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2006, 09-20 Permit App: 06003703 Pole BarnProject,Number: 06003703 Inv: 1 Application Date: 9/19/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: Parcel Number: 35252.0910 Block: Lot: SiteAddress: 6103 E MORELAND DR Owner: Name: VITEK, ROBERT Address: 6103 E MORELAND DRIVE Location:: CSV SPOKANE, WA 99212 Zoning: UR 3.5 Water District: Hold: ❑ Area: .00 Acres Width: 155 Depth: 154 Right Of Way (ft): 50 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Review Information: Review Flood Plain Released By: Originally Released: 9/15/2006 By: amblake Building Plan Review Released By: Originally Released: 9/19/2006 By: TMELBOU Driveway/Approach Released By: Originally Released: 9/19/2006 By: amblake Septic Sys Review Released By: Originally Released: 9/19/2006 By: amblake Operator: AMB Printed By: AMB Print Date: 9/19/2006 Project,Number: 06003703 Inv: 1 Application Date: 9/19/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Landuse/Zoning/HE Conditions Bleed By: '� Originally Released: 9/19/2006 By: MHARNOI Permits: Building Permit Contractor: KS CONSTRUCTION, INC Address: 13202 W GREENFIELD NINE MILES, WA 99026 Description Grp Type Notes POLE BDLG U-1 VB 70 SQ FT POLE BLDG Totals: Firm: KS CONSTRUCTION, INC Phone: (509) 464-2670 This Application: S(l Ft Valuation 0 $14,000.00 0 $14,000.00 Item Description Units Unit Desc RESIDENTIAL PERMIT FEE 1 SELECT ACCESSORY PLANS REVIEW 1 SELECT WSBC SURCHARGE 1 SELECT Total Project: Sg Ft Valuation 0 $14,000.00 0 $14,000.00 Fee Amount $237.25 $59.31 $4.50 Permit Total Fees: $301.06 Notes: All driveway approaches to be constructed per Spokane County Standards as adopted by the City of Spokane Valley. Minimum of 7.5' from each property line, 5' from crosswalks or intersection curb and minimum of 15' of separation between any two approaches. Flat portion of a residential approach to be minimum of 16' wide, maximum of 30' wide and combined approach width not to exceed 50% of total frontage. CONTOL AREA FOR DRAINAGE MORITORIUM SEE MAPS FOR SPECIFICS Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $301.06 $301.06 $0.00 $301.06 $301.06 $301.06 $0.00 $301.06 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: AMB Printed By: AMB Print Date: 9/19/2006 ProjeaNumber: 06003703 Inv: I Application Date: 9/15/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Parcel Number: 35252.0910 Block: SiteAddress: 6103 E MORELAND DR Location:: CSV Zoning: UR 3.5 Water District: Area: .00 Acres Width: 155 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Lot: Owner: Name: VITEK, ROBERT Address: 6103 E MORELAND DRIVE SPOKANE, WA 99212 Hold: ❑ Depth: 154 Right Of Way (ft): 50 Review Information: fl. Flood Plain Released By: Originally Released: 9/15/2006 By: amblake Building Plan Review Released By: b �• Driveway/Approach Released By: Septic Sys Review al 1 10k - Landuse/Zoning/HE Conditions Operator: AMB Printed By: AMB Released By: Print Date: 9/15/2006 m. Permit Center Oe PERMIT NtJABER: �iti.1F 11707 £Sprague Ave, 106 `� je Spokane Walley, WA 99206 PERMIT FEE: V y (509)688-0036 FAX: (509)688- 037 Community Development �N-,.yk,.- ok_aneva r I Residential Constructio_'0 ❑ New Construction $,Accessory Bldg Permit Application ❑ Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS (.a\03 L Q (? . S' So`r~.Rt�1� �?rLL �-/I 1, '1k "1l 2- \ 2, ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building owner Name: .-'-Z- \C - Address: City: Zip: "k A-,?- Phone: -2Phone: $'--i�- 3 Fax: Contact. Person.:. Name: Phone: Contractor Name: CD S'\'Z J cT u .,J 1 '-J C - Address: p w _ (0 City: %--I c.9 Zip: t U Z h Phone: S'�-dy63Fax: r� Lic No: <S C v e-�31 'ko Exp. Date: City Business Lic No: Describe the scope of work in detail: Cost of Project: $ ( ® 69) ************** ********************** The following MUST be complete: (write N/A if not applicable) HEIGHT TO PEAK: DIMENSIONS: # OF STQRIES: TOTAL HABITABLE SPACE: t N MAIN FLOOR TO SQ. 2 No FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: A AREA: t -J ./kr FINISHED BASE ENT GARAGE SQ. TG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: .� A � '" : 00 N I At PROPERTY: l-3 # OF BEDR O S: CONSTRUCTION TYPE: HEAT SOUR E: SEWER OR PTIC? r-� t� ? . L-4i� e 4k,;k, VJ N DISCLAIMER 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 ordinanc s. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application ca y,6e prA4sed. Signature Date Lo Method of Pa�mept. (Ft�l permit applications will only be accepted with major bankcard) ❑ Cash Check ❑ Mastercard ❑ VISA ❑ Other Bankcard #: Expires: VIN#: Authorized Signature: RE\nSED 8252005 Q1l` DF , ,;ooOVey 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhaLt@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 ❑ Insulation information Utl/lb/2UUb b7: OU ou'JiZ41001 W 97 15 2006 12:24 FR TO 3241567 P.01iO3 Projcct Ni= b, ;r: 06003703 Inv: I ApplicatiOn Date: 9/158004 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a pel PTO Ad 1K Q atiI& Permit U:io: ;:0 X 35 POLE BARN Contact: KS CONSTRUCTION IN EN Address: 13202 W GREENFIELD C - S - Z: NINEMnS. WA 99026 Setbacks: F. ,ont Left: Right: Rear Phone: (406) 579-0463 Group Name: SiteProject Name: Mons, Plat KG, y 002730 Name: VALLEY VIEW ADD District: E Pay a 1 Vtimb®r: 33252,0910 Block Lot: 3'teAddrest: 6103 E MORELAND DR Owner: Name: KAMTOMO, MARK Location:: SPO Zoning: UR 3.9 Watcr Disaicr Area: .00 Acres Width: 135 Nbr of B1dp- 0 Nbr of Dwellings. 1 Address: 6103 E MORELAND DR SPOKANE, WA 99212 Hold: ❑ Depth: 194 Right Of Way (ft): 50 Palle 1 l.: 1 w -b rise : RevieW 1 Fl nod Plain ' `i;i• ."�f.`v;`, r3, j ,; y a?V� i (l' a i!. (4?rte; Originally Released: 9/15/2006 By: amblake B old Ing Plan Review � {,,:}.t."``�..":1 ..•ri', .:,�, ! :fit dJri.'1r�Y,. �`• 'F•;'!, 4.'` Dri-eway/Approach Sep -V Syr Review .ec^ Land me/Zoning/1IE Co iditioaa Re3easEd,^ p . . Op-:v:b w AMB Printed By: AMD Pint Date: 9/15/2006 SEP 18 2006 11:12 5093241567 PAGE.01 .I_ " I 4 ------------- 11 �w �. ® DETAIL COLUMN CONNECTION, PURLIN SUPPORT- �'A� %� mow\ x HALF TRUSS DESIGN BY PURLIN CONNECTION METHODS, MANUFACTURED TRUSS TOP CHORDS Sl NOTES FOR FOOTING DETAIL TRUSS DESIGN BY TRUSS MANUFACTURER HEADER UP TO A). PURLINS MAY BE HUNG PURLIN SUPPORT STRUT 2' X 6' X FULL NOTES FOR SECTION A -A X NOTES FOR FLOOR PLAN OFF THE TRUSS TOP,CHORD 20'-0' DOORS S8 PURLIN MerHp �NgfCrI4N INTERIOR FRAME WOOD POSTS, SEE FACES W/ STD. BACKED WITH 2' X 6' UP TO 24'-0' NAILS EACH SIDE. TREATED POSTS AS SIZED PER SCHEDULE POST SCHEDULE THIS SHEET SIMPSON JOIST HANGERS HEADER PLAN FOR SIZE 52 TRUSS DESIGN BY OTHERS (Q) GABLE WALL POSTS - 6' X 6' TYPICAL OR EQUAL, ON TOP NAILING BLOCK S6 S5 WOOD POST, SEE POST/FOOTING SCHEDULE. DOOR POSTS - 4' X 6' TYPICAL B), PURLINS MAY BE 4 - IOd NAILS MFT QC AIAf, S7 S❑LID BLOCKING AT CONNECTION POINTS, FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' BUTTED AND NAILED TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 3'41- 0 2'X6'OR2'X8'EAVEGIRT MAXIMUM POST SPACING 12' 0' W/(2) 16d NAILS KNEE BRACE, IF REQ'D, SEE POST SCHEDULE 57 ( PURLINS @ 24' D.C., BEARING OR INT❑ EACH PURLIN. C), PURLINS MAY BE Sg 2' X 6' X 24' OR 2' X 8' X 24' BLOCK Yp ® JOIST HANGERS (TYPICAL) LAPPED ANDNAILED - 3/4' 0 THRU _0.2X9 0.29 Sl 1 - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK W/(3) 16dNAILS, 26_3'41 2H _ 2 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 24' & 3 RO _029 0.29 SPANS i2' TO 60' MAI`jNGrB�� w L,,i D F ON CONNECTION METHODS 'C', C ®1 4 - 16d NAILS N z a 'B' AND TOENAIL 1 1/2' LONG WOODFAST TEKS. PSF LIVE LOAD POST w BACK SIDE OF PURLIN S8 MIN, KNEEBRACE WALLS FASTENED TO SPACING aDOUBLE TRUSSES W/(1) 16d NAIL INTO "B" D[0.. 'T' REQUIRED VOLUME, _ - EACH TOP CHORD MEMBER ?:, 26" 26 J ¢ ti©- J ¢ ,Z-' J LI _0.29 DJ6- WOODFAST TEKS, 12'{1 W <Y =) p -I Or p Z) -J ?o I S9 f r". n w o w Q- -J i T' NO o I X -23.3'-0 2a" OZD J O �1 Q I M to X � J 0.35 2Pi NO N w w CL o � !C K ._, w d QI 6 X12" +, 2, 3'S NO 1 O.SB W a D B'O' f0 -0 12'-0" 14'-0" ffi'-0" 6 X 6 0 X 8 6" X 6" W2" X W' 64'X 8 6" X 8" W2" X 6" 28 3'41 NO DOUBLE TRUSSES S4 3'41 3'41" NO Z� Q }- - z 3'41 3'-0" N0= _0 0.41- 0.d1 -J Of -124 1241 _ -124-- 12-0" a . a A O F 6 X 10" 6 X 12" 6 X12" W!2" X 6" 6"R 12"- - N.T.S. 3'4)" NO 63 99 B16M 3'Z" _ NO_ NO_ _ _0.41 N.A3 (L 1 Q- 1 a l S.5 0.48 POSTJFOOTING � C.1 d • %D C.7 . . CI I d DD POST i y COD al V N d. N N N SPACING 11" 1 WXD w N °I w N ? DU w av VOLUME YD 10'41" 8'41" 6" X 6" 28" SINGLE TRUSSfo NO 0,35 -10 A 10'41" 10'-0 12'-0' -jil-F v X 6 6" X V W2" X 6" 2B 2B" S'a" 3'4i" NO -NO _0.35_ 0.35 10 41 10' -0" 70,11-'10'11" -,43�-NO --- 16-0 --- PLAN VIEW -29"-S'-0_ " _NO NO _0.35_ OA7 28" N.T.S. 21" T -W- NO �. ® DETAIL COLUMN CONNECTION, PURLIN SUPPORT- �'A� %� mow\ x HALF TRUSS DESIGN BY S1 MANUFACTURED TRUSS TOP CHORDS Sl NOTES FOR FOOTING DETAIL TRUSS DESIGN BY TRUSS MANUFACTURER HEADER UP TO 0 PURLIN SUPPORT STRUT 2' X 6' X FULL NOTES FOR SECTION A -A X DEPTH OF TOP CHORD PLUS PURLIN, HEADER UP TO 20'-0' DOORS NAIL PURLINS W/(3) 16d NAILS PURLIN MerHp �NgfCrI4N S3 NAIL STRUT TO TOP CHORD W/(3) 16d BACKED WITH 2' X 6' UP TO 24'-0' NAILS EACH SIDE. TREATED POSTS AS SIZED PER SCHEDULE S4 MANUFACTURED TRUSS - NAIL TO EACH HEADER PLAN FOR SIZE 52 TRUSS DESIGN BY OTHERS SIDE OF POST WITH 4 - 16d NAILS 18" 2 ON TOP NAILING BLOCK S6 S5 WOOD POST, SEE POST/FOOTING SCHEDULE. P S6 4 - IOd NAILS MFT QC AIAf, S7 S❑LID BLOCKING AT CONNECTION POINTS, Q J, N Se TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 3'41- 0 2'X6'OR2'X8'EAVEGIRT S3 Co KNEE BRACE, IF REQ'D, SEE POST SCHEDULE 21 DF -L #2 GIRTS FLAT @ 24. O.C. SEE AND DETAIL 2 S3 it 2' X 6' X 24' OR 2' X 8' X 24' BLOCK Yp ® LT THRU KNEESBRACE ORD 1 MACHINE BOLT • , At - 3/4' 0 THRU _0.2X9 0.29 Sl 1 - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK fi X6"WR X6" 6 X 8' W -02--X 6' 26_3'41 2H _ 2 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 24' & 3 RO _029 0.29 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 18'-0 18'-0" 20'-0" w L,,i D ROOF FASTENED TO PURLINS WITH 5 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 60' _ 20" -26- ®1 4 - 16d NAILS �. ® DETAIL COLUMN CONNECTION, PURLIN SUPPORT- �'A� %� mow\ x HALF TRUSS DESIGN BY OTHERS S2 2' NOTES FOR FOOTING DETAIL 45'•Y15 HEADER UP TO 12'-0' DOORS DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSFM NOTES FOR SECTION A -A X 12' HEADER UP TO 20'-0' DOORS p 2' X gl TYPICAL PURLIN, SEE FLOOR BACKED WITH 2' X 6' UP TO 24'-0' S1 TREATED POSTS AS SIZED PER SCHEDULE � w 6' HEADER PLAN FOR SIZE 52 TRUSS DESIGN BY OTHERS 6 X 6 v. X 6' 1_NR X_ fi_" 6.1 X fill 18" 2 VIBRATE OR ROD CONCRETE TO OBTAIN Z � 18" 3'-0 S3 2' X 6' @ 24' O,C., 10' BAYS 29" W -O" NO FULL' BEARING '-' ra p 18'-0 6X10" 2' x 6• @ 24. O.C., i2' BAYS 3'41- NO- 24 UNDISTURBED SOIL = = B X 10" 21 DF -L #2 GIRTS FLAT @ 24. O.C. SEE NO S3 _1241 8'd 10'-0-0 C3 L) _20 26 _3'.0 3'-0 S4 CONCRETE FOOTING, SEE SCHEDULE DETAIL NO _0.2X9 0.29 Sl 12' 14'-0 fi X6"WR X6" 6 X 8' W -02--X 6' 26_3'41 2H _ SS EXTEND POST TO TOP OF PURLIN 2 RO _029 0.29 -12-0 -12-0" 92'41" 18'-0 18'-0" 20'-0" w L,,i -T4)';-NO ROOF FASTENED TO PURLINS WITH -0.29 _0.29 0.35 _ 20" -26- 3'41 -3'2" N POST/FOOTING SCHEDULE 30'SP 1 1/2' LONG WOODFAST TEKS. PSF LIVE LOAD POST COLUMN FOOTING KNEEBRACE WALLS FASTENED TO SPACING "H" I WXD "B" D[0.. 'T' REQUIRED VOLUME, GIRTS WITH V LONG B.A.. 1D'-0" ?:, 26" 26 348' 3'-0" NO NO ?) _0.29 DJ6- WOODFAST TEKS, 12'{1 W 2 20 26 -3;41-"- 3'-0 Na0.29 _ 0.29 r". SEE FOOTING I` �" S4 3'-0 3141" 3'2" NO _ 0.35 0.35 -23.3'-0 2a" N6 NO 0.35 2Pi NO D.35 10'a' 241'-0 6 X12" DETAIL 3'S NO 1 O.SB 1241 1241 124 _121241 -0_ B'O' f0 -0 12'-0" 14'-0" ffi'-0" 6 X 6 0 X 8 6" X 6" W2" X W' 64'X 8 6" X 8" W2" X 6" 28 3'41 NO 035 29 28" 3'41 3'41" NO 035 35 NO BUILDING SECTION A -A 3'41 3'-0" N0= _0 0.41- 0.d1 NO -124 1241 _ -124-- 12-0" _ _18'-0 2(1'-0 _ 22'-0 _ 24'-0" 6 X 10" 6 X 12" 6 X12" W!2" X 6" 6"R 12"- - N.T.S. 3'4)" NO 63 99 B16M SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. S4 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' S6 TREATED 2' X 6' BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.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 S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S2 I18 S4 -\ FOOTINiG DETAIL - N.T.S. i TREATED POST _ /,-EACH1GIRT ALV. NAILS TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS 'BOTTOM CHORD BRACING N.T.S. Si GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 GABLE END POST 2'X6'OR2'X8' GIRT (FLAT) U TYPICAL G,'IRT CONNECTION i i I 8 - 16d NAILS 2' X 6' ? 18' BOLTING BLOC i - 16d NAI CORNER POST DOUBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N,T.S. OPTIONAL FRONT ELEVATION N.T,S. 8 - 16d NAILS 2' X 6' X 18' BOLTING BLOCK DETAIL 3 TYP, GABLE END TRUSS CONNECTION I ICC DFti TTAIG Di nrvc Oct 1`11-I SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION NOTES FOR OPTIONAL FRONT_ ELEVATIONS N.T.S. S1 HALF TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12'-0' DOORS DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSFM 2' X 12' HEADER UP TO 20'-0' DOORS M.MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF 2' X 12' BACKED WITH 2' X 6' UP TO 24'-0' S3 ' X 6' HEADER 12'-0 14'4 1fi'-0 DETAIL 2 - KNEE BRACE NOTES FOR DETAIL 2- KNEEBRACE SS 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 S5 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 REQUIREDWHERE SHOWN ON POST/FOOTING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES, I TYPICAL SIDE ELEVATION TES FOR SIDE ELEVATION )2' X 8' HEADER .)2' X 10' HEADER FOR 10' & 12' SLIDING DORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS TRUSS WEB BRACING INTER -I -OR 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' O,C, OR 2' X 8' L BRAC L-BRACEE j TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS BUILDING SPECIFICATIONS, SHEATHING REQUIRM GENERAL - 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 THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, USE IN 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD ■ ROOF STEEL, 29 GAUGE GRAND,RIB III, 36' WIDTH OR EQUIVALENT REQUIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED, THESE BUILDINGS ARE DESIGNED • FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) FDR 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN M CAVE AND RIDGE PURLIN SCREWS, 414 x11/2• AT BOTH SIDES OF MAJOR RIB - CATEGORY C.EACH ` "F1" DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSFM THE FOLLOWING MINIMUM ENDWALLDIAPHRAGM REQUIRMENTS ARE NEEDEI M ENDWALL STEED 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALEN CEILING LL = 0 PSF CEILING DL = 1 PSF M FIELD SCREWS, 010 x 1 1/2' gQQ 9. O.C, CNEXT TO HIGH RIB) IG M ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION, ■ BASE GIRT, END TRUSS, AND DpOR HEADER SCREWS, #14 x 1 1/2' M.MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF a BOTH SIDES OF EACH MAJ[iF�1 RIB, MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY 3'-0" GRAVEL (SW, SP, SM, SC, GM AND GC) SOILS OR BETTER CIBC 2003 TABLE 18042) LESSER SOIL CONDITIONS (AS fl ,- DIAPHRAGM SCREWS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER, CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F?c = 2,000 PSI, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE_1/'�I i�nl CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. 'T - WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED DIAPHRpGM SW Sp e RENDW LL B OTHERWISE ON THE PLANS, MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO E nwAiL DOOR RUNS QN ROOF IBC TABLE 2304,9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IHC. FASTENERS EAVE & RIDGE FOR PRESERVATIVE TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICONE BRONZE OR COPPER. TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA 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 WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS. BOLTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. 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 ksl. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 H' LONG METAL TO WOOD FASTENERS, WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED V OR LONGER METAL TO WOOD FASTENERS, PANELS SHALL BE INSTALLED & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A15571 METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6?, COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL?S PROFESSIONAL. UNLESS OTHERWISE NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS, TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TQ PRACTICE IN THE STATE OF WASHINGTON. TRUSS LOADING, TOP CHORD LIVE LOAD = 30 PSF OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF 1' 1� ,I /-- 2 - 16d NAILS^ (U 6', 8' OR 10' POST CHORD, DD��ppppHHRABOpp .. NDTEDVEREWSI TYPICAL SCREW PATTERN, EXCEPT AS EXPIRES 12/29/07----1 POST/FOOTING SCHEDULE 12'-24' SPANS 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEEEIRtACE CONCRETE SPACING "F1" WXD: "B"DW. 'T' REQUIRED VOLUME 90'41" 10'a" 13'4)" 1D'-0" 6" X 6" 6'_X 6" STRUCTURAL DESIGN FOR POST FRAME BUILDINGS 12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC 3'-0" NO -18" 10" 9'41" _0.20_ -90 -0 -10 -0 10 -0 12'-0 14'4 1fi'-0 6 X 6 v. X 6' 1_NR X_ fi_" 6.1 X fill 18" 5'-0 _NO NO -0.20 020 0.211 18" 3'-0 NO 29" W -O" NO 0.24 -11141 18'-0 6X10" 20 3'41- NO- 24 10-41" 20'-0 B X 10" 21 3'41" NO _0 I 0.27 _1241 8'd 10'-0-0 6 X 6' VX V _20 26 _3'.0 3'-0 NO NO _0.2X9 0.29 _12-0 12-0 12' 14'-0 fi X6"WR X6" 6 X 8' W -02--X 6' 26_3'41 2H _ S'41_ RO _029 0.29 -12-0 -12-0" 92'41" 18'-0 18'-0" 20'-0" 6 X 8 WR X6- 6"X0"*4 XV 6" X 10"W2' X 6" -T4)';-NO _NO__ -0.29 _0.29 0.35 _ 20" -26- 3'41 -3'2" -NO_ NO POST/FOOTING SCHEDULE 30'SP ANS, 90 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEEBRACE CONCRETE SPACING "H" I WXD "B" D[0.. 'T' REQUIRED VOLUME, _10'41" -10'41" B.A.. 1D'-0" 6" X 6" 6" X 0 -W-2" 26" 26 348' 3'-0" NO NO _0.29 DJ6- 90 410 -0 10-411- 12'{1 W B X 6 X 6'' ' 1PU2 6 X 6 -x 6" 20 26 -3;41-"- 3'-0 Na0.29 _ 0.29 NO_ -10 41 -10'41" 10 -0 10'41" 16'-0 10'-0 A-41 22'43" 6 X 11 6" X 8" W2 X 6" 6 X 8' W2 X 8" B"X 10"W!2" X 6" 3'-0 3141" 3'2" NO _ 0.35 0.35 -23.3'-0 2a" N6 NO 0.35 2Pi NO D.35 10'a' 241'-0 6 X12" 26 3'S NO 1 O.SB 1241 1241 124 _121241 -0_ B'O' f0 -0 12'-0" 14'-0" ffi'-0" 6 X 6 0 X 8 6" X 6" W2" X W' 64'X 8 6" X 8" W2" X 6" 28 3'41 NO 035 29 28" 3'41 3'41" NO 035 35 NO -A';- 28" 3'41 3'-0" N0= _0 0.41- 0.d1 NO -124 1241 _ -124-- 12-0" _ _18'-0 2(1'-0 _ 22'-0 _ 24'-0" 6 X 10" 6 X 12" 6 X12" W!2" X 6" 6"R 12"- - 2B -A-l- 3'4)" NO 0.41 3'Z" _ NO_ NO_ _ _0.41 N.A3 -3'-0" 2H 28,w-'34. NO 0.48 POSTJFOOTING SCHEDULE 3W6' S. 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING 11" 1 WXD "B" DIS. 'T' REQUIRED VOLUME YD 10'41" 8'41" 6" X 6" 28" 3'-0" NO 0,35 -10 A 10'41" 10'-0 12'-0' -jil-F v X 6 6" X V W2" X 6" 2B 2B" S'a" 3'4i" NO -NO _0.35_ 0.35 10 41 10' -0" 70,11-'10'11" -,43�-NO --- 16-0 --- FX ia VItR=X 6" fi"" X w. 6"kil'INt2"Xfi" -29"-S'-0_ " _NO NO _0.35_ OA7 28" 3'41" 21" T -W- NO -0.41- 0.41 70'41" -10'43" 22'11" --?41'.0" 8" X 1O" W!2" X " 6" X0"W2 -1" X 6" _2820" " _ 3'41"_ 3'2" _NO_ YES _0.49_ 0.43 92-0 - _. 12-0" _ B'41" 1D'41" 6"XII" 6" B" % 6" 32" _.. - 3?" 32" 3'41" - - 3'-0" 3'41" NO -k6- NO 0.44 0.44-- . -o.44-- 1241" 14'.0" 6 X 8 32=3'-0_ _4241 -1241 12-0` 18 -0" 18'41" 28'-0" 6 %B W2" X 6" 8 X'IV 6"X10" Wt2" X 6" 32= _NO 8'-0" NO _044 32" 3'41" NO _044_ 044 - - 32" -- 3'-0" --- NO - 0.44 12-0 1241" 22'43" 1-241'43" 6"X12" 32" 3'2" NO _0.47 POST/FOOTING SCHEDULE 40'SPANS 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEEBRACE CONCRETE SPACING 'If' WXD "B" DIA. 'T' REQUIRED VOLUME YD 10'0' - B'-0" - 6" X 6" 30" 3'43" NO 0.41 10'-0 10 -0" -W-0" 6 X 6' 30 ---- 3'-0 NO - 0.41 10'41 10' -0 19 -0"_ 6- X 6' W2" X 6" - 6 X 6 8"' --VyF2" X 6" 6'X- - - 30 30 30" S'-0 3'41 9V)- NO -- NO_ 0.49 _00.41- _ YES 10'41" 18'1l" 6 _X 8"W2_X 8" 30" 3'41" NO _.49 0,41 10'41" 18'43" 6" X Of WI2" K 6" 30" 3'-0" NO 0.41 -6,-0 _ 10,41" x,43,_ 24'.0 6,-X10" W)2" X 6" fi" X 4" 30_ -NO- VES -0.41- .-0.49- 0.43 _3U- 30" _3'a"_ 3'2" 1241" 8'41" - 6" X 6" --- 33" 3141" NO 0.47 92-0 124 1241 10%0" 12'-0" 6" X 6" 33" - 5'41" ---DAY N4- 0.47 0.47 - 124) 1241 14'4)" 1I Y 6 X B" 6 X 0" W2" X 6" 93 9'4)" _NO NO _0.47 0.47 33 3'-0" 1241 _12-0 10'-0" 22I 6,X10".' 6' X 110 •.WIY.' X 6" 6 X12' - 33 .33". .3;-0" 3'41" _N6 NO_ -0.47_ 0.47 33' S'2" _NO NO 0.49 12-0 29 -0" 6X92"W/2 X B" S3 3'2" NO 0,5! POSTIFOOTING SCHEDULE 48'7052' SPANS, 30 &40 PSF LIVE LOAD POST COLUMN FOOTING IKNEEE BRACE CONCRETE SPACING "H" I WXD "B" DIS, 'T' REQUIRED VOLUME, YIM 10'41 10'-0 - 8-0" 10 -0" --- 6X' d X a-.-. 34 34 3'-0" 3'4)" 0,55 -NO- NO 70'41 _90'-0" .10'41 -0 12'" 19'-0" 18'-0" 6' X 6" W2" X 6" 6" X 6'- W2" X 6" , 6" X 8". '. 99" 9'41" 3-41" 9_'41" 33 -0" - NO NO `0.55 0.55 34" 34" YES_ NO -0.55- 0.55_ 70'-0 10'-0 10'-0" - if 90'-0" 111-0" 211-0" - -- 22'-0" 24'-0" 24 6 X 11%Ab/ X 6" fi X V ' - - 0"X 10"W2'_X 6' 6" % 12" Wl2" X 6" 34 3 -0"_ N4_ _0.55 _34 - 3--0" YES _0.55_ 39"- 39" _3'-0" - 3'-0" - - NO -0.55 0.55 --b-- YES - 5 _1241 _ 12-0" -- - 8,-0„ 10'-0" --- 6" X 8" 6" X 6" WRv' X 6' - -- -33"- 36" 3'-0"- 9'D" -NO - NO -0.62- 0.62 12-0 12-0" 1241 1124)n 12'-0" 14'-0" 10'-0"- 18'-0" 6 X 6 W_ R" X 6'_ 6 X 8" 6" -X 8"W2" X 6" 6"X'0" _33,- 36" - _5'-0"0.62 3'-0" S'-0' _ -BYES -- NO_ ---- -O _ .fi2 -0.62-- 0.62 NO 38 36.3. NO- 1241_" 7F-0" 6" X 12' W,7' B" 30" 9'2" NQ 0.82 0.65 NO 12-0" 24%" 6" X 12'sW0 X 6' 38" S'2" NO 0.65 POST/FOOTING SCHEDULE 54'706O' SPAN 50 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X 0 "B"DIA. "I REQUIRED VOLUME _10,41•, . - _10 '41 8'4" -40-43';- __ 12'-0" 14'-0" 6"X6" 6 X 6" B X 6" W/L"X 6" 6 X 0' 33" 3'-0" NO 0.62 3fi - 3'-0" NO _ _ 6. 62 38 36 -1 SA"" 3'41'_ - --- NO - 0.62 ?04k1 1[I'4i 1 p 181' - X B" W/2 X 6 1(1•• 36 39"-314)" 3'41" _NO NO NO _0.62 -0.62- O.B2 10'41" ----- 10'41" 22'-0" 24'-0" 61111"02"X6" 6 X'RI------ " ------ fi" % i2'• 33" 36" - - - 38 541" 3'-0" - 3'2" YES O.li2 NO -- 0.62 -_- YES - - -- D.t� -0.116- 124)" 124)'_ _7241" 11241= 1241" 1241" --9--- -8'a" 12'41" 14'41" 16'-0" 6" 18'-0" 6" 6" X 0" 6 W2" X 6" 6 X 8" 6'_X 8" WR" X 6" X B" W2" X 6" X t0" 40 TV' NO 0.70 40 40 -3'46w-NO 3-4" 3'4)" NO NO 0.70 0.70 0.76 40" 40" -id"- 3'41" 3'-0" -N4 0.70 YES 0.70 12-0"" 2O' -U-0" 6"X10" 6"X12"Wl2"NO 24'-G"0.79- W/2" X fi" 40" - 3'-0" - - NO --0.7D --- 0.701241 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 POSTS SHALL BE A MINIMUM OF 20"0 X V-0" DEEP FOR WALL HEIGHTS TO 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 .n I " " �l `hQMIEKE ENGINEERING 2913 E. 61st Court Daniel Wallbeke P. E. S okane, WA 99223 I '' Telephone, 509-443-6186 Fax, 509-448-6582 a -mall dwambeke@msn.com STRUCTURAL DESIGN FOR POST FRAME BUILDINGS 12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC ZIEGLER LUMBER COMPANY G']/1 CACT 1J1^11 AAII1 A%11 -►111P" PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND, FLOOR SYSTEMS PRIOR TO FRAt."If',IG INSPECTIONS CITY COPY THIS BUILDING SLji,lECT TO F=IELD INSPECTION CC, c3F('Tlr)NS *D'k lzy REVIEWED FORCOMPLIANCE SPOKANE 6"millNif-, D6VISION