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2009, 07-20 Permit App: 09002140 Pole Bldg
Project Number: 09002140 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 7/20/2009 Page 1 of 2 Project Information: Permit Use: 24 X 24 POLE BLDG Setbacks: Front Left: Right: Rear: Site Information: Plat Key: 001400 Name: KRUEGERS ADD ._..�AENSMIROMMORtfIMFAMOVIIiiMmYm4 .mom: .M Contact: STANEK, MICHAEL J & KRISTINE M Address: 4604 N PROGRESS RD C - S - Z: SPOKANE, WA 99216-1395 Phone: (509) 924-7872 Group Name: Project Name: District: East Parcel Number: 45021.0201 Block: SiteAddress: 4604 N PROGRESS RD Location:: CSV Zoning: R-3 SF Res District Water District: 001 TRENTWOOD Area: 16,625 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Lot: Owner: Name: STANEK, MICHAEL J & KRISTIN Address: 4604 N PROGRESS RD SPOKANE, WA 99216-1395 Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: Originally Released: Landuse/Zoning/HE Conditions Permits: 7/19/2009 By: tmelbourn Released By: No accessory structure shall be located in the front or flanking street yard, and shall be set back not less than five feet from any side or rear yard. Originally Released: 7/17/2009 By: mbasinger Operator: JD Printed By: JD Print Date: 7/20/2009 Project Number: 09002140 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 7/20/2009 Page 2 of 2 Building Permit Contractor: ZIEGLER LUMBER COMPANY Firm: ZIEGLER LUMBER COMPANY Address: 4220 N MARKET ST Phone: (509) 489-8760 SPOKANE, WA 99207 This Application: Total Project: Description Type Notes Sq Ft Valuation Sq Ft Valuation POLE BDLG U-1 VB 576 $10,944.00 576 $10,944.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBCC SURCHARGE Totals: 576 $10,944.00 576 $10,944.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $195.25 $48.81 $4.50 $248.56 Notes . � �� _ � �t�. � �'VW,*771M7...7`.714*2477...-770,_ 7777� u. 7771,,7.. -774 This permit is granted based on the structure not being used for storage of on -street vehicles. Should the use of the structure be used for that purpose, the driveway will need to be paved and approved by the City of Spokane Valley. Payment Summary:..q m,.. Permit Type Building Permit Fee Amount Invoice Amount Amount Paid Amount Owing $248.56 $248.56 $48.81 $199.75 $248.56 $248.56 $48.81 $199.75 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: 7/20/2009 Spokane _Valley Community Development Residential Construction Permit Application Permit Center 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevalley.org PERMIT NUMBER: 0 PERMIT FEE: New Construction ► Accessory Bldg 1 Addition/Remodel n Deck n Other: SITE ADDRESS: % 0 a 7 N p r re5f - ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner: DIMENSIONS: Name: i c h e ` r] ' - ( �` A' Address: L. -(6,(f L7 , t/ P co re City: e U r��r City: � / State: � Zip: i,461 g 1 Phone: Oq...cm q„✓r �JJ Fax: Contractor Lic No: Contact Person /11 e h.a-e 1 7. 5+0(WW, Name: Phone: C Describe the scope of work in detail: LA -p Proposed Use: Contractor: DIMENSIONS: # OF STORIES: Name: 2 t�„C 4 -elf' Lu.'V\ � ea✓4'I A' � Address:17coa iEa1 -jjra c e i • , €' City: e U r��r S te: Zi, f�' r Phone: Cf), _ / rig''' Fax: i Contractor Lic No: Exp Date: SEWE R SEPTIC? City Business Lic. No: Cost of Project: $ 7 yd c) 5 qtarapostP kt?lc' **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: # OF STORIES: TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. ./4” FTG://1,/ y/ /� V FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG:; IMPERVIOUS SURFACE AREA: FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: 57.6 O 1.— DECK/COV. PATIO SQ. FTG: 30% SLOPES ON P O ERTY: # OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWE R SEPTIC? 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 ,:y be required to be submitted, and subsequently approved before this application can be processed. SIGNATURE: Method of Payment: 0 Cash Bankcard #: Authorized Signature: REVISED 2/15/07 ❑ Check ❑ Mastercard Expires: DATE: ❑ VISA VIN#: RESIDENTIAL CHECK LIST DIRECTIONS: Place a check mark in box next to each document required for complete submittal. o SITE PLAN o Property lines and dimensions o Direction arrow pointing North and orientation to streets o Proposed/existing buildings (footprint and dimensions) o Utilities, septic tank/drain field locations and distances o Setbacks to property lines o Distance between buildings o Right of way/easement location & sizes o Driveway approach size and location BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned) O Elevations (Front/Rear/Sides) with roof peak and wall height including basement: ❑ Foundation Plan (crawlspace, basement or slab on grade): o Footing sizes and locations o Perimeter concrete foundation wall sizes o Crawlspace ventilation o Supporting wood cripple walls or beams o Thickened concrete pads supporting beams or girder trusses ❑ Floor Plan of each level (finished or unfinished) with dimensions: o Floor Joist direction, size and spacing ❑ Window and door location and sizes o Header, beam or concrete lintel sizes ❑ Window well locations if applicable o Brace wall panel locations ❑ Room usage labels o Water heater and furnace locations ❑ Smoke detector locations o Exhaust fan locations ❑ Attic and crawl space access locations o Deck or concrete patio sizes and locations o Fire Wali construction ❑ Roof Plan: o Engineered truss direction and spacing o Rafter and over frame direction, size and spacing ❑ Wall Section Detail including: Roof o Slope/ roofing material/ underlayment/ ice dam protection o Sheathing size and type Ceiling o Joist size and spacing Wall o Height/ top plate/ stud size and spacing/ sole plate o Exterior sheathing size and type Floor o Joist size and spacing Foundation Wall o Concrete or Masonry unit width o Earth to wood separation distance Footing o Size Radon o Passive system with 6mil vapor barrier Miscellaneous Construction Details ❑ Deck: o Floor plan/ side view/ dimensions o Floor Joist/ decking direction, size and spacing ❑ Stairway tread rise & run and nosing o Ridge, eave and valley lines o Beam and girder size and location o Truss or rafter size, spacing & connection o Attic insulation/ air space baffle/ ventilation o Size of ceiling gypsum wall board o Siding/ exterior house wrap/ anchor bolts o Insulation, vapor barrier, gypsum wall board o Sheathing or concrete floor size/ insulation o Footing bottom to finished ground level depth o Horizontal & vertical reinforcement if any o Reinforcement if any o Active system with 6 mil vapor barrier o Footings/ post/ and beam size and locations o Handrail / Guard height & spacing 10 7a,ot e i k �Y[rfiy oc), 00V-- 1) PLANNING DEPT. APPROVED e3CCI7U-U-1 � BY. i,u rsS1 L DATE• --7010a/ hou1-€ zi 43 (7432_ 1 WAMBEKE ENGINEERING Daniel Wambeke, P. E. 2913 East 6151 Court Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com July 12, 2009 Mr. Brian ZIEGLER LUMBER COMPANY 17002 East Sprague Avenue Veradale, WA 99037 SUBJECT: 24' X 24' X 10'0" POST FRAME BUILDING FOR MIKE STANEK, 4604 N. PROGRESS ROAD, SPOKANE VALLEY, WA 99216 Dear Brian: This building has been sold to Mr. Stanek 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 2,000 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 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 a 3' pass door. The right sidewall has a 4' x 2' window. Sidewall openings have no effect on the lateral load resistance for this building. 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. 'ncerely, oJ Daniel Wambeke, P.E. Enclosure DW:dw Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems 12'-0" 12'-0" 12'-0" Note: All Poles 6x6x16' unless otherwise noted STANEK -ow 3'..prod 12'-0" H 33'-1 1" 1 6'-3 16'x8' Overhead door 24'-0" 3/0 RH H4'-2" - 24'-0" 4X2 WINDOW Door EXPIRES (L-- 74---C-1 1 NOTES FOR FLOOR PLAN (:) INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS. SHEET GABLE END WALL -POSTS - 6' X 6' TYPICAL DOOR POSTS 770-.4"..,X,6' TYPICAL FOOTING DIMENSIti\IS; B = i'-8'; D = MAXIMUM POSTSPACING12'0' PURLINS @ 24' aC., BEARING OR JOIST HANGERS (TYPICAL) v),r Z D LAJ > LL_ - X 0 cu G- o cr W $.4 cu SPAN DOUBLE TRUSSES E TRUSSES SINGLE TRUSS 64 \-e PLAN VIEW N,T.S, EXPIRES 12/29/09 WAMBEKE ENGINEERING MI East btst Curt Daniel WQrbek R. E.rwt, VA 95223 1 = S11/-443-61% e-naS ciwa k BUILDING PLAN VIEW STANDARD POST FRAME BUILDING PLANS' 71 E G LER LUMBER COMPANY 620 EAST HOLLAND SPOKANF. WA 99218 DRA/N BY DATE WAMBEKE '2-24-08 APPRUVED SCALE has IBC -01 .40WA REV. 4 LJ —I ZD F— I 0 1.4.1 LLI V) t=1 NOTES FOR SECTION A -A ("E") TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE (.0 TRUSS DESIGN BY OTHERS 0 2' X 6' 24' 0. C., 10' BAYS DF -L #2 GIRTS FLAT 24' 0.C. 2 X 6' e 24' 0. C., 12' BAYS DF -L #2 GIRTS FLAT 24' 0,C. CD CONCRETE FOOTING, SEE SCHEDULE 0 EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS, WALLS FASTENED TO GIRTS WITH 1' LONG WEIEIDFAST TEKS, SEE FOOTING DETAIL LiLi BUILDING SECTION 4 - EXPIRES 12/29/09 NTS. WAMBEKE ENGINEERING Banlet Vatibeke, P. E. 2913 EnT,Ast Court s5119-44344,6 rex. 309-448-65Se •••-,0 oiangaketre.con STANDARD BUILDING SECTION STANDARD POST FRAME BUILDING PLANS ZIEGLER LUMBER COMPANY 620 EAST HOLLAND SPOKANE. WA 99218 DRAWN SY vAMBEKE DATE 2-24-08 APPROVED sccr NTS IBC-02.40WA RCV, BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2006 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2006), AND AU. STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 40 PSF LIVE LOAD. 85 MPH WIND SPEED, EXPOSURE B AND. SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 40 PSF ROOF DEAD LOAD - 5 PSF* CEILING U. = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. MAXIMUM SOIL BEARING PRESSURE = 2.000 PSV MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND. SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F's = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-05. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L f2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. AL1. NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT-DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE; COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-18. C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALT. BE AS NOTED ON THE PLANS: ALL POST MATERIALS SHALL BE HEM-FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EOUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY 8E DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL OUAUTY (SO), Fy = 80.0 ks1. ROOF PANELS SHALL BE FASTENED 40. PURUNS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. ALTERNATE ROOFING & SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" 0.S.$. BOARD, 1/2" C-DX PLYWOOD OR OTHER APA RATED SHEETING, NAILED 111 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOFING OVER 30# FELT. OR 29 GAUGE METAL ROOFING OVER 15# FELT. BUILDING MAY BE SIDED WITH 7/16" 0.S.B. BOARD, 1/2" C-DX PLYWOOD, 15/32" T-111 PLYWOOD SIDING OR HARDI-PLANK, LAP SIDING MAY BE INSTALLED OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO GIRTS WITH 8d, NAILS O 6" 0, C.. OR 1 1/2" LONG X 16 GA. STEEL STAPLES it 6" 0. C. 0 PANEL EDGES & INTERMEDIATE FRAMING. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 9576 OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557. METII00 D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADING: TOP CHORD LIVE LOAD = 40 PSF ` TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF EXPIRES 12/2V0 9 WAMBEKE ENGINEERING 3 Cast st tanleL V+nkaek- P. + Te' 06 r SPECIFICATIONS FOR TYPICAL POST FRAME BUILDINGS 620 EAST HOLLAND SPOKANE. WA 99218 DRAWN BY WAMBEKE LATE -2d-08 ISC03-40WA S�+4LE N TS REV. NOTES FOR FOOTING DETAIL Si TREATED POSTS AS SIZED PER SCHEDULE VIBRATE DR RDD CONCRETE TO OBTAIN FULL BEARING UNDISTURBED SOIL FOOTING DETAIL • WAMBEKE ENGINEERING 2813 st Slat Cotrt Jret Vambeke, P. E. A 99En 312.)-443-1106 raw 3,7g -44e -se? awenbolurerocncar. STANDARD FOOTING DETAILS STANDARD POST FRAME BUILDING PLANS ZIEGLER LUMBER COMPANY 620 EAST HOLLAND SPOKANE- WA 99218 DRAW! JY W P0.1 BEKE DATE 2-24-08 APPROVED SCALE NTS 1E1004 REV, POST/FOOTING SCHEDULE 12' -24' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. " RE UIRED VOLUME, YD3 10* -0" 8%0" 6" X 6" 24" 3'-0" NO 0.35 101-0" 10'-0" 6" X 6" 24''' 3'-0" NO 0.35 10'-0" 17-0" 6" X 6" 24" 3'-0" NO 0.35 10'-0" 14'-0" 6" X 6" W12" X 6" 24" 3'-0" NO 0.35 101-0" 16'-0" 6" X 8" 24" 3'-0" NO 0.35 10%0" 18'-0" 6" X 8" W/2" X 6" 24" 3%0" NO 0.35 10'-0" 20%0" 6" X 10" 24" 3'-0" NO 0.35 10'-0" 22'-0" 6" X 10" : 2.4' ' 3'-2" NO 0.37 10%0" 24%0" 6" X 10" W/2" X 6" 24" ' 3'-8" NO 0.43 12-0" 8'-0" 6" X 6" 26" 4'-O" NO 0.41 12-0" 10%0" 6" X 6" 26" 31-0" NO 0.41 12-0" 12'-0" 6" X 6" W/2" X 6" 26" 3%0" NO 0.41 12-0" 14'-0" 6" X 6" W/2" X 6" 26" , 3'-0" NO 0.41 12-0" 16'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 041 12-0" 18%0" 6" X 8" W/2" X 6" 27" 3'-0" NO 045 12-0" 20'-0" 6" X 10" 27" 3'-3" NO 0.48 12-0" 22'-O" 6" X 10" W/2" X 6" 27" 3'-6" NO 0.52 12"-0" 24'-O" 6" X 12" 27" 3%10" YES 0.57 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 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8", ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POST%;SHAiLL BE A MINIMUM OF 18"93 X 3'-0" DEEP FOR WALL HEIOHTS,A0 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 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". WAMBEKE ENGINEERING worninke, P. E, rp C9 - 443-J F.* 5139-'440 %CT. POST & FOOTING SIZES 12' TO 24' SPANS - 30 PSF STANDARD POST FRAME BUILDING PLANS ZiEdLEA UMBER OMPANY 620 EAST HOLLAND SPOKANF WA 99218 /IT AMBEKE -24-08 APPROVED E NTS 18C05-24.40WA REY. DETAIL 1 -- TRUSS COLUMN CONNECTION, PURIM SUPPORT NOTES _Ea R CEW ECTFOtura (D MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER PURLIN SUPPORT STRUT 2' X 6' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS V/(3) 16d NAILS NAIL STRUT TO TOP CHORD V/1.3) 16d NAILS EACH SIDE. 3MANUVACTURED TRUSS - NAIL TO EACH SIDE OF POST WITH 4 - 16d NAILS ON TOP NAILING BLOCK WOOD POST, SEE POST/FOOTING SCHEDULE. 4 - 10d NAILS SOLID BLOCKING AT CONNECTION POINTS, TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 2' X 6' OR 2' X 8' EAVE GIRT KNEE BRACE, IF RE©'D. SEE POT SCHEDULE AND DETAIL 2 Q 2' X 6' X 24' OR 2' X 8' X 24' BLOCK 1e, 1 - 3/4' m MACHINE BOLT TMRu TRUSS T. CHORD ] - 3/4' m MACHINE BOL T THOU KNEE BRACE 1 - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK 2 - 3/4' a M. BOLT B BOLTING BLOCK - 24' 6 30' 3 - 3/4' m M, BOLT Q BOLTING BLOCK - 36' 6 40' 4 3/4' 0 M. BOLT 2 BOLTING BLOCK - 50' 5 - 3/4' 0 N. BOLT E BOLTING BLOCK - 60' 0 4 - 16d NAILS Kit 4 PURLIN CONNECTION METHODS, Al PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES V/ STD. SIMPSON JOIST HANGERS OR EQUAL. B), PURLINS MAY BE BUTTED AND NAILED V/(2) 16d NAILS INTO EACH PURLIN. C). PURLINS MAY BE LAPPED ANDNAILED W/(3) 160NAILS. ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN V/(1) 16d NAIL INTO EACH TOP CHORD MEMBER WAMBEKE ENGINEERING iI nfeL Vnmbeke, P. E. iso .on` tEls* 92 2 Tal. -4044 Fax: sO9-449-&M2 t -.at abrena eacatrs ..cm TRUSS — COLUMN CONNECTION PURLIN CONNECTION METHODS STANDARD POST rRAME BUILDING PLANS ZIEGLER LUMBER COMPANY 620 EAST HOLLAND SPOKANE. _ WA 99218 BRAWN BY LATE VAMBEI E ,2-24-08 APPWNED SCALE:._ IBC06 REV, SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION NT.S. CO HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS END TRUSS W/2" X 6' 0 TREATED 2' X 6' .BOTTOM GIRT C) 2' X 10' HEADER 0 2' X 6' GIRTS @ 24' 0.C,, 10' BAYS, DF -L 2' X 6' GIRTS 24' 0.C.121 BAYS, DFL #2 0 2' X 8' FACIA BOARDS 0 TREATED WOOD POSTS, SIZED PER SCHEDULE 0 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT WAMBEKE ENGINEERING 2313 East falst Court Daniel Waribeke, P. E. TO -4-8S r tOey-44 e -mi. Ora tee con FRONT ELEVATION SINGLE OVERHEAD DOOR OPTION TYPICAL POST FRAME BUILDINGS MEGLER LUMBER COMPANY 620 EAST HOLLAND SPOKA E VVA 99218 ERAVilt H AMBEKE TE 24-08 NTS 18C09 v. 12 3068 MANDOOR OPTION OPTIONAL FRONT ELEVATION NOTES FOR OPTIONAL FRONT LVATIONS (i HALF TRUSS DESIGN BY OTHERS C) 2' X 10' HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 6' HEADER C) 4' X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ .2' X 6' FACER. 6' X 6' DOOR POST' - 16' & 18' WALL HEIGHT 2' X 8FACER. 0 2' X 4' WINDOW JAMB ExPIRES 12/29/09 N.T.S. WAMBEKE ENGINEERING Daniel Wambeke, P. E. T.L5X,r. toWal W9-443-6tgt Fax, 50-444582 e-mX citowybrovirtsn.co. FRONT ELEVATION PASS DOOR OPTION TYPICAL POST FRAME BUILDINGS "ZIEGLER LUMBER COMPANY 620 EAST HOLLAND SPOKANE. WA 99218 DRAWN DY WAMBEKE APPROVED DATE /2-24708 SCALE NTS 18C12 REV, la S5 TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING ® GABLE END TRUSS Ctl DOUBLE INTERIOR TRUSSES O GABLE END POST O 2' X 4' BOTTOM CHORD BRACING 10 0' O.C. O 2' X 3' BLOCK WITH 4 — 10c1 NAILS TO BOTTOM CHORD BRACE SHEATHING REQU1RtNTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED ROOF STEEL. 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT • FIELD SCREWS. $10 x 1 1/2' AT 9' 0.C. (NEXT TO HIGH RIB) EAVE AND RIDGE PURLIN SCREWS. *14 xi 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED. ▪ ENDWALL STEEL. 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT 1 FIELD SCREWS. *10 x 1 V2 e r UC. (NEXT TO HIGH IK BASE GIRT, END TRUSS, AND DOUR HEADER SCREWS. -.114 x t/2' BOTH SIDES OF EACH MAJOR RIB. DIAPHRAGM SCREWS DIAPHRAGM SCREWS ENDWALL BASE GIRT ACROSS FIATAAILRIDgaR PURLINS ol4 GABLE END TRUSS TOP CHORD, pcinsma JE REVS) TYPICAL SCREW PATTERN, EXCEPTNUT A STEEL SHEETING SCREW PATTERNS N.T.S •z, N.T.S. r EXPIRE S 12/29709 AMBEKE ENGINEERING D�nIet Wambeke, P. E. 2913 al:t Tee 511-443-6014 re 5im--.44e or-rowt onotice remcon TRUSS BOTTOM CHORD BRACING & WALL sHCETING TYPICAL POST FRAME BUILDINGS ZIEGLER LUMBER COMPANY 620 EAST HOLLAND SPOI<AFIE. WA 99218 BRAN BY DATE AI4BEKE -24-08 CALt NTS IBC14 REV. 6d NAILS 6", Er OR 10° POST 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 8 16d NAILS TREATED POST 2' X 4' BACKER REQ'D 48' 0.C. FOR BAYS LARGER THAN 11' - 16d GALV. NAILS EACH GIRT X 6' FLAT GIRT € 24' EL C. FOR 8', 10' & 11' BAYS TYPICAL G RT__. CONNECTION GABLE END TRUSS 2' X 6' X 18' BOLTING BLOCK - 2' X 6' X 18' BOLTING BLOCK 8 16d NAILS CORNER POST DETAIL 3 - 16d NAILS TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN-GIRTS f EXPIRES 12/29/09 WAMBEKE ENGINEERING Daniel Waribeke. P. E. Ezzagt, lI,309-i43-4106 raw =11-44,11-062 e-Aralic GIRT CONNECTIONS, GABLE END TRUSS CONNECTION & POST LAMINATION DETAILS STANDARD POST FRAME BUILDING PLANS ZIEGLER LUMBER COMPANY 620 EAST HOLLAND ,SPOKAIs E. WA 99218 DRNI1—rrAI3 WAMBEKEC — 0 V APPROVED SCALE. NTS 1BC15 RV. EMM_( Mil MiTek® POWER TO PERFORM.`" Re: Q1240 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 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. 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 Truss Truss Type Qty Ply R30097978 01240 24 COMMON 1. 1 Job Reference (optional) PRO -BUILD, SPOKANE,WA 5.11-7 5.11-7 8-5-4 17-0-0 156.17 .060 s Jan 22 2009 MI 815 Induslnes, Inc. Wed Apr OB 10:45: 18-0-9 74-0-0 2-5-13 36-12 3-6-12 2-5-13 5-11-7 Swigs 1:37.8 8-5.4 8-5-4 148-17 74..0 7-1-0 8-5-4 Plate Offsets (X,Y): 11:0 5 12,0 2-81(4:0 4 8,0 241.17:05-12.0-241.18:0-4-0,0-1-81.110:0-1-8,0-1-81 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 Ina NO Code IRC2006/TPI2002 CSI TC 0.82 BC 0.92 WB 0.37 (Matrix) DEFL in (roc) I/de0 Lid Vest(LL) -0.40 8-10 >705 240 Vert(TL) -0.49 8-10 >575 180 Horz(TL) 0.15 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 117 Ib LUMBER TOP CHORD 2 X 6 HF 1800F 1.6E BOT CHORD 2 X 6 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std `Except' 4-10.4-8: 2 X 4 HF 1800F 1.6E BRACING TOP CHORD 2-0-0 oc purlins (2-5-0 max.). BOT CHORD 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 1=3249/0-5-8, 7=3249/0-5-8 Max Hoa 1=83(LC 7) Max Upliftl=-359(LC 5), 7-359(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=7785/835, 2-11=-7290/837, 2.3-6559/723, 3-4=-6477/777, 45=-6477/776, 5-6=6559/724, 6-12=7290/838, 7-12=7785/836 BOT CHORD 1-10=776/7104, 9-10=-416/4847. 8-9=-416/4847, 7-85'-720/7104 WEBS 3-10=-1035/102, 5-8=-1035/100, 2-10=1450/221, 4-10-279/2609, 4-8=-278/2609, 6-8-1450/223 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.0psf; BCOL=0.6psf; h=25ft; Cat. 1; 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 1; Exp 8; 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 EXPIRES: 08-01-10 the bottom chord. 5) Dead loads shown include weight of truss. Top chord dead Toad of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify [ adequacy of top chord dead load. ,,.••'•'••••••••••., 6) All plates are MT20 plates unless otherwise indicated. O N T,4 AL,;.**. ,• 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live low's. •� ,...•••••••., •y 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 JF)IRB,02 10.2 and refei8q,Fert . standard ANSI/TPI 1. i ` I PALMER S. • TINGEY • 113 • No. 17690 PE ,4 N' F�;S•CEN.. Ec \j? ,•ONAL .. LOAD CASE(S) Standard ARNIMG- Vwij, dralgn p .eeseleiv and READ N:T7SS ON THIS AND INCLUDED) 3rIr5KItErFfiix'LNC8 PAGE I.III-7473 rco. 10-'08 REPO Design void for use only with Mgek connectors. This design is based onty upon parameters shown. and is for on individual tailing component. Apdicabiay of design paamenten and proper incorporation of component is responstbiity 4f buadng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporay brocr g to insure stobiaty during construction is the responsibllity of the erector. Accton! permanent bracing of the overall structure Is the responasiray bf tfse budding designer. For general guidance regarding fabrication, quoaty control storage. delrery, erection and brocing. consult ANSI/1811 Qualify Criteria. 056.89 and SCSI Building Component Safely Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. E USE. April 8,2009 MiTek' 7777 Greenback Lane, Suite 109 Cihus Heights. CA. 95610 Job Truss Truss Type Qty Ply R30097981 Q1240 24G GABLE 1 1 Job Reference rootionan PRO -BUILD, SPOKANE,WA. 4.10-0 4.10-0 654 34-12 12-0.0 15-&12 .060 s Jan 22 2009 MITek Industnes, Inc. Wed Apr OB 10:45. 19-14 24-0-0 3612 599 = 31-12 34-12 4-104 54414. 1:379 15-8-12 24-0-0 8-54 7:1-6 8-54 Plate Offsets (X,Y): 14:0 -4 -8,0 -2 -01,18:0 -3 -8,0-2-41,110:0-2-0.0-2-41.111:0-2-0,0-0-121,116:0-2-0;0-0.121 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 0.74 BC 0.87 WB 0.45 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.41 8-10 >692 240 Vert(TL) -0.50 8-10 >564 180 Horz(TL) 0.15 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 134 Ib LUMBER TOP CHORD 2 X 6 HF 1800F 1.6E BOT CHORD 2 X 6 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std *Except* 4-10,4-8: 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std REACTIONS (lb/size) 1=3249/0-5-8, 7=3249/0-5-8 Max Horz1=103(LC 5) Max Upiift1=614(LC 7), 7=-614(LC 8) 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=-7974/1461, 2-17=-0596/1195, 3-17=-6474/1213, 3-4=6604/1315, 4-5=6604/1315, 5-18=-6474/1213,6-18=-6596/1195,6-7=7974/1463 BOT CHORD 1-10=-1395/7307, 9-10=-734/4820, 8-9=734/4820, 7-8=-1299/7307 WEBS 3-10=1475/261, 5-8=-1475/258, 2-10=1413/359, 4-10=-498/2754, 4-8=-496/2754, 6-8=-1413/362 2-0-0 oc purlins (2-6-9 max.) (Switched from sheeted: Spacing > 4-0-0). Rigid ceiling directly applied or 7-8-4 oc bracing. 1 Brace at Jt(s): 4 NOTES 1) Wtnd: ASCE 7-05; 90mph; TCDL=3.0psf; BCDL=0.6psf; h=25ft; Cat. 1; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 4) Unbalanced snow loads have been considered for this design. 5) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does,ilot allow for any ad (ional.ioad, 9 be added to 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is noTadequate the bottom chord. . ✓'N(� /1/~;' - for a in t§e44p *• f,. '•1 PALMER S. EXPIRES: 03-01-10 adequacy of top chord dead load. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Horizontal gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lie colds. TINGEY 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 Leland R802.10.2 and reference ! standard ANSI/TPI 1. '1.0\ 53• 0 ;• No. 17690 PE 14/ %F. �s �;9ENSE •w�cj.?•• N •••..I°NAL •. LOAD CASE(S) Standard WARNING - TenlJy design perrmneters and READ NOTES ON nits AND INCLUDED MITEKREFEC1PJICB P.506 1411 7473 rev. 10.08 BEFORE USE. Design valid for use only with MOek connectas. Thh design's based only upon parameters shown. and is for on etdvidual building component. Applicability of design poramenten and proper Incorporation of component is responsib0ly of bulking designer - not tens designer. Bracing shown is tor lateral support of Individual web members only. Additional temporary bracing 10 ensure stability during construction is the respon sibiWty of the erector. Addtionat permanent bracing of the overall structure is the iesporssibaty of the baking designer. For general guidance regarding fabrication. quality conhoi storage. deivery. erection and bracing, consult ANSI/mFl1 Godly Gillette: DS11-89 and SCSI Sucking Component Safety Inlormatbn avaioble from Truss Plate Institute. 281 54. Lee Street. Suite 312. Alexandria, VA 22314. April 8,2009 lla MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610