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2008, 04-28 Permit Ap: 08001504 Pole BldgIj Project Number: 08001504 Inv: 1 Application Date: 4/28/2008 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 24 X 36 POLE BUILDING Setbacks: Front Site Information: Plat Key: Left: Right: Rear: Contact: WAGNER, KELLY J Address: 1403 N LOCUST RD C - S - Z: SPOKANE VALLEY, WA 99206 Phone: (509) 533-1883 Group Name: Project Name: Name: OPPORTUNITY, SUB EAST 1/3 TR 121 District: Nort Parcel Number: 45172.0734 Block: SiteAddress: 1403 N LOCUST RD Location:: CSV Zoning: R-3 Water District: Area: 13,497 Sq Ft SF Res District Width: 0 Lot: Owner: Name: WAGNER, KELLY J Address: 1403 N LOCUST RD SPOKANE VALLEY, WA 99206 Hold: ❑ 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: 4/24/2008 By: tmelbourn Landuse/Zoning/HE Conditions Permits: Released By: Approved with Conditions Originally Released: 4/28/2008 By: LBARLOW Operator: JD Printed By: JD Print Date: 4/28/2008 Project Number: 08001504 Inv: / Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/28/2008 Page 2 of 2 Building Permit Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 This Application: Total Project: Description Grp Type Notes Stl Ft Valuation Se Ft Valuation POLE BDLG U-1 VB 864 $16,416.00 864 $16,416.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Totals: 864 $16,416.00 864 $16,416.00 Units Unit Desc Fee Amount 1 SELECT $279.25 1 SELECT $69.81 I SELECT $4.50 Permit Total Fees: $353.56 Notes • 1. Gargae may not be used for commercial use. 2. Access to the garage shall be hard paved from the public ROW up to the structure. 3.If a new access is proposed, other than the existing acces from Locust Drive, an approach permit may be required. AFFIDAVIT OF EXEMPTION ISSUED 7/24/2007 Payment Summary - Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $353.56 $353.56 $0.00 $353.56 $353.56 $353.56 $0.00 $353.56 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: 4/28/2008 sPo�a� 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.snokanevalley.org PERMIT NUMBER: 150 PERMIT FEE: New Construction U Accessory Bldg Addition/Remodel Deck Other: SITE ADDRESS: /41°3s -l - ASSESSORS PARCEL NO: l S ( ) a . 07 LEGAL DESCRIPTION: Building Owner: Contractor: Ow„,�R Name: Name: Address: (Llp3 t, Loct-,S+ Address: City:Sp (la�, Volky State: t.iA Zip:��flb City:State: Zip: Phone: 3�_c?.ZiS Fax: yet+, 1 b Phone: Fax: DECK/COV. PATIO SQ. FTG: Contractor Lic No: Exp Date: Contact Person CONSTRUCTION TYPE: V6 City Business Lic. No: Ray bsda-area Name: to--SCk o R to -111 Phone: 3 t2_ S2-1-8 Describe the scope of work in detail: Cost of Project: $ 7000 r ec4 a 3(0' Post Fro` ✓1e Gar5,z Proposed Use: � J **************The following MUST be complete: (write N/A if not applicablel**"*—wwwwww********** HEIGHT TO PEAK: //b DIMENSIO5:/3136,, # OF STORIES: I TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. FTG: — 2N3 FLOOR SQ. FTG: _ UNFIN BASEMENT SQ FTG: — IMPERVIOUS SURFACE AREA FINISHED BASEMENT SQ. FTG: — GARAGE SQ. F Geg O (h-- ZS4 DECK/COV. PATIO SQ. FTG: 30% SLOPES ON PROPERTY: —# OF BEDROOMS:_ CONSTRUCTION TYPE: V6 HEAT SOURCE: _ CSEWEIDDR 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 may be required to be submitted, and subsequently approved before this application can be proves SIGNATUREju� Method of Payment: ❑ Cash Bankcard #: ❑ Check IP? // DATE: 0 ❑ Mastercard ❑ VISA Expires: VIN#: Authorized Signature: Effective 10-28-07 Page 1 of 1 httpl/www.spokanevallcy org/uploads/Community_Development/Documents/Forms/Buildmg/Residcnual Building Pemnt App doc Spokane Valley Site Address: 1403 N LOCUST RD Parcel Number: 45172.0734 Zoning: R-3 Fire District: FD 01 Project Transmittal City of Spokane Valley Commumry Development Department 11703 E Sprague Ave, Suite B3 Spokane \Talley, WA 99206 Phone: 509 688.0036 New projectVI Previous pre -app meeting l0 Pian revisions El Transmittal Date: Wednesday April 23, 2008 Water District: Project Number: 08001504 Applicant: WAGNER, KELLY J 1403 N LOCUST RD SPOKANE VALLEY, WA (509) 533-1883 e-mail: Owner: WAGNER, KELLY J 1403 N LOCUST RD 99206 SPOKANE VALLEY. WA 99206 Contact: WAGNER, KELLY J 1403 N LOCUST RD SPOKANE VALLEY, WA 99206 (509) 533-1883 e-mail: Contractor: OWNER () - 0 e-mail: Occupant: e-mail: Arch / Engineer: e-mail: EcEowiD Project 24 X 36 POLE BUILDING Description: Building Landuse Engineer Utilities Health Fire Dist Assessor APPLICATION 'SITE PLAN PLANE Please send all plan review and project comments via e-mail to the highlighted individuals. Spokane Valley° For City Use Only ` PLUS Project Nurnber COIL Project Address 11703 E Sprague Ave Suite B-3 • Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevatley.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. 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. Your application review TARGET DATE is Tips for a Smoother Project Application Review i Submit complete, accurate plans and documents. Extra time me- be required for re -submittals as project application reviewers work on multiple applications and it may be several earns before they can look at your new or revised information. i Designate a specific contact person to communicate with the City. While the person designated as the applicant's contact person with the City can he changed, one individual with the expertise for dealing with reviewer comments would he the hest choice for the entire review process. i 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 nut contact you before the target date if the initial review is complete. By Jbllowing 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 conies 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 lif required) will be provided by the Permit Specialist at that time. WHITE -APPLICANT PINK -BUILDING FILE REV 9/07 • 14 it ('(03N.L��� parcel- I{Sfl 07314 0 n c i— Spokane valley 11707 E Sprague Ave Suite 106 0 Spokane Valley WA 99206 509.921.1000 0 Fax: 509.921.1008 0 cityhall@spokanevalley.org File F.AHFe - ®ran r• From: Lori Barlow, Associate Planner Date: April 28, 2008 Re: PLUS Project # 08001504 for Building Permit Review for 24' X 36' Post Frame Garage The Building Permit referenced above is: Approved with the following conditions: 1. Garage may not be used for commercial use; 2. Access to the structure shall be paved from the right-of-way up to the structure; and 3. If an additional access from public right-of-way is necessary; an approach permit may be required from the Building Department. 1 N‘i kkopeik No3 N J. bcs-,14 arc eL '{5 I'� 0734 p�e Nc i J n c WAMBEKE ENGINEERING 2913 East 6151 Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com STRUCTURAL DESIGN DRAWINGS FOR 24' X 36' X 12' POST FRAME BUILDING FOR TESCH PROJECT SPOKANE VALLEY, WASHINGTON JOB NO. BB -1640 PREPARED FOR BUNKER STEEL BUILDINGS, INC. SPOKANE, WASHINGTON April 19, 2008 EXPIRES !Y'`a[ Designer of Small Structures. Post Frame Buildings. Foundations. Light Gauge Steel Framing and Grain Storage Systems 12' 18' • 8' ■ M 20' 18' 12' .......... 12X10 OHD •16' 18' 24 GABLE a • 12'-8" TESCH BB1640 24X36X12 4:12 EXPIRESZ:-.-Isf A PAGE 1 GIAAI)k: CONCRETE USE IN THIS ORDER 1.CEN"DRAL PREMIX 533-0208 2. SPOKANE ROCK PROD 244-5421 3. INTERSTATE 292-8600 4. TONERS 292-2360 12 PC -S, Q SEE likLOW TREATED POST I.1).22 .60 RETENTION / r 1 POST TOOTING SCIII:DI;I.l; EXPIRES IL' 24L6. - ORDER 3.75 YARDS POST MIX CONCRETE 'IF ORDERING LESS THAN 4 YARDS FROM ANYONE BUT CENTRAL PREMIX CALL OFFICE FIRST* JOB INFO NAME P.O. # TESCH BB 1640 LOCATION POST SIZE DIAMETER IDF.PTIT VDS. PER TOTAL, SECTION 2,3 A+B 6X8 24" 3' ' .35 1.40 ALL OTHERS 8X6 20" 3' .24 1 92 PAGE 2 IEXPIRES /J.25?- I Z -METAL AT 8' JOINT & COVER WITH 4/4X4" PRIMED SMART TRIM 414X4" PRIMED SMART TRIM. AT RAKE.CORNERS & OHD 8' JOINT BLOCK 2X6 STUDS • 16" O.C. 8. SECTION 4 T-1-11 LAYOUT 41x2 PRE MAN TRUSS :' 1111E1�11 ill 111111 1 I 12X10 OHD ill in !!■ 1 �:1111 111 III __ -I iii 2-2XO P T. SECTION 4 TESCH BB1640 24X36X12 4:12 16' PEAK T 12' EAVE PAGE 3 Z -METAL AT 8' JOINT & COVER WITH 4/4X4" PRIMED SMART TRIM 4/4X4" PRIMED SMART TRIM, AT .RAKE.CORNERS lt, 18' 6' ... . 8111111 . 8' 8' 8' 8' 8' SECTION 1 T-1-11 LAYOUT 2X6 STUDS 16" O.C. 2-2Xt1 P T. SECTION 1 16' PEAK 12' SAVE 16' PEAK 12' LAVE TESCH BB1640 24X36X12 4:12 1 EXPIRES( ' -404 PAGE 3A 414X4" PRIMED SMART TRIM AT CORNERS & TOP OF SIDEWALL. 8' JOINT (BLOCK • • • • • ROOF AREA ' 7116" OSB, FELT 8 METAL _ 4'...... _ r c ♦ 4' 4' 4' a j 4' 4' 4' 8' $' 8' 8' 5 8' 8' 3' 8' SECTION A T-1-11 LAYOUT ROOF AREA 7116" OSB, FELT & METAL 2X8 RIPPED T 2X6 STUDS 16" OC. gni IMENk rs, oci 2-2X0 P. F. I SECTION A TESCH BB1640 24X36X12 4:12 Z -METAL AT 8' JOINT& COVER WITH 4/4X4" PRIMED SMART TRIM EXPIRES IL- PAGE 4 TESCH BB1640 24X36X12 4:12 4 - 414X4" PRIMED SMART TRIM © TOP OF SIDEWALL. CORNERS & MANDOOR 8' JOINT BLOCK 2X6 STUDS 16" O.C. ROOF AREA 7116" 056, FELT 8 METAL 7-4' 4' 4' 4 4' 4' 4' 4, 4, 8' 8' 8 8' 8' 8' 8' 8'8' i 0 SECTION A T-1.11 LAYOUT ROOF AREA 7/16" OSB. FELT & METAL 2X8 RIPPED aft 0 2-2X6 P T. 1 SECTION A 1 Z -METAL AT 8' JOINT & COVER WITH 414X4" PRIMED SMART TRIM I EXPIRES (L` "o9 I PAGE 4A A11)JHC H9 IGLUI LERIB SPACE PURLINS Z-0",4'-0",6'-0",8'-0",10'-2",12'-4" O.C. m x m 53 m N 2X8 RIPPED 2x 6 Roof Purlins @ _24" o.c 1 R� nem ui V 1 Top Purlins d Each Side W/ 2x4 'L' Purlin 2X6 STUD OUT 1 112" PAST POST PRE -MANUFACTURED TRUSS i1 • POST 2X6 TOP PLATE Total Bolts/Nails @ Support Blocks 1 BOLT TRUSS TO POST 8-16D NAILS 2 -BOLTS STUD TO POST 8-16D NAILS Rat Runs @ olc CREATED 8 DESIGNED EXCLUSIVELY FOR BUNKER STEEL BUILDINGS INC. • POST 2X6 TOP PLATE Total Bolts/Nails @ Support Blocks 1 BOLT TRUSS TO POST 8-16D NAILS 2 -BOLTS STUD TO POST 8-16D NAILS Rat Runs @ olc CREATED 8 DESIGNED EXCLUSIVELY FOR BUNKER STEEL BUILDINGS INC. !poor 058 LAYOUT 8 478" 41-8" 8' 6' 6'-8" '6'-8" 6' 8' 4.-8" 4.-8" 8' 6' 8' 4.-8" 4'-8" 8' 6' 6'-8" 6-8" 6' 8' 4.-8" 4.6" 8' 6' 6'-8" 6-6" 6' 8' 4'-8" 4'-8" ' 8' ' TESCH BB1640 24X36X12 4:12 ! EXPIRES its' 1-1•40.1 PAGE 6 2 X 6 STUD 2X6 BOTTOM PLATE ,->Do44.49 2 X 8 P.T. BASE b.� P. r P,-,4 2X6P.T. BASE 1 PAGE 7 -}B SINGLE TRUSS/ TREATED POST 4 - 16d GALV, NAILS EACH GIRT 2' X 6' GIRT (FLAT) TYPICAL GIRT CONNECTION NOTES FOR FLOOR PLAN D1 INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET S) GABLE 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' C3 PURLINS @ 24' D.C., BEARING OR JOIST HANGERS (TYPICAL) 2 H - LO z W J N w a SPANS 12' TO 60' p DOUBLE TRUSSES '_.CEJ DOUBLE TRUSSE SE ' DETAIL PURLIN CONNECTI❑N h£THODSI A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD B). O. \_® PLAN VIEW N.T.S. FACES W/ STD. SIMPSON JOIST HANGERS OR EQUAL. PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INT❑ EACH PURLIN. PURLINS MAY BE LAPPED AND NAILED W/(3) 16dNAILS. ON CONNECTION METHODS "8' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INTO EACH TOP CHORD MEMBER 12 SEE DETAIL i Z F J C7 LJ (\7J Z_ n I- I C7 = El L) L� N W W (n 4 5 1- 1 ( BO NOTES FOR SECTION A -A S1 TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS 0 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' O.C., 12' BAYS DF -L #2 GIRTS FLAT @ 24' 0. C, 0 CONCRETE FOOTING, SEE SCHEDULE SS EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WODDFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG WOODFAST TEKS. (SEE. DETAIL J SEE FOOTING, DETAIL alb BUILDING SECTION A -A N.T.S. 12 lidightnalis_aosiromari saNa 1 1 1 1 1 1 S4 20' 0' MAXIMUM 1 1 1 SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION NT S. NOTES FOR FRONT ELEVATION Si HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS 2 END TRUSS W/2' X 6' OR 2' X 8' STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D CD 2' X .20' HEADER S3 2' X 6' GIRTS @ 24' 0.0., 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF -L #2 S4 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT NOTES FOR CONNECTION DETAIL S1 MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER 0 PURLIN SUPPORT STRUT 2' X 6' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS 0 NAIL STRUT TO TOP CHORD W/(3) 16c1 NAILS EACH SIDE. S4 MANUFACTURED TRUSS - NAIL TO EACH SIDE OF POST WITH 4 - 16d NAILS ON TOP NAILING BLOCK 0 WOOD POST, SEE POST/FOOTING SCHEDU S6 4 - 10d NAILS CD SOLID BLOCKING AT CONNECTION POINTS SB TYP. PURLIN, SEE FLOOR PLAN FJR SIZE S9 2' X 6' OR 2' X 8' EAVE GIRT 10 KNEE BRACE, IF REQ'D, SEE POS1 AND DETAIL 2 11 2' X 6' X 24' OR 2' LE. 1® 1 - 3/4' 0 MACHINE 1 - 3/4' 0 MACHINE 1 - 3/4' 0 MACHINE 2 - 3/4' 0 M. BOLT 3 - 3/4' 0 M. BOLT 4 - 3/4' 0 M. BOLT 5 - 3/4' 0 M, BOLT 4 - 16d NAILS 12 '\�\� ''�/`/'1/ \e\�'_`'-/ - 11 111 _ ISI 11/4 Iui 11 111 SCHEDULE X 8' X 24' BLOCK BOLT THRU TRUSS T. CHORD BOLT THRU KNEE BRACE BOLT THRU BOLTING BLOCK @ BOLTING BLOCK - 24' B. 30' @ BOLTING BLOCK - 36' 8. 40' @ BOLTING BLOCK - 50' @ BOLTING BLOCK - 60' DOUBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION DETAIL 1 TRUSS COLUMN N.T.S. CONNECTION, PURLIN SUPPORT (11 1" 1" 16d NAILS 6", 8" 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 NOTES FOR FOOTING DETAIL 31 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING S3 UNDISTURBED SOIL FOOTING DETAIL 8 - 16d NAILS GABLE END TRUSS N.T.S. 2' X 6' X 18' BOLTING BLOCK 2' X 6' X 18' BOLTING BLOCK N.T.S. 12 \�\.q`)` SHM AIM Siarai �1 I 1 SINGLE SLIDING DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION 12 N.T.S. 5) 3068 MAND❑❑R OPTION OP ENG 1P'0 OPTIONAL FRONT ELEVATION N.T.S. 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP. GABLE END TRUSS CONNECTI❑N USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S NOTES FOR OPTIONAL FRONT ELEVATIONS D HALF TRUSS DESIGN BY OTHERS S2 2' X 10 HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 24' 0' S3 2' X 6' HEADER S4 4' X 6" DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER. 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER, SS DOUBLE 2' X 6' KINGPOST DETAIL 2 KNEE BRACE NOTES FOR ET AIL 2- KNEEBRACE S1 TRUSS TIP CHORD, DESIGN BY OTHERS S2 TRUSS ET TOM CHORD, DESIGN BY OTHERS S3 2' X 6'DF-L #2 EACH SIDE S4 WOOD PET, SEE POST/FOOTING SCHEDULE SS 4 - 16dGAL V, NAILS, EACH SIDE 1). KNEE BR\CE REQUIRED WHERE SHOWN N POST/FOOTING SCHEDULE. BRACE HT REQUIRED AT GABLE END TRUSSES. 2). ALTER NITE KNEE BRACE/POST AND TRUSS/POST CONNEC1ON = USE 3/4'7 THRU BOLTS, EACH LCAT ION. N.T.S. BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2006 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2006), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD. 85 MPH WIND SPEE. EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 PSF ROOF DEAD LOAD = 5 PSF• CEILING LL = 0 PSF CEILING DL = 1 PSF • ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. • MAXIMUM SOIL BEARING PRESSURE = 2.000 PSF MAXIMUM SOIL BEARING PRESSURE 15 BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS OR BETTER. LESSE SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'e = 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 #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19,3Y WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL 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-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWI. GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (50), Fy = 80.0 k: ROOF PANELS SHALL BE FASTENED TO PURLINS 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 ACCORDIG TO THE MANUFACTURER'S RECOMMENDATIONS. ALTERNATE ROOFING & SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" 0.5.8. BOARD, 1/2" C -DX PLYWOOD OR OTHER "A RATED SHEETING, NAILED 0 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOFING OVER 30# FIT, 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 TI GIRTS WITH 8d, NAILS 0 6" 0. C., OR 1 1/2" LONG X 16 GA. STEEL STAPLES 0 6" 0. C. 0 PANEL EDGES & INTERMEDIATE FRAMING. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF WASHINGTON. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING/ TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS P;, THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRAIING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB 10d NAILS 2 6' 0.0. Od NAILS 2 6' ❑.C. ' X 6' OR 2' X 8' ' X 4' L -BRACE L -BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING S1 GABLE END TRUSS 672 DOUBLE INTERIOR TRUSSES 0 2' X 4' X -BRACING @ 10' 0' O.C. S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C. OR, AS SPECIFIED BY TRUSS MANUFACTURER SS TOENAIL BRACES TO TRUSSES WITH 3 - 1Od NAILS OVERHEAD DOOR OPENING 7 SLIDING DOOR OPENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION N.T.S. © 2' X 8' HEADER S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8° HEADER FOR 8' & SMALLER SLIDING DOORS N.T.S. SHEATHING REOUIRMENTS THE FOLLOWING MINIUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED' X ROOF STEEL' 29 %LIGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT • FIELD SCREWS' K. x 1 1/2' AT 9' 0.C. (NEXT TO HIG" RIB) ■ EAVE AND RIDGE'URLIN SCREWS, 1114 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, M ENDWALL STEEL' 9 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT M FIELD SCREWS, Bi x 1 1/2' @ 9' 0.C. (NEXT TO HIGH RIB) ■ BASE GIRT, END ZUSS, AND DOOR HEADER SCREWS' 414 x 1 1/2' 2 BOTH SIDES OFCACH MAJOR RIB. rDIAPHRAGM SCREWS DIAPHRAGM CREWS @ ENDWALL BASE GIRT ACROSS ENDWALL 13,7R HEADERS & GABLE END TRUSS TOP CHORD, EAVE & RIhE PURLINS ON ROOF DIAPHRAGM CREWS/ TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABO! STEEL :HEETING SCREW PATTERNS N.T.S EXPIRES 12/29/09 POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "ET W X D 'B" DIA "T' REQUIRED VOLUME, YD3 10-0" 10-0' 10-0' 10'-0" 10-0 101-0" 10'-0" 10-0" 10'-0" " 12-0" 12-0" 1661.. 1166.. 12-0" 12-0" 72-0" 12.- -0. 17-0 " 17-0'- 17-0 8'-0" 10-0 - 12-0 74%0" i6-0 2-0 18 2 0'-0" 27-0" -- 24'-0" _ _. B'-0" 70'-0" ._ -_ 17-0" 66" 14'-0" - 16 -0 18'-0" 11 20'" XX 27-0 2- 4 24-0 6" X 6" 6"X6" 6X6' 6" X 6" W/7' X 6'' 6'1X 8' 6 X 8• W/2' X 6" 6" X 10" 6661 6" X 10" W7' X 6" 6'° X 10" WlT X 6" 6" 6" X 6" X 6" X 6" -........_. 1166_ 1614 6"X6"W/2"X6" "X _.-1-"-- 6" X 6" W/7' X 6" -. 6" X 8" VV/7 X 6" 6" X 8" WIT X 6" .. _. _6166. _. 6" 10" W/T X 6" 6X10 w/2"x6" 6"k 17' W/2" X 6"" 21" 21" 21" 22" 27' 2" 2Z 2T 22' 27' 24" 24" 24"- 241 24" 24" 24" 24" 7A" AW W W W W. WiW A A.WW WW W•. 4j: WSW S in.8� mb_b_bb b b�do:t� b b bb.b:6 NO 1661 NO .._ . _ -NO NO - ....... NO NO __. NO NO -_ � � NO NO -_ _ NO - _ - NO NO _. .._ NO - NO NO NO - Y YES 0.27 027 0.27 a30 0.30 0.30 0.32 0.35 0.38 0.35 0.35 0.35 0.35 0.35 0.37 0.41 0.44 048 POST/FOOTING SCHEDULE 30 SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "Fi' W X D "B" DIA 'T' REQUIRED VOLUME, YD3 10'-0" -0 10•' 10-0" 10'-0" ._. _. 10'-0" 10-0 _ 10-0 -16-6" 10-0 8'-0" 10-0 6' 17-0 .14.45.. 1-- 16'-0" 18-0 20-0 27-0 24-0 6" X 6"_ X 6" 6 X 6" W/7 X 6" 6" X_ 6" W/7 X 6'• 6" X 8" 6"X8 WI7 X6" 6"X 10 6 _ X 10" W/2" X 6" 6"X 17' 24" 24" 24" 24" 24" -- 24 24" 24" 24"3'10' 3'-0" 3'-0" -0 3' 3 -0' 3'-0" 3-0 3'.2" 3'-6 NO NO NO NO N _ NO NO NO NO _ NO 0.35 0.35 0.35 0.35 0.35 0.35 0.37 0.41 0.45 12-0" 12-0" 12-0" 4414 "- 72-0" _ 12-0 12-0 12-0 - 12-0 12-0" 81-0 10'-0" 17-0" 1-- 14•-0,• 10-0 18-0 --- 20-0 27-0" 24%0" 6" X 6" 6" X_ 6" 6" X 6" W/7' X 6" 4X"-1666.- 6••" 8-0 X 8" 6X8"W/2 X6" 6X10 6 X70 WI7 X6" 6 X 12 _.. 6" X 17 W/7 X 6" 26" 26" 26" 26" 26" 26' 26' 27" Ti" 3-0" 3' -0" 3'-0" 3•" 3-0" 3-0" 33" 3.6" 3'-8" zzzziz: z z w;0.00 O;O,O;O 0.41 0.41 0.41 41 0.41 0.41 0.45 0.48 0.50 POST/FOOTING SCHEDULE 36' SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "M W X D "B" DIA 'T' REQUIRED VOLUME, YD3 10-0" -. 10-0 10 -0" 10-0' 10'-0" 10-0" 10-0' 10-0' 10'-O" 8'-0" 10-0 17-0"6"X 14-0 16'-0" 18-0 20-0 22-0 24-0" 6" X 6" 6X6" 6" WI7" X 6" 6"6"X6'W17'X 6166 6" X B" 6 XB"WI7 X6" 6X10 r X 10 W/7 X 6" 6" X 10" W/2" X 6" 26" 26" 26" 26" 26" 26" 26" 26' 26" 3'-0" 3'-0" 3'-0" 3-0" 3'-0" 3 " 3-0 3'-0"NO 3.3 31-8" NO ---. NO_ ! NO - 616 6 NO NO NO NO YES 0.41 0.41 0.41 0.41 0.41 0.00 0.41 0.42 0.50 12-0" 12-0" 12-0" -1Z-6" 12-0 12-0" 12-0" 12-0" 12-0" 8'-0" i6.-0- 17-0 14 -0 16-0 18-0 20-0" _ 27-0" 24-0" 6" X 6"_ 6 X 6" -- _ 6 X 6' W/2' X 6" 6"X 8" 6 X8 W/7 X6" 6" X 10 6" X 10" W/2" X 6" 666. 6" X 17' 6" X 17' W/2" X 6" 28" 28" 28" 28" 28 28" 30"3 - 30" 30" 3'-0" _ .. 3'-0" 3'-0" 3-0 3-0 2 3'�b" 3'-9" _ NO NO _ NO NO NO NO _ NO -. _ _ NO _ NO 0 0 0 0 o a o 0 0 POST/FOOTING SCHEDULE 40' SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T' REQUIRED VOLUME YD3 10'-0" 10'-0" 16.-0- 10'-0" 10'-0" 0 6" 10'-0" 10-0" 10'-0" 10'43" _ - 10'-0" 8'-0" 10'-0" 17-0 14'-0" 16'-0" 14 4" 16'-0" 18'-0" 20'-0" 27-0" 24'-0" 6" X 6" 6"6 - 6" X 6" 6 X 6' W/7 X 6" 6" X 6" W/2" X 6" - X ._.1166 6" X 8" _ tS - 6" X 8"WIT' X 6" 6" X 8" Wit X 6" 6" X 10" W/2" X 6" 6" X 10" W/2" X 6" _ . -- 6" X 12" 27' -.. 2T' _ _. 27' 27" 7" ZT' - - 27" 2T' 27" 28"_ - 28" 3'-0" S-15..... 3'-0" 3 -0" 3'-0" _ O" 3'-0" 3'-0" 3'-0" 31-2" 3'$" NO NO _ NO NO YES - - - _ NO _ _ NO NO NO 1166. 6_ 6 61 YES 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.5 0.56 12-0" 12-0" 1 -0" 12-0 12-0 12-0' 17-0" ' 12-0" 12-0" 8'-0" 10•-0" 1%-0 14-0 16-0 18-0 20-0" 6666 27-0" 24-0" 6" X 6" 8" X e;" . 6 X 6" WIZ" X 6' 6 X8' e X8'W/7' X6" 6 X 10 6" X 10 W!7X ' X 6" -.. 6" X 17' 6" X 12" W/2" X 6" 30" .. - SP 30' 30" 30' 30" _. 30" 30" 30" 3'-0" --- 31-0 ' 3'-0" 3-0 3 -0 3-0 3-7' 3'13" 3'-8" NO _ NO _. NO __ NO -.NO NO .._ NO NO NO . 0.55 0 55 0.55 0.55 0.55 0. 55 0.58 0.61 0.67 POST/FOOTING SCHEDULE 48' TO 52' SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H' W X D "B" DIA 'T' REQUIRED VOLUME YD3 10'-0" 10-0" 10-0" 10-0' 10-0• 10-0" -0" 0 10 "6" 10'-0" 10-0" 8-0" 10-0" 17-0" 14-0 16-0 18'-0" 20%0" 27-0" 24'-0" 6" X 6" 6 X6" 6 X6"W/2"X6" 6 X8' 6 X8'W/7'X6" 6" X 8" W/7' X 6" X 1030" _ 6" X 10" WIY' X 6" 6" 12" WI7' X 6" 30" 30" 30" 30 30" 30" - 30" 37' L+ ro bb•b bbb,b NO NO _ NO _ - - ' - NO NO NO YES NO - NO 0.55 0.55 0.55 a55 0.55 0.55 0.55 0.56 0.68 12-0" 12-0" 12-0" _ 12-0" 72-0" 12-0' _ 12-0" 12-0" .. 12-0" W-0" --- 10'-0" 17-0" 14'-0" 16'-0" 18-0 20'-0 27-0" 24'-0" 6" X 6" "---X_" 6" X 6" WI7' X 6" 6 X 6"WI7 X 6" 6" X 8" W/2" X 6" 6" X 8" 122" X 6" 6 X 1r WI7 X6" 6" X 10" W/2" X 6" 6" X 12" WI7' X 6'• 6" X 17' W/7' X 6" 33" - - 33" 33" 33" _ 33" 33' 33" 33" 33" 3'-0" - 3'-0" 3'-0" 3'-0" 3'-0" 3-0" 7-0" 3'-2" 3-6" 00000000'0 Z Z,Z ,Z Z Z:Z.Z.Z 0.66 0.66 0.66 0.66 .66 0.66 0.66 0.70 0.77 POST/FOOTING SCHEDULE 54' TO 60' SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H' W X D "B" DIA 'T' REQUIRED VOLUME, YD3 101-0" 10-0 10 -0 10-0 10-0 - - 10'-0" 10.-6" 10.0" 10-O" 8'-0 10-0 17-0" 14'-01 16'-0 18%0" 20'-0 2 27-0' 24-0 6" X 6" 6" X6 6 X 6" W/71 X 6" r X 8" 6•X8"W/2"X6" X 6" X 10" 6" X 10 W/7 X 6" 6" X 10 W/71 X 6" 6" X 17 33" _ 33 33"3'.0"_ 33 33"3-0' 33" 33" 33'•3 33" 3'-0" 3-0 3-0' 3'-0" 3%0" -0" T-2" NO NO NO NO _ NO NO YES NO YES 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.70 12-0" 12-0 12-0" 12 . .12-0" 12-0" 12-0" 12-0" 12-0"22-0"6 12-0" 8'-0 10'-0 17-0 _ . _ 1610" 16'-0" 18'-0 20'-0" 24'-0" 6" X 6" 6"X 6" W/2" X 6" 6" X 6" W/2" X6" 6 • X 8" W/7 X 6" _ 6" X 8" W/2" X 6" 6 X 10 W/2 X 6" 6•' X 10" W/2' X 6" X 17 WI7 X 6" __.I 6" X 17 W/7 X 6" 36" 36" 36" 36" 36" 36" 36" 36" 36" 3'-0" 7-0" 3'-01' 3'-0" 3'-0" 7-0" 3'-0" 3 -2" 3 3'-4" NO NO NO NO NO YES NO YES NO 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.83 0.88 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 p2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 1 6' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST RAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". WAMBEKE ENGINEERING 2913 E. 61st Court Daniel Wambeke P. E. Spokane, WA 99223 Telephone' 509-443-6186 Fax' 509-448-6582 a -mall dwambeke@msn.com LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS POST FRAME BUILDINGS 30 PSF LIVE LOAD, IBC 2006 BUNKER STEEL BUILDINGS, INC. P. 0. BOX 48287 SPOKANE, WASHINGTON 99228 BY DRAWN WAMBEKE REV BY DATE DESCRIPTI❑N OF CHANGE CHECKED PROJECT NO. DATE 2-28-08 DRAWING NO.: BUNKER.IBC2006-30 2008 SCALE' N,T.S. SHEET' 1 OF 1 REV. PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND - FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT, TO FIELD INSRECTIONGORRECTIC apoxane ceirValley REVIEWED FOR CODE QOMPLIANCE SPOKANE VALLEY B%II ING IVISION r M