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2007, 06-12 Permit App: 07002237 Pole BldgProject Number: 07002237 Inv: I Application Date: 6/12/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: vz"WtVww Permit Use: 24 X 24 POLE BLDG Contact: ZIEGLER LUMBER Address: 620 E HOLLAND C - S - Z: SPOKANE, WA 99218 Setbacks: Front Left: Right: Rear: Phone: (509) 467-4958 Group Name: Project Name: Site Information: Plat Key: Name: VERADALE PARK ADD District: Nort Parcel Number: 45141.0501 Block: Lot: SiteAddress: 905 N RAVALLI DR Owner: Name: MORRISON, MICHAEL C & AND Address: 905 N RAVALLI DR Location:: CSV SPOKANE VALLEY, WA 99037-95 Zoning: UNKN Unknown Water District: 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 ReleasedBy- Originally Released: 6/12/2007 By: TMELBOU Septic Sys Review Released By: Landuse/Zoning/HE Conditions I Released Bv: OhftL_ I I-- _ �- Permits: T. s. ��n. �.. b .. s: - ;. <. - -, . Operator: JD Printed By: JD Print Date: 6/12/2007 Project Number: 07002237 Inv: I Application Date: 6/12/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit - --- --- - --- -- - Building Permit --- Contractor: ZIEGLER LUMBER COMPANY Firm: ZIEGLER LUMBER COMPANY Address: 4220 N MARKET ST Phone: (509) 489-8760 SPOKANE, WA 99207 Building Characteristics Building Height 14 Description Grp Type Notes POLE BDLG U-1 VB Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Permit Total Fees: Total Project: Scl Ft Valuation 576 $10,944.00 576 $10,944.00 Fee Amount $195.25 $48.81 $4.50 $248.56 Notes: v _ . Payment Summary: ..:•. :. n Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $248.56 $248.56 $0.00 $248.56 $248.56 $248.56 $0.00 $248.56 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and rinds 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: 6/12/2007 This Application: Sg Ft Valuation 576 $10,944.00 Totals: 576 $10,944.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Total Project: Scl Ft Valuation 576 $10,944.00 576 $10,944.00 Fee Amount $195.25 $48.81 $4.50 $248.56 Notes: v _ . Payment Summary: ..:•. :. n Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $248.56 $248.56 $0.00 $248.56 $248.56 $248.56 $0.00 $248.56 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and rinds 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: 6/12/2007 PLANNING DEPT. APPROVED BY: th4-4 DATE: (0 38' - ,--Z Ac.c_ -3 w 24'7( 7,7 ( rernur uenwr PERMIT NUMBER: Scrrr OF + 11703 E Sprague Ave, Suite B-3 pokane Spokane Valley, WA 99206 PERMIT FEE: jValle r (509)688-0036 FAX: (509)61 3f Y www.spokanevalley.org 1 Commun, Deve opment Residential Construction ❑ New Construction [—Accessory Bldg Permit Application ❑ Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS: r�1 �1 5 tZi, �� �� T L-�' +2— ASSESSORS PARCEL NO: LEGAL DESCRIPTION: VER/ -DALE PARK L -L BS Building Owner: M .c1.k r��Z t to+o -z Z, S o �.,► Name: Address`. +r,1 . City: S P�+=1N y a.��: c State: t, ' ,j Zip c�cc c 3% 313 Fax: Contact Person Name: 1N -c -i r Li +�`L i�'i C r�+Z+ S ••�� Phone: S ^ e'+ -i Describe the scope of work in detail: Contractor: Name: -Zl � C L1Z vv� S IZ ,- c E Address: Za City: � State: w , Zip: Phone: <r� �,4 -7 . A ,� 5,ax: Contractor Lic No: Exp Date: crG.� / .z+`c� C City Business Lic. No: Cost of Project: $ , = , N c �. j>.^ ` �� +� L ' �� /� iZ �Z� L C �� �ZZ`1] Proposed Use: 1Z V-- I .� L G, zh, =- **************The fnllnwing MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: # OF STORIES: TOTAL HABITABLE SPACE: 14' 29 X�4, MAIN FLOOR TO SQ. 2 FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: , �i �\_ '�..... _ AREA: FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON \ SQ. FTG: C k-- S -7 PROPERTY: # OF BEDROOMS: CONSTRUCTION PE: HEAT SOURCE: SEWER .O�R DTIC? _ 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: �._-y L _." DATE: Method of Payment: ❑ Cash ❑ Check Bankcard #: Authorized Signature: REVISED 2/15/07 ❑ Mastercard ❑ VISA Expires: VIN#: C'1 CM OF 3p()Ikoa�ne ,;oOValleyo 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ cityhatt@spokanevalley.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22" X 30" attic access location ❑ 18" X 24" crawl space access: ❑ One-hour separation detail: between house and garage ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. ❑ All header locations: type, size, and connections ❑ Foundation plan 0 Insulation information gaMane ®Valley-' Community Development Permit Center 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 wuw .spokanevalley.org MINIMUM RESIDENTIAL SITE PLAN REQUIREMENTS • Site Address or parcel number • Abutting Street Names • Actual Property Configuration • Property Dimensions, Property Lines and Property Corners • Property Square Footage o www.spokanecounty.org/assessor/ • Actual Structural Footprint for proposed and existing structures with dimensions .and square footage also identified • Proposed and existing building setbacks • Distances (in feet) between existing and proposed primary and accessory structures • Location of existing or proposed driveways • Location of septic tank and drain field • 2 Sets of the site plan • 81/2x 11 sheet of paper • Indicate North Arrow • All bordering Utility and Access easements **********SAMPLE SITE PLAN ON BACK**************** 7' 100' SAIV1YLE NITh FLAN T 5' 30' 53' 15' Septic Tank & Drain Field Locations (If Applicable) 5' 24' I Proposed/Existing 30' Residence 15' 1234 E. Main St 8' 48' 19' 4. 5'-0 Promed Addition 15' Main St. PROTECTION AND OPEN'NGS BETWEEN DWELLING AND PRIVATE GARAGE SHALL HAVE: 1) MATERIALS APPROVED FOR ONE HOUR FIRE RESISTIVE CONSTRUCTION ON THE GARAGE SIDE: ❑ 5/8" TYPE "X" GYP BOARD (HABITABLE SPACE ABOVE) OR % 1-71 1/2" GYP BOARD (RFSOENCE/ATTIC, FLOOR/CEILING) 2i OPENINGS BETWEEN GARAGE AND RESIDENCE SHALL BE I EQUIPPED WITH SOLID WOOD DOOR, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8", OR 20 MINUTE FIRE RATED Q:,RS. j r 38 %Ay Z4' x z4' �04 lk .S PLAN VIEW N.T.S. 12 SEE 41 Sl DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. z -I PURLIN CONNECTION METHODS, - CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fc = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE A). PURLINS MAY BE HUNG : NOTES FOR FLOOR PLAN OFF THE TRUSS TOP CHORD �i INTERIOR FRAME WOOD POSTS, SEE FACES W/ STD. ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, POST SCHEDULE THIS SHEET SIMPSON J❑IST HANGERS' 2 ® GABLE WALL POSTS - 6' X 6- TYPICAL ❑R EQUAL. B>. PURLINS MAY BE LD W DDDR POSTS - 4' X 6' TYPICAL BUTTED AND NAILED PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' W/(2) 16d NAILS VIBRATE *OR ROD CONCRETE TO OBTAIN MAXIMUM POST SPACING 12' 0' INT❑ EACH PURLIN. (3 PURLINS @ 24' D,C., BEARING OR C). PURLINS MAY BE $g GALVANIZED OR PAINTED, 29 GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy-= 80.0 ksi. JOIST HANGERS (TYPICAL) LAPPED ANDNAILED NO Z� W/(3) 16dNAILS. 52 2' PANELS SMALL -BE -INSTALLED- C FASTENED-AMURDING-TII-THE-MARUFACTUER'S-RECONMENDATID .- S3 2'X6'@ 24' O.C., 10' BAYS w SPANS 12' TO 60' - --- NO NAlt 6' a _ 6" X all 2' X 6' @ 24' D.C., 12' BAYS 3'-0" ON CONNECTION METHODS NG UNDISTURBED S❑IL = wA 6' X 10" -- 20"- 'B' AND 'C', TOENAIL S3 w av - 2W -V' 13 U 21" -3'-V-' S4 CONCRETE FOOTING, SEE SCHEDULE DETAIL BACK SIDE OF PURLIN S8 12-0" Sl X 61• a DOUBLE TRUSSES NO SS EXTEND POST TO TOP OF PURLIN 2 12.0" 10'-0" W/(i) 16d NAIL INTO 26" L''i w NO -®- ROOF FASTENED TO PURLINS WITH ----0-- 12'" -- -- 6" X 6" W/2'• X 6"- -- 26" - 3'-0" 0 EACH TOP CHORD MEMBER --0 12-0" Vi - 6' X 6 W/2" X 6 (n N - NO ' WALLS FASTENED TO 16 -0 16 -0 6 X 8 W/2' X 6 -- 6' X 8 W/T' X 6 26" -- 26" J ¢J -j NO - -.. ND ¢ J "-' ¢ 20 -0' GIRTS WITH 1' LONG 26' _3'-0'• Y-2" t S9 MIIy a w POST/FOOTING a w C3 aJ1 WOODFAST TEKS. ye POST •.�� FOOTING ,D o ,O> Oo U, q ••B" DIA. ~ REQUIRED VOLUME, YD 10'41 .'i SEE FOOTING X J 3-0 p X J I > J -j 10'-0" 10 -0 ----- 6 X 6" DETAIL 3 -0 NO L.t1 10•4" •0 10'" 12-0 14'-0•• N y 26" NNX ... Na 2 6'• X V'• W//2" X 6" 26" Y-&' N__NO D 10•4" BUILDING SECTION A -A 6"X 8" w a 7 , W a W �a N.T.S. _2V" 26' 3 NO _ 0.36 10'-0' 20'-0" 6"X 8•' W2"X 6" 6" X 10•' W%2" X 6" 26" ' DOUBLE TRUSSES -NO- _ _ 0.36 0.36 10'4" S4 6•' X 12" _26 _ 26" (n U _NO_ NO �- N .V-, (n U A 3 6" X 6" 28" 3'-0" A 0.36 12 -0" -. 12-0" a F 6" X 6" a 04 F za _j i NO _ 0.36 - _. 0.36 0.41 .___.. _ - 6 X6"W/T'X6 28" 1 _- NO -_ 12-0' a I 28" a I a i 12-0" 16'-0" 6" X 8" W/2" X 6'• 28" 3' -0" NO 0.41 12-0" 18'-0" 6" X 10'• c./ 3'-0" NO 0.41 --- S5 a -- ,D L) C3 • �D U • o o Ci - 22'-0" 24'-0" 6" X 12•' W/2" X 6" 6" X 12" -28" 28•• 28" 3'-2" 3 6" --NO- NO NO .-- 0.43 0.48 POST/FOOTING x N :4.N 30 & 40 PSF x 4 .Nr XY N N POST COLUMN FOOTING JKNEEBRACE CONCRETE SPACING "14' W X D N 'T' N W 10'.0"8--V 6" X 6" 28" 3'-0" NO 0.36 _10'4 _" 1W -W'-0 -- 10'-0" 10'-0" --- ---- 10'-0" 101.0" _A" _10' _ 12'" - - 16'-0 18'-0" --- -- 20'-0" 22'-0'• _ 6"X 6'• 6" X 6" W/2'• X 6" - ---- --- -28;-'-3'-0"_ _28"_ -- 28- " 26" _ _ 3'-0" --3 -'-0" - 3'-0" 3'-0" - 3'4" 3'-0" SINGLE TRUSS _ 0.36 0.36 - 0.36 0.41 0.41 0.41 0.41 W" 6" X 8" 6" X 8"W/2" X 6" NO NO WO NO 28" -- -- 6" X 10" 6" X 10" W/2" X 6" 28 26" /.¢ - PLAN VIEW N.T.S. 12 SEE 41 Sl DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. Sg HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' 9TREATED 2' X 6- BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6- GIRTS @ 24' D.C., 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 0 TREATED 2' X 6- BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S2 I18 S4 � TREATED POST 4 - 16d GALV. NAILS EACH GIRT 2'X6'OR2'X8' GIRT (FLAT) i TYPICAL GIRT CONNECTION r i GABLE END TRUSS 8 16d NAILS C�- 8 16d NAI 2" X 6- X 118- BOLTING BLOCK •• CORNER POST 0 0 I (� e • S5 8 - 16d NAILS Si MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X 6- X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS S3 NAIL STRUT TO TOP CHORD W/(3) 16d gfcTIQN NAILS EACH SIDE. S4 MANUFACTURED TRUSS - NAIL TO EACH SIDE OF POST WITH 4 - 16d NAILS ON TOP NAILING BLOCK SS WOOD POST, SEE POST/FOOTING SCHEDULE. 0 4 - 10d NAILS S7 SOLID BLOCKING AT CONNECTION POINTS.: 5TYP. PURLIN, SEE FLOOR PLAN FOR SIZE -- (5) 2' X 6. OR 2- X 8' EAVE GIRT 10 KNEE BRACE, IF REQ'D. SEE POST SCHEDULE AND DETAIL 2 11 2- X 6- X 24' OR 2- X 8- X 24' BLOCK 1® 1 - 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD 1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE I - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK 2 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 24' & 3 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 4 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 50' 5 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 60' (Q 4 - 16d NAILS DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT -ELEVATION N.T.S. OPTIONAL FRONT ELEVATION N.T.S. TYPICAL TRUSS BOTTOM CHORD BRACING BOLTING BLOCK NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. Z Si GABLE END TRUSS DETAIL 3 S© DOUBLE INTERIOR TRUSSES TYP. GABLE END TRUSS CONNECTION S3 GABLE END POST USE BOLTING BLOCKS BELOW S4 2- X 4- BOTTOM CHORD BRACING @ 10' 0' D.C. ALL CORNER COLUMN GIRTS SS 2- X 3- BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 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- KINGPDST ■ A Eli] 1111111► , a \ T NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2- X 6- KNEE BRACE S4 WOOD POST, SEE POST/FOOTING SCHEDULE SS 3/4' DIA. BOLT S6 2' X 6' OR 2- X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS S8 NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS S9 4 - 10d NAILS NOTES, KNEE BRACE REQUIRED WHERE SHOWN ON POST/FO❑TING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES. TYPICAL SIDE ELEVATION TES FOR SIDE ELEVATION )2' X 8' HEADER )2' X 10' HEADER. FOR 10' & 12' SLIDING D❑ORS- 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS 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 AS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING. FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB 10d NAILS @ 6' O.C. Od NAILS @ 6' D.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 BUILDING SPECIFICATIONS, GEI4ERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING. CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR I USE N 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD REQUIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED. THESE BUILDINGS ARE DESIGNED FOR 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY -C.-.. -.-_- DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSF■ CEILING LL = 0 PSF CEILING DL = 1 PSF IG ■I DOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. ■ A-IAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAYEY SAND SILTY GRAVEL AND CLAYEY SHEATHING REQUIRMENTS 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' O.C. (NEXT TO H701 RIB). ■ EAVE AND RIDGE PURLIN SCREWS, #14 x1 1/2' AT BOTH SIDES OF EACH MAJOR RIB i . ; i THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL, 29 GAUGE 6RARD-M III, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, #10 x 1 1/2' 6 9' O.C. (NEXT TO HIGH RIB) * BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, 014 x 1 1/2' 8 BOTH SIDES OF EACH MAJOR RIB. ' GRAVEL (SW, SP,-SM,-SC,-GM-AND-GC)-SOILS-OR--BETTER-(IHC-2003-TABLE-1804.2).-LESSER-SOIL-CONDITIONS (AS -, z -I REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE -ADJUSTMENT BY THE ENGINEER. - CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fc = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE S5 • NOTES FOR FOOTING DETAIL S1 TREATED - POSTS AS SIZED PER SCHEDULE 45' NOTES FOR SECTION A -A WOOD'- STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED - - C7 OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19Y BY WEIGHT. NAILING SHALL CONFORM TO ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, O TYPICAL PURLIN, SEE FLOOR Sl EAVE & RIDGE PURLINS ON ROOF kj zw4 2PnA -9 FUR.PRESERVATI-VE-TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS ,a-1 0T STEEL, SILICONE BRONZE OR COPPER. TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA C-161 C-221 LD W -C-23;-C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE 0.20 - PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS ---- 10'-0" 2 VIBRATE *OR ROD CONCRETE TO OBTAIN DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED --- NO ;ABOVE ROOFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, ,. GALVANIZED OR PAINTED, 29 GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy-= 80.0 ksi. STEEL SHEETING SCREW PATTERNS FULL BEARING NO Z� N.T.S PANELS SMALL -BE -INSTALLED- C FASTENED-AMURDING-TII-THE-MARUFACTUER'S-RECONMENDATID .- S3 2'X6'@ 24' O.C., 10' BAYS --3•T- 18" -0" - --- NO - 0.20 a _ 16'-0" 6" X all 2' X 6' @ 24' D.C., 12' BAYS 3'-0" NO UNDISTURBED S❑IL = C3 2 6' X 10" -- 20"- DF -L #2 GIRTS FLAT @ 24' O.C. SEE S3 -._ 0.24 10'-0" - 2W -V' 13 U 21" -3'-V-' S4 CONCRETE FOOTING, SEE SCHEDULE DETAIL 0.27 12-0" Sl X 61• 26" T-0" NO SS EXTEND POST TO TOP OF PURLIN 2 12.0" 10'-0" FR 6" 26" L''i w NO 0.29 ROOF FASTENED TO PURLINS WITH ----0-- 12'" -- -- 6" X 6" W/2'• X 6"- -- 26" - 3'-0" 0 - 0.29 --0 12-0" 1 1/2' LONG WOODFAST TEKS. - 6' X 6 W/2" X 6 26" ,� • ;;�. - NO ' WALLS FASTENED TO 16 -0 16 -0 6 X 8 W/2' X 6 -- 6' X 8 W/T' X 6 26" -- 26" 3'-0" NO - -.. ND 0.29 0.29 12'-0" 20 -0' GIRTS WITH 1' LONG 26' _3'-0'• Y-2" _ NO _ -- 0.36 POST/FOOTING SCHEDULE 30 SPANS, 30 & 40 PSF WOODFAST TEKS. ye POST •.�� FOOTING KNEEBRACE1 CONCRETE ' "M' � S4 ••B" DIA. ~ REQUIRED VOLUME, YD 10'41 .'i SEE FOOTING r. 3-0 NO 0.29 10'-0" 10 -0 ----- 6 X 6" DETAIL 3 -0 NO L.t1 10•4" •0 10'" 12-0 14'-0•• ell XV'W/2'X6" 26" 3-0 _ 2 6'• X V'• W//2" X 6" 26" Y-&' N__NO D 10•4" BUILDING SECTION A -A 6"X 8" , _ NO _ 0.36 N.T.S. _2V" 26' 3 NO SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. Sg HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' 9TREATED 2' X 6- BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6- GIRTS @ 24' D.C., 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 0 TREATED 2' X 6- BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S2 I18 S4 � TREATED POST 4 - 16d GALV. NAILS EACH GIRT 2'X6'OR2'X8' GIRT (FLAT) i TYPICAL GIRT CONNECTION r i GABLE END TRUSS 8 16d NAILS C�- 8 16d NAI 2" X 6- X 118- BOLTING BLOCK •• CORNER POST 0 0 I (� e • S5 8 - 16d NAILS Si MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X 6- X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS S3 NAIL STRUT TO TOP CHORD W/(3) 16d gfcTIQN NAILS EACH SIDE. S4 MANUFACTURED TRUSS - NAIL TO EACH SIDE OF POST WITH 4 - 16d NAILS ON TOP NAILING BLOCK SS WOOD POST, SEE POST/FOOTING SCHEDULE. 0 4 - 10d NAILS S7 SOLID BLOCKING AT CONNECTION POINTS.: 5TYP. PURLIN, SEE FLOOR PLAN FOR SIZE -- (5) 2' X 6. OR 2- X 8' EAVE GIRT 10 KNEE BRACE, IF REQ'D. SEE POST SCHEDULE AND DETAIL 2 11 2- X 6- X 24' OR 2- X 8- X 24' BLOCK 1® 1 - 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD 1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE I - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK 2 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 24' & 3 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 4 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 50' 5 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 60' (Q 4 - 16d NAILS DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT -ELEVATION N.T.S. OPTIONAL FRONT ELEVATION N.T.S. TYPICAL TRUSS BOTTOM CHORD BRACING BOLTING BLOCK NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. Z Si GABLE END TRUSS DETAIL 3 S© DOUBLE INTERIOR TRUSSES TYP. GABLE END TRUSS CONNECTION S3 GABLE END POST USE BOLTING BLOCKS BELOW S4 2- X 4- BOTTOM CHORD BRACING @ 10' 0' D.C. ALL CORNER COLUMN GIRTS SS 2- X 3- BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 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- KINGPDST ■ A Eli] 1111111► , a \ T NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2- X 6- KNEE BRACE S4 WOOD POST, SEE POST/FOOTING SCHEDULE SS 3/4' DIA. BOLT S6 2' X 6' OR 2- X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS S8 NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS S9 4 - 10d NAILS NOTES, KNEE BRACE REQUIRED WHERE SHOWN ON POST/FO❑TING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES. TYPICAL SIDE ELEVATION TES FOR SIDE ELEVATION )2' X 8' HEADER )2' X 10' HEADER. FOR 10' & 12' SLIDING D❑ORS- 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS 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 AS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING. FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB 10d NAILS @ 6' O.C. Od NAILS @ 6' D.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 BUILDING SPECIFICATIONS, GEI4ERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING. CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR I USE N 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD REQUIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED. THESE BUILDINGS ARE DESIGNED FOR 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY -C.-.. -.-_- DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSF■ CEILING LL = 0 PSF CEILING DL = 1 PSF IG ■I DOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. ■ A-IAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAYEY SAND SILTY GRAVEL AND CLAYEY SHEATHING REQUIRMENTS 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' O.C. (NEXT TO H701 RIB). ■ EAVE AND RIDGE PURLIN SCREWS, #14 x1 1/2' AT BOTH SIDES OF EACH MAJOR RIB i . ; i THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL, 29 GAUGE 6RARD-M III, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, #10 x 1 1/2' 6 9' O.C. (NEXT TO HIGH RIB) * BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, 014 x 1 1/2' 8 BOTH SIDES OF EACH MAJOR RIB. ' GRAVEL (SW, SP,-SM,-SC,-GM-AND-GC)-SOILS-OR--BETTER-(IHC-2003-TABLE-1804.2).-LESSER-SOIL-CONDITIONS (AS -, --_ -. _ DIAPHRAGM SCREWS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE -ADJUSTMENT BY THE ENGINEER. - CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fc = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE _ - \i"�' CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. - T� aVi,`, .110 EL WOOD'- STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED - - DIAPHRAGM SCREWS 8 ENDWALL BASE GIRT ACROSS -! Cl1 21 OY,.I OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19Y BY WEIGHT. NAILING SHALL CONFORM TO ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, IDC' TABLE.'2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. FASTENERS EAVE & RIDGE PURLINS ON ROOF kj zw4 2PnA -9 FUR.PRESERVATI-VE-TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS ,a-1 0T STEEL, SILICONE BRONZE OR COPPER. TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA C-161 C-221 T -O" -C-23;-C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE 0.20 - HEN -FIR #2 OR BETTER, FULL DIMENSION AND:GRADED BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON ---- 10'-0" THE BOLTS PLANS..- & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED --- NO ;ABOVE ROOFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, ,. GALVANIZED OR PAINTED, 29 GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy-= 80.0 ksi. STEEL SHEETING SCREW PATTERNS ROOFPANELSSHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED i N' LONG METAL TO WOOD FASTENERS. NO WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS. N.T.S PANELS SMALL -BE -INSTALLED- C FASTENED-AMURDING-TII-THE-MARUFACTUER'S-RECONMENDATID .- ---------- 6'• X 6" W/2" X 6" --3•T- 18" -0" POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING I KNEE BRACE CONCRETE SPACING '•M' W X D "B" DIA. "T' REQUIRED VOLUME, YD 101.0" 81-0'• 6" X 6•' 18" T -O" NO 0.20 - - 10'-0" ---- 10'-0" -- 6" X 6" -- 18" ---- 3'-0" --- NO 0.20 ----- 10'-0" ----- 12'-0" --- 6'• X 6" 18" 3'-0" NO _ 0.20 ----- 10'-0" ---- 14'-0" ---------- 6'• X 6" W/2" X 6" --3•T- 18" -0" - --- NO - 0.20 107-0" _ 16'-0" 6" X all 20" 3'-0" NO _ 0.24 -- ---- 10'-0" 181-011 6' X 10" -- 20"- - '- 3 -0 NO -._ 0.24 10'-0" - 2W -V' VX 10" 21" -3'-V-' NO 0.27 12-0" 81.01,6' X 61• 26" T-0" NO 0.29 12.0" 10'-0" FR 6" 26" 3'-0" NO 0.29 12-0-" 0 12" ----0-- 12'" -- -- 6" X 6" W/2'• X 6"- -- 26" - 3'-0" NO - 0.29 --0 12-0" 14 - 6' X 6 W/2" X 6 26" -- 3•-0" - NO -- 0.29 124 12-0" 16 -0 16 -0 6 X 8 W/2' X 6 -- 6' X 8 W/T' X 6 26" -- 26" 3'-0" NO - -.. ND 0.29 0.29 12'-0" 20 -0' 6'• X 10' W/2" X 6' 26' _3'-0'• Y-2" _ NO _ -- 0.36 POST/FOOTING SCHEDULE 30 SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEEBRACE1 CONCRETE SPACING "M' W X D ••B" DIA. "T' REQUIRED VOLUME, YD 10'41 84 ell X6" 26" 3-0 NO 0.29 10'-0" 10 -0 ----- 6 X 6" 26" 3 -0 NO - 0.29 10•4" •0 10'" 12-0 14'-0•• ell XV'W/2'X6" 26" 3-0 _ _ .0.29 0.29 6'• X V'• W//2" X 6" 26" Y-&' N__NO D 10•4" 16'-0-0" 6"X 8" 3'-0" _ NO _ 0.36 _2V" 26' NO _ 0.36 10'-0' 20'-0" 6"X 8•' W2"X 6" 6" X 10•' W%2" X 6" 26" ' _3'•0" 3w. 3'-2" -NO- _ _ 0.36 0.36 10'4" 2N -V * 6•' X 12" _26 _ 26" _ T -T' _NO_ NO _ 0.38 124' 8'4" 6" X 6" 28" 3'-0" NO 0.36 12 -0" -. 12-0" _ 10'-0" 12-0 - 144 6" X 6" _ 28" _ 3'-0" NO _ 0.36 - _. 0.36 0.41 .___.. _ - 6 X6"W/T'X6 28" - 3-0 _- NO -_ 12-0' _ 6'X9" 28" 3-0 -- NO 12-0" 16'-0" 6" X 8" W/2" X 6'• 28" 3' -0" NO 0.41 12-0" 18'-0" 6" X 10'• - --_- 28" 3'-0" NO 0.41 --- --- 20'-0" -- 6" X 12"-_---- -- --'-- 3' -0" RO - 0.41 -12-0" 121" 12-0" - 22'-0" 24'-0" 6" X 12•' W/2" X 6" 6" X 12" -28" 28•• 28" 3'-2" 3 6" --NO- NO NO .-- 0.43 0.48 POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING JKNEEBRACE CONCRETE SPACING "14' W X D ••B" DIA. 'T' REQUIRED VOLUME, YD 10'.0"8--V 6" X 6" 28" 3'-0" NO 0.36 _10'4 _" 1W -W'-0 -- 10'-0" 10'-0" --- ---- 10'-0" 101.0" _A" _10' _ 12'" - - 16'-0 18'-0" --- -- 20'-0" 22'-0'• _ 6"X 6'• 6" X 6" W/2'• X 6" - ---- --- -28;-'-3'-0"_ _28"_ -- 28- " 26" _ _ 3'-0" --3 -'-0" - 3'-0" 3'-0" - 3'4" 3'-0" NO NO R67- NO _ 0.36 0.36 - 0.36 0.41 0.41 0.41 0.41 W" 6" X 8" 6" X 8"W/2" X 6" NO NO WO NO 28" -- -- 6" X 10" 6" X 10" W/2" X 6" 28 26" ---- - 10'-0" ----- 24'-0" -- I W' V-- 6" X 10" W/2" X 6" 28" ------ 3'-2" -- YES -0.43 12.0" 8'-0" 6" X 6" 32" T-Ol' 3'-0" NO 0.44 0.44 124" 10'-0" 6" X 6" 32 NO ..-12 0" 12-0" _.12;4; 12'-0" ---------- 6" X 6" W/2'• X 6" -3 - 32" ...-._.....---- 3'-0" NO -. 0.44 -- - - 12-0" -----..__ 12-0" - 441 " .-' -' 16'-0" --- 6" X 8" ----------- 6" X 8" W/2" X 6" --- 32" ----- 32" -- ; 3'-0" -- -- NO - 0.44 - 0.44 - -- ---- 3'-0'• --Rd- NO 1 --.. 12-0" __ _ 12-0" 12-0 -' - ----- 18'-0" 20'-0" -0 22'"- -;'XIV -- 6"_X 10" 6" X 90" W/2"X 6" 6"X12'-- --- 32" - 32" ----- 32" --- 3'-0" - -._ 3'-0" ----- 3•-2" - _.-.._._ NO -NO- NO - NO 0.44 - 0.44 0.47 _ 12-0" 1 24'-0" 6" X 12"W12" X 6" 32" 3'-3" NO 0.49 POST/FOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "Ff' W X D "B" DIA. 'T• REQUIRED VOLUME, YD 10.0 W-011 ell X 61, 30" 3-0 NO 0.41 10-0 10-0 10I - 10-0" 10-0" 10-0 14-0 16-0 18-0 20-0 6X6 30' 3-0 NO 0.41 0.41 _ 0.41 6.41 0.41 0.41 0.41 0.41 0.43 6X6 WIT 6;;- 30 -30 3 -0 3-0 __ __ NO ND V X8 30 34 YES -- - _ --- 6"X8"W/2"X6 6"X10" 3'-0" NO -- 30' - 30" . 3-0 3-0' - -- NO NO 3'-0" NO YES 12-0"_ 8•-0'• 6" 6" 33"_ 3'-0" NO 0.47 120 10-0 12 0 14-0 16A 1-- _X 6 X6 R6;-- 6 X 6 W/2 X 6 6X8 _ _ 6 X8 W/2'X6 _ 33 _ 3-0 _ NO _ 0.47 0.47 0.47 0.47 0.47 _ 12-0 12-0 _ 12-0' -3i;'- 33 _ 33' 3-0 3-0 3-0 _ NO NO -- — NO X10 _ 33' _ 3-0 NO 12'-0" _ 20'-0"' - ell X 10•' W/2" X ell 33' 3'4' NO 0.47 0.49 _ --124"-1 24--0-' 6"X 12"W/2 -X W' -33•- -3'-2" NO -_. 0.67 POST/FOOTING SCHEDULE 48' TO 62' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING ••H" W X D •'B" DIA. 'T' REQUIRED VOLUME, YD 10'-0" 81-0' 61• X 61' 6" 34" 3'-0" NO 0.66 0.66 34" 3'-0" NO ----- 10'-0" 10'4 12'-0". IX -O" 14'4 ---------- 6" X 6" W/2" X 6" 6" X V" W/2" X 6" -- --.. 34" 34"_ __ - 3'-0" 3'-0" NO NO -. 0.66 0.66 10'-0" --- -- 10'-0" 10'-0" 961-0" --- -- 18'4" 20'-0" -- -- 22'-0" 1 24'-0" 8"X 81' - -------- 8" W/2" X 6" 6" X 8" W/2" X 6" 6" X 10" _ 34" ------- 34" 34" 34" _ _ 3'-0" ---._._._ 3'-0" _ YES ----------- 0.66 -- 0.66 0.66 - 0.66 - 0.66 0.66 3'-0" - 3'-0" - NO -- 1" -- ----- YES 10'-V 10'-0" 10•4' - ---- -•--- 6" X 10" W/2" X 6" IW X 12" W/2" X 6" -- ---- 34" - --- 3'-0" - ---- NO 34" T -W YES 12-0" 8•4" V. X 6" 36" X -V I -- - 3'-0" _ 3'-0" NO --__- NO_ NO .-.. 0.62 0.62 --.- 0.62 0.62 ----...----- 12-0" 10'-0" ---------`--- 6" X 6" W/2" X 6"_ ------ 36" 124" --- 12'-0" -- -- -'-- 6" X 6'• W12' X 6" --- N6' --- --- - 3'-0" ---- NO 12-0" 12-0" 12-0". 18'-0" 20•-0" 22 -01 _ 24'-0" 6" X 10" 6" X 10" W/2" X 6" .-- 6": X 12 W/2' X 6 .. _ _ _. 6" X 12" W/2'• X 6" 36" 36" __ 38 __-_ 36" 3'4" 3'-0" - 3 2 _.._-_ 3'•2'• 0.62 0.62 _. 0.62 -_.. 0.66 0.66 _ _ _YES_ NO .--- ----.. NO ._-_.. NO -. 12-0" POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 &40 PSF LIVE LOAD POST. ; COLUMN - FOOTING KNEE BRACEI CONCRETE SPACING "M' W X D "B" DIA. 'T' REQUIRED VOLUME, YD 101-0•' 8'-0•' 61• X 6'• 36" 3'-0'• NO 0.62 ------ --- - 10'-0" --- 6" X 6" --- 3V" -- --- 3'-0" -- NO -_. _ 0.62 0.62 3-6 _ 3•-0"_ _ 10-0 14l10.0� 10-0 14-0 116.0 - 12-0 6X8'• 6 X 8" 11V/2'' X V. 6 X10"- 36" 36• 36" 3-0 3 -0-0 3' __NO NO NO NO _� 0.62 0.62 0.62 0 -0 �-1461 -0' -.22`4' 2W4' 6 X 10 W/2" X G" 6' X 10 W/2•' X 6 36" - 36" 3'-0" 3 - 3.2;....-- YES NO YES --- 0.62 0.62 --- 0.66 ;i24 T�10-0".0 6'X12" - -36"- V1H2-0':)_ i8' -0"6"X6" -10'-0" W. 0.70 92.0' 12.0'• _ 124' -0' 1Z -V' _ 14 -0 16 -0 6" X 6" W/2" X 6" -4&;-- _3-0" _NO_ NO _ _ _ 0.70 _ 6.70 0.70 0.70 G" X 8" 6 X 8" W%2'• X 6" 6 X 8" W/2'• X 6" 40' W' 40" 3'-0" 3 -0 • 3 -0 _ NO NO NO 18 -0 20 -0 22 0 24'-0" ----- 6 X 10" GFX 10 W/2" X 6 6" X 12 W/2" X 6 IV X 12" Wl2" X 6" -- 40" 40' 40" 40" TLV 3 -0 3 0" 1 3•-2" _ YES_ NO _ _ 0.70 0.70 0.70 1 0.73 12-0" 12-0" NO I NO 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. IF THE BACKFILLED - 1NOTE: . MATERIAL HAS A DEPTH GREATER THAN 6, COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOILS aFtlA�/ 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH PROFESSIONAL. UNLESS OTHERWISE NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO 2" X 6" LAMINATIONS. VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATE[ TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OR WASHINGTON. �� 4 •.'i�IiU p.¢ St -UP TO 16'-0" WALL HEIGHT. ABOVE i6' WALL HEIGHT, i �j I » » ❑ER TRUSS. LOADING, TOP CHORD LIVE LOAD = 30 PSF OR 40 PSFTOP -,.- A'LL POSTS SHALL BE 6 X 8 ROUGH CUT HEM-FIRPOSTS. 1.1.C.;3j'-OjINGS; ADEADALOADS Pi SF FpR}ENDWALL POSTS SHALL 8E A MINIMUM OF 2CS"#2 0 X " '�}6yD T 3-0" BOTTOMOCHORDRD PSF i" .�, DEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT EV - � GS i's`rIONAL -'� - 2 16d NAILS 4. ABOVTEN FOOTING DESIGNS E S A FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT E%FIRES 12 29 07 CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING Ili DET X _ �j�o� kscNj III 6'' 8' OR WAMBEKE ENGINEERING NAME: ' `t �- I "" 2913 E. 61st Court gi A III 10' POST Daniel Warlbeke P. E, Spokane, WA 99223 APDRESS -` ' etep hone, 509-443-.6186 Fax, 509-448-6582 a -mall dwambeke@msn.com 5 � qP j-c`4 vn5t- ` ' STRUCTURAL DESIGN FOR POST FRAME BUILDINGS �wk DATE: C(o-0-+-�(�� - 12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC NOT VALID UNLESS GNED SII ZIEGLER LUMBER COMPANY i NAI LI G 0 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 620 E. HOLLAND ROAD SPOKANE, WASHINGTON 99218 BY DATE DRAWING NO., DRAWN WAMBEKE 10-12-06 ZIEGLER.IBC2003.06 CHECKED REV. EV BY DATEI DESCRIPTION OF CHANGE PROJECT 2006 SCALD N.T.S. SHEET- i OF 1 PROVID'EDIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS ley REVIEWED FOR CODEC MPLIANCE SPOKANEVALLEY Q�ULD GPION ° (l 6 �—