL BAC,‹ 212:7. Or PURLIN W/(1) 16c NAIL INTO EACH f1IP "...11-11211 MEMBER WAMBEKE ENGINEERING 2913 East 43st a•Ne3 Vat'ibeke P. S.:0910int, W4, 39223 tel, W9-941-6.121. Fax, O44 %,93 awn e MSTYL7 TRUSS — COLUMN CONNECTION PURLIN CONNECTION METHODS STANDARD POST FRAME BUILDING P 17EOLER LUMBER COMPANY 620 EAST HOLLAND SPOKANE, WA 99218 ERAW19 W BEKL DATE 2-24-08 SCALE NTS 18C06 NS . • • - AU -----.77,,, ' \_./ I'-----,, . - ...f7i 1 '''''''4".' --i- ,---(rcs. 1 ,, " -t (S,::9 .or-4-1' -- ,L.„.,_ _„:1-11 20' 0' MAX[MUM -,..1 - 1 I- I 1 1 SINGE "NE-IR-EA 3 EDIR ---__ TIEN FRONT EL7VATION N,T,S NOTES FOR FRONT ELEVATION HAL'''. TRUSS DESIGN BY OTHERS SJRPORT PURLINS @ END TRUSS W/2' X 6' TREATED 2" X 6' BOT TOM GIRT (.51M,,, 2' X 10' HEADER 2' X 6' GIRTS @ 24' 0,.C„ 10" BAYS, fl --L. 4P ,--- 2' X 6' GIRTS 8 221" aC „ 12" BAYS., DF-L #2 • (S74.7) 2' X 8' EAC:A BOARDS • cS-:4,1 TREATED \A/OOD POSTS, SIZED PER SCHEDULE (...,W TREATED 2' X 6* BOTTOM GIRT ,OR TREATED 2' X 10' BOTTOM GIRT WAMBEKE ENGINEERING P E7, 8513 Emst 6Ist .,"'cor-t SpoRxtrar,IVA 9-'9EE3 Timt 514-4 42-taafi Fax 509-4441-Es5S12 ts....rai daptiritirket!".sn.cart Ai 4, ' FRONT ELEVATION -".• -*,- r , SINGLE OVERHEAD DOOR OPPON -4,,.. 5. TYPICAL POST FRAME BUILDINGS '0 ;.."' q,A, ZIEGLER LUMBER COMPANY 620 EAST HOLLAND ,SPO E. WA 99215 : DRAWN WY LATE 1 VAMBEKE -24-08 _-1 BC09 'EXPIRES 1 2/29/0.q , APpnvcr, scALE NrS • • .. - 1) II 4 L i ? 3068 MANDDDR PID t : ` 13 `SING OPTIONAL FRONT ELEVATION N.T,S. NOTES PER OPTIONAL c R $ T...:„'. `VA-IONS CsD HA,:,- TRUSS DESIGN BY OTHERS t e') ' X 10' HEADER UP ID 12? 0' DOORS X 12' HEADER UP TO 20' 8' DOERS ( Ti 2' X ' HEADER (5 4' X 6' NPR POST .., 8' T HRU 14' WALL HEIGHT W/ ' X 6' FACER, 6” X 6' DOOR POST 16' & ' WALL HEIGHT WI ' X ' FACE. (S.:4 2 X 4' WINDOW JAMB I � VVAMBEKE ENGINEERING ' 04i "� ...a set tnb k T«ktiyar't� s �it Tai. µ4 -6L Tpx!AA,4404602 a-wP naatiakrknsAtt4 1.» ' � FRONT ... ELEVATION . PASS DOOR OPTION TYPICAL POST FRAME BUILDINGS i ' ZIEGLER LUMBER COMPANY !POKA .RASditi BY DATE RE'Vry � AM1 EKE —24-08 E:VIRUS 1&. c 9 : A�'RDVED SCALE IB .'12 NIS , - , ',----• 7\ ,‘ 118 ' ,--..m , 04) ' P - ; ----- / , TYPICAL TRUSS BOTTOM CHORD BRACING NOTES rUR TRUSS BOTTOM CHORD BRACING N.T,S. (S1-) GABLE END TRUSS DOUBLE INTERIOR TRUSSES .,-,......" (5.ip GABLE END POST 2: X 4BOTTOM CHORD BRACING ? 10' 0 DC E X 3' BLOCK WITH 4 — noi „.._ NAILS TO BOTTOM CHORD BRACE SHEATHING REQUIRKINTs THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED * IMF STEEL, 29 GAUGE GRAND-RIB III, 36." WIDTH OR EQUIVALENT it F LLD SCREwS, 010 x I 1/2'" AT 9 D.C. ,INEXT Ti HIGH RIB). * [AVE AND RIDGE; PURI TN SCREWS, #14 xi 1/2' AT BOTH SIDES Er EACH MAJOR RIB THE r°LOWING MINIMUM ENDVALL, DIAPHRAGM REQUIRmENTS ARE NEED,ED,I * ENDWAt.t STEEL 29 GAUGE IIRAND-RIB II:, 36' WIDTH OR EDUWALENTE I* EIE,,I) SCREwS, *ID x t 1/2' ,P, 9' C.C. 0,4EXT TC HIGH RIB) LK BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, *14 x I 1/2 P, BOTH SIDES Or LATIN MAJOR RIB ----- c140DIAPHRAGM SCREWS 0" *A: DIAPHRAGM SCREwS e END LL BASE GIRT ACROSS , ,&..,NDwAt.1, DOOR HEADERS & GABLE END TRUSS TOR CHORD, "t 1, : 7-• . '- SAVE & RIDGE PURLINS ON ROOF ..6\ 44 1067 DIAPHRAGM SCREWS, TYPICAL SIIREW PATTERN, EXCEPT AS NOTL:', ABW.,'E ExP'I RE s I;)724709- - 1 VW.. STEEL SHEETING SCREW PATTERNS WAMBEKE ENGINEERING et`I3 East tist,2ktAt e.,nlet Wambeke, P, E. spokamt,WA lw rt-T,S teq,U1,44444105 rem sol-44,fl-vlaa t--.4.14.tilintraelatt/rosn.cart TRUSS BOTTOM CHORD BRACING & WALL SHEETING TYPICAL POST FRAME BUILDINGS TTZGLER LUMBER COMPANY 620 EAST HOLLAND „SPOKA E, WA 99218 112 IBC:;4 WAMBEKE 08 U —24: MAI" RY DAN_TE Ri-V APP'RVE:r szA...E ,.. I' 1' 1 ---- 2 — 166 NAILS ,...it------ -- . 1 1 Hi . 64' 8' 'JR 1 I / ,.. 0 - :- 1 o : us '1171- , , I n 1 • I I[ NAILING PATTERN FOR POST LAMINATIONS NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN P` X 4BACKER REGYD R 48' :1.0 TREATED POST OR BAYS LARGER THAN II' 1.6d GALV. NAILS / EACH GIRT N ! t, , sl- NN12.' X 6' FL.AT GIRT @ 24' ri, a. cu i _„_ / FOR 8 , 10' & 1.1' BAYS 1 ' , . I ..--. v LA) TYPICAL GIRT CONNECTION GABLE END TRUSS 8 - 16d NAILS----,, _ t.,-,---',------ kt tt-, _..-- \V" /Vet40 --> ------- a ' .- ' fix ,'Ir: I , - . e.2....2._2:_i_____" ' ___„ „_,\ ( - • ' ( ' ' 1 -z:1 1 • 8 I6d NAILS ' ' tB0-77,ill 2 X 6 X 18 .„ ,5-, ,•f s-root,t': 6,,, BOL INC Bt.tiCK------ . . , CORNER POST , rtxpltztts 1'L)i129/09 F Ai t — WAMBEKE ENGINEE ING 0 0 NAILS Dardet Vambeke, P, E 7414,PlArtit,. Tri,t49-4424det fox%9.4419'6.9W r-mok 4winkfttmarm-sm ' 2' X 6' X 18' ' ' GIRT CONNECTIONS, GABLE END TRUSS B 0 L I;1 NU Bu j: <— ' CONNECTION & POST LAMINATION DETAILS STANDARD POST FRAME BUILDING PLANS DETAIL 3 620 EAST HOLLAND TYP GABLE LNE SPOKANE. WA 99218 TRUSS CONNECTION DRR.1.4 bY DATE PI,•.V USE BOLTING BLOCKS BELOW wAMBEKEL -30-08 IBC15 ALL CORNER COLUMN GIRIS APPROVED SCALE i NTS fid t • MiTek POWER TO PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: Q1240 Fax 916/676-1909 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by ProBuild West-Spokane, WA. Pages or sheets covered by this seal: R30097974 thru R30098005 My license renewal date for the state of Washington is August 1,2010. `a ft;1 G f .: ti `= �{ 3049.)/.;'''.5,S.:,/ 12.71:— \-----"T:\ EXPIRES:91(>940 April 8,2009 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-2002 Chapter 2. Job 01240 Truss I Truss Type 30 COMMON PRO -BUILD, SPOKANE,WA. 6-4-13 6-4-13 10-5-4 4-0-7 15-0-0 4-6-12 7x8 4 Qty .1 19-fi-12 4-6-12 Ply R30097982 1. ,Job Reference (optional) 7.060 s Jan 22 2009 MiTek Industries, Inc. Wed Apr 08 10:45:56 2009 Page 1 23-7-3 30-0-0 4-0-7 6-4-13 Scale =1.49.0 9-11-0.... I _ 20-111 9-11-0 10-2-0 Plate Offsets (X,Y): [1:0-7-8 Edgej [7:0-7-8,Edgp [8:0-3-12,0-1-121, [10:0-1-12,0-1-121 30-0-0 9-11-0 5814 MT18H - LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 5.0 BCLL 0.0 BCDL 1.0 SPACING 6-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2006/TPI2002 CSI TC 0.87 BC 0.96 WB 0.52 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.54 8-10 >659 240 Vert(TL) -0.67 8-10 >529 180 Horz(TL) 0.19 7 n/a n/a LUMBER BRACING TOP CHORD 2 X 6 DF 2400F 2.0E TOP CHORD 2-0-0 oc purlins (2-3-9 max.). BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD 9-11-4 oc bracing. WEBS 2 X 4 HF 1800F 1.6E *Except* JOINTS 1 Brace at Jt(s): 4 3-10,5-8: 2 X 4 IDE Stud/Std REACTIONS (Ib/size) 1=4077/0-5-8, 7=4077/0-5-8 Max Horz1=-104(LC 8) Max Upliftl=-450(LC 5), 7=-450(LC 6) Max Grav1=4111(LC 2), 7=4111(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10239/1095, 2-11=-8657/923, 3-11=-8467/942, 3-4=-8772/1026, 4-5=-8771/1026, 5-12=-8467/942, 6-12=-8657/923, 6-7=-10239/1097 BOT CHORD 1-10=-1029/9405, 9-10=-530/6134, 8-9=-530/6134, 7-8=-959/9405 WEBS 3-10=-1736/177, 5-8=-1736/176, 2-10=-1566/262,4-10=-388/3671,4-8=-387/3671, 6-8=-1566/264 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.Opsf; BCDL=0.6psf; h=25ft; Cat. I; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category I; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle®got�..A€shitg•ct to verify adequacy of top chord dead load. °" 0 tNt1 TI\q, 6) All plates are MT20 plates unless otherwise indicated. '"•® *Y,..•••••*•>,;W� ••.**, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live lopd 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.j'an'L02.10.2 and referen ` standard ANSI/TPI 1. LOAD CASE(S) Standard " PALMER S. TINGEY No. 17690 PE �CENSF, /ON AV - PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 165 Ib EXPIRES: 08-01-10 WARM ITSr - ✓ - - f'u :I�.wscr171 1461 ,19160. 0619 1"{F�3E? YdGF7' u 0 1 91 911 91 0 3 A?aa l?d£'Z? aIIBD' #Tt7Eti i?LF :i°E7!CG PA!>£Y>3 /4 t:;i rxv. 10-'04 &SPO 07 (140, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI( Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. April 8,2009 MiTek" 7777 Greenback Lane, Suite 109 ` _ Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R30097985 Q1240 30G GABLE 1 1 .. Job Reference (optional) _ .__ .... ........ .. .... i -..,...-..i.... i.... ,,,,,,q n.,. no 1n-d6.FQ 711110 Pana 1 PRO -BUILD, SPOKANE,WA. 6-4-13 6-4-13 10-5-4 4-0-7 15-0-0 4-6-12 19-6-12 23-7-0 _39-40 7x8 -- 4 4-6-12 4-0-7 6-4-13 Scale = 1'.49.0 9-11-0 20-1-0 30-0-0 9-11-0 10-2-0 Plate Offsets (XYZ LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 5.0 BCLL 0.0 BCDL 1.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 9-11-0 [1:0-7-8,Edgel P:0-1-12,0-2-0],16:0-1-12,0-2-0 [7:0-7-8,Edgel, 18:0-3-12,0-1-12.) [10:0-1-12 0-1-12], L11:0-2-0,0-0-12], )14:0-2-0,0-0-12] I SPACING 6-0-0 CSI DEFL in (loc) 1/deft L/d Plates Increase 1.15 TC 0.87 Vert(LL) -0.54 8-10 >659 240 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.67 8-10 >529 180 Rep Stress Incr NO WB 0.52 Horz(TL) 0.19 7 n/a n/a Code IRC2006/TPI2002 (Matrix) PLATES MT20 MT18H I� Weight: 188 Ib GRIP 185/148 220/195 2 X 6 DF 2400F 2.0E 2 X 6 DF 2400F 2.0E 2 X 4 HF 1800F 1.6E *Except* 3-10,5-8: 2 X 4 DF Stud/Std 2 X 4 DF Stud/Std (Ib/size) 1=4077/0-5-8, 7=4077/0-5-8 Max Horz1=-104(LC 8) Max Uplift)=-450(LC 5), 7=-450(LC 6) Max Grav1=4111(LC 2), 7=4111(LC 3) BRACING TOP CHORD BOT CHORD JOINTS FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10239/1095, 2-17=-8657/923, 3-17=-8467/942, 3-4=-8772/1026, 4-5=-8771/1026, 5-18=-8467/942, 6-18=-8657/923, 6-7=-10239/1097 BOT CHORD 1-10=-1029/9405, 9-10=-530/6134, 8-9=-530/6134, 7-8=-959/9405 WEBS 3-10=-1736/177, 5-8=-1736/176, 2-10=-1566/262, 4-10=-388/3671, 4-8=-387/3671, 6-8=-1566/264 2-0-0 oc purlins (2-3-9 max.). 9-11-4 oc bracing. 1 Brace at Jt(s): 4 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.Opsf; BCDL=0.6psf; h=25ft; Cat. I; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss 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 1-2002. 3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category 1; Exp B; Partially Exp.; Ct= 1 . ••NTA � 4) Unbalanced snow loads have been considered for this design. Q f!nyj',t • 5) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow.00r ar 5 d1(15F5l1bad t�be added to the bottom chord. - 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequat6'for a ¢dingle roof. Architect tctyerify\ adequacy of top chord dead load. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. PALMER S. TINGEY • 9) Horizontal gable studs spaced at 2-0-0 oc. < "Ll It 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any others otherliVettadsfyir, 17/p fl p ((1 11) This truss is designed in accordance with the 2006 International Residential Code sections R5021 and 802.10 8^11 ref eT1c 4 standard ANSI/TPI 1. <r AN,S-.90".* ( :; LOAD CASE(S) Standard/off ,• an p00097'>andPREAD NOTES UN m/s h?73r If7CLUDI3D MTFKRL'F R3NCE PAGE 11217473 €�.rs. TO `elf Eta Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. April 8,2009 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610