The URL can be used to link to this page

2006, 06-12 Permit App: 06002251 Pole Bldg Project Number: 06002251 Inv: 1 Application Date: 6/12/2006 Page 1 of 2 • THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 36 x 36 POLE BUILDING Contact: QUALITY STEEL BLDGS Address: 7810 N MARKET ST C-S-Z: SPOKANE,WA.99217 Setbacks:Front Left: Right: Rear: Phone: (509)468-1606 Group Name: Site In formation: Project Name: :.wy..•. , ;.� Plat Key: 002753 Name: VERA District: F Parcel Number: 45224.2376 Block: Lot: SiteAddress: 13106 E 15TH AVE Owner:Name: ANGELO,JOSEPH Address: 13106 E 15TH AVE Location::CSV SPOKANE VALLEY,WA 99216 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: 1 Review Information: � _, � �. .� Review Building Plan Review Released By: Originally Released: 6/12/2006 By: TMELBOU Driveway/Approach Released By: Originally Released: 6/12/2006 By: amblake Landuse/Zoning/HE Conditions Released By: Originally Released: 6/12/2006 By: MBASINGE Sewer Review Released IBy 1996 Originally Released: 6/12/2006 By: amblake Operator: AMB Printed By: AMB Print Date: 6/12/2006 Project Number: 06002251 Inv: 1 Application Date: 6/9/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project In formation: Permit Use: 36 x 36 POLE BUILDING Contact: QUALITY STEEL BLDGS Address: 7810 N MARKET ST C-S-Z: SPOKANE,WA.99217 Setbacks:Front Left: Right: Rear: Phone: (509)468-1606 Group Name: Site Information Project Name: Plat Key: 002753 Name: VERA District: F Parcel Number: 45224.2376 Block: Lot: SiteAddress: 13106 E 15TH AVE Owner:Name: ANGELO,JOSEPH Address: 13106 E 15TH AVE Location::CSV SPOKANE VALLEY,WA 99216 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: 1 Review Building Plan Review Released By: -*T":"‘", ( 1 '; OC. Driveway/Approach Released By: Landuse/Zoning/HE Conditions Released By: "7f„ hJ. 4/1216o Sewer Review Released By: Permits: ..: . Operator: AMB Printed By: AMB Print Date: 6/9/2006 Project Number: 06002251 Inv: 1 Application Date: 6/12/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: QUALITY STEEL BUILDINGS INC Firm: QUALITY STEEL BUILDINGS INC Address: 7810 N MARKET ST Phone: (509)468-1606 SPOKANE,WA 99207 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation POLE BDLG U-1 VB 1,296 $24,624.00 1,296 $24,624.00 Totals: 1,296 $24,624.00 1,296 $24,624.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $391.25 ACCESSORY PLANS REVIEW 1 SELECT $97.81 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $493.56 Notes: Payment Summary: INAMENVENWW, rftWOMM7If._ : FfAVAgat,W-1-W,V,WMUMM m .. Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $493.56 $493.56 $0.00 $493.56 $493.56 $493.56 $0.00 $493.56 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 6/12/2006 r' i �� U NG PERMIT APPLICATION WORKSHEET ill i't.�€ -.� City of Spokane!_Valley Community Development Department pokaneBuilding Division TDD J ��;� 2006 ! 11707 E. Sprague Avenue, Suite 106 40000;Veil Li'T Spokane Valley, WA 99206 D i I 1 ;, '-vll . t ,-9 L U h I!\! ` hone: (509) 688-0036; Fax: (509) 688-0037 REQUIRED SITE INFORMATION Street Address: 13106 E. 15th Assessor's Tax Parcel Number(s): 45224.2376 Legal Description: PERMIT DESCRIPTION: 36 x36 x14 xBuilding Permit ❑ Change in Use ❑ Grading ❑ Manufactured Home ❑ Relocation ❑ Tenant Improvement ❑ Fire Safety ❑ Other OWNER/APPLICANT INFORMATION x Owner: Rayna Hahn ❑ Applicant: Phone: 927-7899 Fax: Phone: Fax: Address: 13106 E 15th Address: City: Spokane Valley State: WA Zip: 99216 City: State: Zip: x Contractor: Quality Steel Buildings, Inc. Architect: Wambeke Engineering Phone: 509-468-1606 Fax: 468-3720 Phone: 443-6186 Fax: Address: n. 7810 market st Address: 2913 E. 61 st Court City: spokane State: wa Zip: 99217 City: Spokane State: wa Zip: 99211 WA State Contractor License#: qualisb081 c7 Contact: Muriel Brown PERMIT/BUILDING INFORMATION HEIGHT TO PEAK: 20 DIMENSIONS: 36x36 #OF STORIES: MAIN FLOOR TO SQ. FTG: 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: FINISHED BASEMENT SQ. FTG: GARA9E$C t G: DECK/COV. PATIO SQ. FTG: OCCUPANCY GROUP: CONSTRUCTION TYPE: pole HEAT SOURCE: #OF BEDROOMS: TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AREA: COST OF PROJECT: 30% SLOPES ON PROPERTY: SEWER OR ON-SITE SEPTIC SYSTEM? • MANUFACTURED HOME Width: Length: Year: Pit Set: Manufacturer: RELOCATION Previous Address: Proposed Use: FIRE SAFETY Fire Sprinkler: # of Heads Fire Alarm: Paint Booth: Tent: Fireworks Display: Blasting: Date/Time: Valuation: Above/Underground Storage Tank Size: WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE Plans Examiner: Phone: Fax: Address: City, State, Zip: Inspector: Phone: Fax: Address: City, State, Zip: SPECIAL INSPECTIONS ❑ BOLTING ❑ CONCRETE ❑ REINFORCEMENT ❑ WELDING Firm Name: Phone: Fax: Inspector(s): 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 i not a permit or approval for any violation of federal, state or local laws, codes or ordinances. Ownership• - • . • •=,- a pment rights granted by any issued permit inure to the property owner. Print Name Signature girGa4.rbGir1 Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash ❑ Check ❑ Mastercard al VISA ❑ Other Bankcard #: VP This document originally contained Authorized Signature: confidiet nfmh was redacteental dcrpursuantdicard tio RCWoriy.zbb.uationwhici and the original document destroyed pursuant to SOS DAN GS2014-030. 1 ,Job I Truss Trues Type Qty Ply R20143845 j 01230 36 COMMON 1 1 Job Reference(optional) I Lumbennen's Building Centers,Spokane,WA 99206-4220 6.200 s Jul 13 2005 MRek Industries,Inc.Thu Feb 16 10:45:41 2006 Page 1 H 6-10.8 I 12-5-4 18-0-0 I 23-6.12 29.1-8 36-0-0 I 6-10-8 5-6-12 5-6-12 5-6-12 5-6-12 6-10-8 Scale=1:62.8 i 7x8= 4.00 r1-2- 5 2x4 Hi'1 2x4 I 4x9 S4 0. •' • •6 459 354 C �� 7 3x4 2 ix. * 111* �. 8 ea g 7x12 MT18H= 7x12 MT18H= 11 10 9x12 MT18H= 9x12 M7181-1= I 12-5-4 I 23-6-12 I 36-0-0 I 12-5-4 11-1-8 12-5-4 Plate Offsets(X,Y): (1:0-2-14,Edgel,[5:0-4-0,0-3-41,[9:0-2-14,Edgel LOADING(psf) SPACING 6-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.64 10-11 >663 240 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.78 Vert(TL) -0.85 10-11 >505 180 MT18H 185/148 TCDL 5.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.24 9 n/a n/a BCLL 0.0 Code 1RC2003/TP12002 (Matrix) Weight:178 lb BCDL 1.0 LUMBER BRACING TOP CHORD 2 X 6 HF 2400F 2.0E*Except* TOP CHORD 2-0-0 oc purlins(2-0-14 max.). 3-5 2 X 6 HF 1800F 1.6E,5-7 2 X 6 HF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6-9-0 oc bracing. BOT CHORD 2 X 6 HF 2400F 2.0E*Except* 10-11 2 X 6 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std*Except* FL-' y 2-11 2 X 4 HF 2400F 2.0E,5-11 2 X 4 HF 1800F 1.6E W U 5-10 2 X 4 HF 1800F 1.6E,8-10 2 X 4 HF 2400F 2.0E OF WASH/4, e.ti ; C>02 e REACTIONS (lb/size) 1=3839/0-5-8,@3839/0-5-8 W/ Max Horz1=210(load case 7) A �� Max Uplift1=921(load case 5),9=921(load case 6) Max Grav1=4238(Ioad case 2),9=4238(load case 3) 16 4, 28374 Q 4v O/' FG/STEck `4(1 FORCES (Ib)-Maximum Compression/Maldmum Tension TOP CHORD 1-2=10385/2306,2-3=8067/1846,3-4=-7870/1868,45=8041/2027,5-6=8041/2027,6-7=7870/1868,7-8=8067/1846, S`r/ONAL,- 8-9=10385/2308 BOT CHORD 1-11=2224/9518,10-11=-1112/5749,9-10=2072/9518 WEBS 4-11=-1747/407,6-10=1747/405,2-11=-2581/615,5-11=805/3769,5-10=803/3769,8-10=-25811619 EXPIRES:12-19-06 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=3.0psf:BCDL=0.6psf;Category I;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4 2)TCLL:ASCE 7-98;Pf=30.0 pat(flat roof snow);Exp B;Partially Exp. �SS,O(�A felt, 3)Unbalanced snow loads have been considered for this design. 'Y 4)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow fo �t• .-added O� C^�S R //�F to the bottom chord. Q.- co.,G � CO 5)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate 'r hs,- !le roof. ArchitQ adequacy of top chord dead load. 6)All plates are MT20 plates unless otherwise indicated. REDONG 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for q . a <urance inson. ��1-..6.X.14411411 6:/�� 8)This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other •I• s. 9)This truss is designed in accordance with the 2003 International Residential Code sections R50 o 4d .rid R802.10.2 and refere •a standard ANSI/TPI 1. .�AN, No. 10734 PE �� ,, `�P`r0 LOAD CASE(S) Standard `SS�CENS• 0, q00NG ,�J OVAL February 20,2006 tere and READ NOTES ON THIS AND INCLUDED WTZ$REFERENCE PAGE JNI-7473 BEFORE USE. 7777 Greenback Lane I -Ver thl design parame Sulu 109 Desiggnn valid for use only with MiTek connectors.This design Is based only upon parameters shown.and is for on Individual building component. Citrus Heights,CA,95610 Applicability of design paramenters and proper Incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respwnsbillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M iTek' fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/Mit Quality Criteria,DSB-89 and BC511 Building Component Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Quality PLANNING DEPT.APPROVED STEEL BUILDINGS, INC. N. 7810 Market Center Suite (509)468-1606 office Spokane, Wa. 99207 (509)468-3720 fax BY: LIC#QUALISBO81 C7 DATE: 4, / i Z 13( SITE PLAN SHOW 0 _ *\)\ \ ' 1 \ NORTH A lit' V` a \ QH‘ g e ( \t‘41° &, \\ dr__________m \sr ,___., i ( V\'3-ki i'3-k, I ) ----- ) 10'FROM PTIC/DRAINFIELD JOB NAME VQk`iNJA AsOAQ SHOWS'-EETS/ALLEYS PHONE# I f 'I P SHOW.EPTIC/SEWER/DRAINFIELD ADDRESS 4y\Q . i.., \S - SHO EXISTING BUILDINGS -,'CC k4 me *%)\(.AA''s ‘4\.�. 1��__ S • 1W SETBACKS-FRONT,REAR,SIDE PARCEL# j`aa,1k- a,?j1= .HOW LOT SIZE SIDE YARD&REAR YARD SET BACKS. 5'TO PROPERTY LINE UP TO 15'PEAK HIGH FOR EVERY FOOT OVER 15'ADD 1'TO SET BACK. A i- 1 I _ceni r ,1----,“ 1- . r Z ,` ! ,-- \\\ J .----- F,(-: il c5 , - '' A:a) # -- c3 6.,c;:mi)460064"/ I, PLANNING DEPT. APPROVED lip 11 ,_5( .,,.. f,ipx.3(4.)4c."10:- (''- v.:. —,,:__ /,I/lad . DATE: c_____Viiiiii--_ RECEIVED ir SEP 19 2006 SPOKANE VALLEY \\/ DEPARTMENT OF COMMUNITY DEVELOPMENT ------I nmPT FJRLIN CONNECTION METHODS, PURLINS MAY; BE HUNG OFF THE TRUSS TOP CHORD ✓, NAILS EACH GIRT FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL. B), PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS (FLAT) INT❑ EACH PURLIN. C). PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INT❑ TYPICAL GIRT CONNECTION EACH TOP CHORD MEMBER NOTES FOR FLOOR PLAN Q1 INTERIOR FRAME WOOD POSTS, SEE SEE POST SCHEDULE THIS SHEET DETAIL POSTSYPICAL 1 � DOOREP❑STS X 6'6TYPICAL 12 FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' )EiAIL MAXIMUM POST SPACING 12' 0' �3 PURLINS @ 24' O1C1, BEARING OR Z J❑IST HANGERS (TYPICAL) JNOTES a SPANS 12' T❑ 60' SI TYPICAL PURLIN, SEE FLOOR W PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS J S � LD q ¢ I- W = p U DF -L #2 GIRTS S4 CONCRETE FOOTING, SEE SCHEDULE ' o H ILD w Z A UJ iv nr -I ¢ ¢ DOUBLE TRUSSES -NO-. WALLS FASTENED TO S4 I GIRTS WITH 1' LONG 10-0" io-0^ q ZW V ZR z -_- - 6.46 Jp �-J KJ �-I Q -W dy W ` G -W � a a oi0J I �( I xp r� xW 12-0' 12-0" 6x6' W/z' vi S W D -ND-- 0.41 - 0.41 -- DOUBLE TRUSSE BRACE NOT REQUIRED AT GABLE END TRUSS/POST -i2-0" 1a-0,° vU za Z -J A 3 za } J� 7) J� 1 w� �~ a- OL Sr S - - 0.47_ 12-0" I ZO U _28" �I `fl U C3 of U 1a -0"s X -26 xO cu (Uzr N (Ud CU N In t91 W N 0 mI Z) M mI SINGLE TRUSS E FOOT BUILDING SECTION A—AN.TIS SINGLE OVERHEAD D❑UF\ Ur I lulu FRONT ELEVATION N.T,S, NOTES FOR FRONT ELEVATION SS HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' OR 2' X 8' STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.C1, 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' O1C1, 12' BAYS, DF -L #2 0 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 NOTES FOR CONNECTION DETAIL S1 31 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '4' X FULL PURL DEPTH OF TOP CHORD PLUS PURLIN, ME MoD NAe�i70N NAIL PURLINS W/(3) 16d NAILS S3 NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE. S4 MANUFACTURED TRUSS, NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. 10 SS WOOD POST, SEE POST/FOOTING SCHEDULE. S6 4 - 40d GALV1 NAILS IN PRE -DRILLED HOLES P MET CUMMf OR 3/4'0 MACHINE BOLT HOD CTIOM S7 SOLID BLOCKING AT CONNECTION POINTS. Se TYP1 PURLIN, SEE FLOOR PLAN FOR SIZE 2' X 6' OR 2' X 8' TOP GIRT Y CnAm,_ J Sl 4 - 16d NAILS OR 3/4'0 M. BOLT DETAIL 1 — TRUSS COLUMN CONNECTION PURLIN SUPPOR N.T.S. � III � III I� III III 1" 2 - 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 S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3 UNDISTURBED SOIL �1 FOOTING DETAIL N.T.S. GABLE END TRUSS 8 - 16d NAILS—� DOUBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATIO N,T,S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. OPTIONAL FRONT ELEVATION N.T.S. NG 8 - 16d NAILS BOLTING BLOCK CORNER POST 8 - 16d NAILS 2' X 6' X 18' BOLTING BLOCK DETAIL 3 TYP— GABLE TRUSS CONNECTION USE BOLTINGB LO CKMKS BELOW SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION 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' KINGPOST NOTES FOR DETAIL 2- KNEEBRACE PLAN VIEW COLUMNN D N.T.S. KNEr REQUIRED SEE 0.70 - DETAIL SPACING 10-0•- 1 � X s"xs" 12 SEE 41 )EiAIL --- TRUSS BOTTOM CHORD, DESIGN BY OTHERS 10'-0'_ 16-01 S2 Z _ g-0„ 3-0„ JNOTES FOR SECTION A -A S2 SI TYPICAL PURLIN, SEE FLOOR p PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS J S3 2' X 6' @ 24' O.C1, 10' BAYS LD q 2' X 6' @ 24' O.C1, 12' BAYS FLAT @ 24' 0. C- I- W = p U DF -L #2 GIRTS S4 CONCRETE FOOTING, SEE SCHEDULE N SS EXTEND POST TO TOP OF PURLIN UJ ROOF FASTENED TO PURLINS WITH 20 -20— LONG WOODFAST TEKS1 -NO-. WALLS FASTENED TO S4 I GIRTS WITH 1' LONG 10-0" io-0^ WOODFAST TEKS1 G" Xio' 21 E FOOT BUILDING SECTION A—AN.TIS SINGLE OVERHEAD D❑UF\ Ur I lulu FRONT ELEVATION N.T,S, NOTES FOR FRONT ELEVATION SS HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' OR 2' X 8' STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.C1, 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' O1C1, 12' BAYS, DF -L #2 0 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 NOTES FOR CONNECTION DETAIL S1 31 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '4' X FULL PURL DEPTH OF TOP CHORD PLUS PURLIN, ME MoD NAe�i70N NAIL PURLINS W/(3) 16d NAILS S3 NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE. S4 MANUFACTURED TRUSS, NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. 10 SS WOOD POST, SEE POST/FOOTING SCHEDULE. S6 4 - 40d GALV1 NAILS IN PRE -DRILLED HOLES P MET CUMMf OR 3/4'0 MACHINE BOLT HOD CTIOM S7 SOLID BLOCKING AT CONNECTION POINTS. Se TYP1 PURLIN, SEE FLOOR PLAN FOR SIZE 2' X 6' OR 2' X 8' TOP GIRT Y CnAm,_ J Sl 4 - 16d NAILS OR 3/4'0 M. BOLT DETAIL 1 — TRUSS COLUMN CONNECTION PURLIN SUPPOR N.T.S. � III � III I� III III 1" 2 - 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 S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3 UNDISTURBED SOIL �1 FOOTING DETAIL N.T.S. GABLE END TRUSS 8 - 16d NAILS—� DOUBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATIO N,T,S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. OPTIONAL FRONT ELEVATION N.T.S. NG 8 - 16d NAILS BOLTING BLOCK CORNER POST 8 - 16d NAILS 2' X 6' X 18' BOLTING BLOCK DETAIL 3 TYP— GABLE TRUSS CONNECTION USE BOLTINGB LO CKMKS BELOW SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION 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' KINGPOST NOTES FOR DETAIL 2- KNEEBRACE - -- - COLUMNN D FOOTING "B" DIA 'T KNEr REQUIRED VOLUME, 0.70 - TRUSS TOP CHORD, DESIGN BY OTHERS SPACING 10-0•- r,H,l a-0^_ X s"xs" 18" - ._ T -O NO- NO _0.20_ 0.20 Sl TRUSS BOTTOM CHORD, DESIGN BY OTHERS 10'-0'_ 16-01 6 x6' 6x6 18' -I6' _ g-0„ 3-0„ _ - - 0z0- S2 2' X 6' DF -L #2 EACH SIDE 10-0" 10-0" is -0^. 6 xs Wn"x6'_—i6 -- 16,,U„- 3-0^ —NO -N0- 0.20 6.za S3 WOOD POST, SEE POST/FOOTING SCHEDULE io'-0'- Is -0^ 6 xa 6 X10' 20 -20— 3 0 3-0„ -NO-. —6.24 S4 4 - 166 GALV, NAILS, EACH SIDE 10-0" io-0^ 18-01 2010 G" Xio' 21 -_- - 6.46 — NO_ 0.27 0.41 SS ll1 KNEE BRACE REQUIRED WHERE 12-0" 12-0" 8-0 10-0' 6X6 6 X6 _26 2s 3-0' 3-0' No _ — 0.41_ V.0" - -31-0. SHOWN ON POST/FOOTING SCHEDULE, TRUSSES, 12-0' 12-0" 6x6' W/z' vi - 26 3'-0" -ND-- 0.41 - 0.41 -- -3 - BRACE NOT REQUIRED AT GABLE END TRUSS/POST -i2-0" 1a-0,° s x6 w/2' xa_ _2s 26 3-0' -0 3^ _NO - ---- 0.41 2), ALTERNATE KNEE BRACE/POST AND — is -0"s xa w/z'x6 - - 0.47_ 12-0" —NO --o.41 _ 1 _28" CONNECTION = USE 3/4'0 THRU BOLTS, -i2-0' 1a -0"s XV'VVI'X6 -26 34 —No --0.4 ND -3,,��, '- _ _ 12-0" EACH LOCATION, 12'-0^ z0w^ s"xi6^w6" n"x26 a -z^ churn 11 c an• SPANS. 30 & 40 PSF LIVE LOAD n U I AIL L IVL_L- ✓1"'" N.T.S. BUILDING SPECIFICATIONS: 2003), AND ALL STATEN LOCALRBUILD NG COL ES.OTHESE SPECIFICATIONS G CODE (IBC EAND PLANS ARE NNTENDEDNFOR USE AL IIIN 30 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEACEILING DD LOAD 5 PSF* CEILING LL = 0 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 MAXIMUM OILESSER BEARING SOIL CONDITIONS PRESSURE ONS WILL REQUIRE ON SAND, REVIEWTMAND NFOOT NGESIZE ADDU STGRAVEL ABYE GRAVEL SOILS THE ENGINEER. OR CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Flo = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. CONTENT SHALLTBEA19% BYWEIGHT.WEIGHT• NAILING S ALL CONFTO DF -L ORM TOT OR BETTER By WWPA BLE 2304 9.1 FAS EIN NG MAXIMUM & OTHER MOISTU RE APPROPRIATE SECTIONS OF CHALTSRLICONEFTHE B ONZECCOPP RA OR S AIINLESSILS INTO ESTEEL. ECCA LY TTREATEDEATED WWOOD OOD SSHALL CONFORM IPTOD NOTED ZINC COATED GALVANIZED STEEL, THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BNDGi 3S SHALL BE AS RA ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL H LGALVANIZEDBESIMP SR PAINTED, APPROVED 29EQUAL. ALLUGE THICKNEBOLSS, AST A653 STRUCTURALLL CONFORM TO SQUAL QUTM ALITY (sa)T Fy PANELS MAY BE ksl. ROOF PANELS SHALL FASTENED IN PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL GIRTS WITH NG TOPLATED. THE MANUFACTURER'S ORECONGENDATIONSETAL TO WOOD FASTENERS. PANELS SHALL INSTALLED AND FASTENED SOIL COMM PACTION -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 ESIGNSDBY TRUCTEDD BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH T TRUSS LOADING: TOP P CHORD .IVE DEAD LOAD LOAD = 40 PSF 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TRUSS Wtti bNALIINI INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING, DRAWINGS MS THECH RUSS DIAGRAM OF TRUSS WEBWILL NBRACINGESH B MEMBER BRACINGABOVE REPLACES 1HI X 4 S OR 02' X 04' WEBS MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO NAILS PLAC@ 6 E D.C. AT -RUN' WEB loci NAILS @ 6' D.C. ' X 4' X 6' OR 2' X 8' BRACE L- L -BRACE THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS DTH OF EARE NEEDED' I ROOF ■ FIELD SSCREWS J#GO Ux 1 1/2'GE J AT I9' IOIC'3 NE%I TO HI H RIH)ALENT ■ EAVE AND RIDGE PURLIN SCREWS' #14 x1 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, III ENDWALL STEELI 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT FI FIELD SCREWS, #10 x 1 1/2' @ 9' O.C. (NEXT TO HIGH RIB) USS WEB MEMBER ■ BASE GIRT, ENI, TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2' TR TRUSS WEB MEMBER @ BOTH SIDES OF EACH MAJOR RIB , DIAPHRAGM SCREWS SECTION B -B - SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS —ISI DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS SS DOOR HEADERS & GABLE END TRUSS TOP CHORD, I TYPICAL TRUSS cBOTRD BR OM CHORD BRACING N.T.S. NOTES FOR TRUSS BOTTOM CING SI GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 2' X 4' X -BRACING @ 10' 0' 01C1 S4 oR X ' ASSPECIFIEDED BOYRDTRUSS BRACING C MANUFACTURER SS TOENAIL BRACES TO TRUSSES WITH ,, _I UATI Q NOTES FOR SIDE ELEVATION S1 2' X 8' HEADER S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS EAVE & RIDGE PURLINS ON ROOF NO�IOVEREWSI TYPICAL SCREW PATTERN, EXCEPT AS 7u+r- -- -- 10'-0" - -- - 28" 3'-0" NO- NO - 0.70 - 12'-0" G" X Err V112"X 6" 10'-0" 17-0" 6" X 6" 6" X 6" WI2" X 6" - .- 3'-0'_ - - -NO- -0.41 -0.41 10'-0" _ 14'-0" _26" 6" X s" W/2" X 6'_ -26' 10'-0" -�- _ --0.41 -IO,-0,. i61-0,.- 6aX 8" ---- _26'- -3 - -NO NO- - - 0.4 -_IO' -0"-_ 16,,U„- 6" X B" Wl2" X G" 26" -26" 3,,0'I 3'-0" -0.41_ 10'-0" _ 26'-0r' 6'. X ell W 2" X S,- 28" 3.00 _NC)- 0.44 - - 10'-0" 22'-0" 6" X 10" W/2" X 6" 26" - 3'-2" - -- NO — -- -_- - 6.46 - - 12-V' - � - - 241-0" ------------ 6" X 26„ 3,-31' NO NO 0.47 12-0„ s1-0„ Gr, X all D 28„ -28;, V.0" - -31-0. 6'' X 6” WI2" X 6'_ --- _ -0.47_ 12- 1V -O" G" X G" - -- 28-. _ - - -3 - 12.0" IT -V 6"X G" WI2" X 6" - --- - _3 -� No _0.47_ 0.47 --12-0„- 14,,011 6" X 8„ _z - -3',011 -- -. �---0 - - 0.47_ 12-0" 20'-0" 6'� X 101' WI2" X 6" 6" X 8" W/2" X 6" ---- _28" _3'-0" NO- -0. - 12-0„- _-IW-O' 18�;a,-r- 61, X 10" _28'- -3,,��, '- _ _ 12-0" - -0-.47- 12-0' - 26-4-- 20'-0" 6" X 12'• 28" 3 -NO- NO - 4 12-0'_ 22'-0" 611 X 12'1 WI2" X 6" --- 28" -2a 3'-2'_ 'TP' W X D 0.66 nor^ -- 24'-0" ;-- - - VX12" 1- 3'-0rl No 7u+r- -- -- 10'-0" - -- - 28" 3'-0" NO- NO - 0.70 - 12'-0" G" X Err V112"X 6" - ---- 12'-0,1 - - 6" X 6" W/2" X 6" �- -6.47 .47 -0.47_ No - _28" 6" X 6" WI2" X G" -28' - 10'11" -31,0,1 -ND- -0.47 10'-0" 16'-0" 6" X Err. -- 28_ - -3 '_ - - -NO_ - - - 0.47_ -- ; 10 -0' ---- --.-. 18'-0 6 X 8'Wl2" X 6" 28 3'-0- --1` 0.47 10-0" 20` -Tl 6 X 10' 28 3'-0" -NO.- NO - _ - 0.47 10'-0" 22'-0" G" X 10" W@" X G" 28" 3'-0" - YES - -0.70 -10'-0" 241-0" 6,' X 10" WI2" X 6" 28'- 3'-2" _ 3'-0" 0.62 12.0" E'.0" G„ x a" --32 --- 3r -0,I -_NO-- 1-0.62 1,10 0.62- 12-0•,- 1W.O.,- 6„-X ar; 32" - - 31,Q,r - 6" X 12" W/211 X 611 -0.62_ 12 -T' -12'-O 6'' X 6” WI2" X 6'_ --- 3211 3'-0^ -NO 0.62 12-0,- -141-0.. 6�� X-8r� _321- -3 - -NO- _.- - - 6.62_ _ 12-0" _ 16'-0" 6" X 8' WI2" X 6" 3211 3''O" -�- -0.62 -I2-0,. 1E,-011 sl1 X 10 32- 3'-0'- -�- -10:42- _ 12-0' 20'-0" 6'� X 101' WI2" X 6" 32" 3:-T -3'-2” -�•jp- ---_ OGG I 22,-0" 6„X 12"--- _32' 6',X8 W/2'X6 -NO_ NO - 0.66 _ _ 12-0" 24'-0" 6" X 12" WI2" X 6" 32" 3'a" 6"-X 10', -... - _36'-_ SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD YES_ POSTIFOOTING COLUMN FOOTING KNEE BRACE CONCRETE POST SPACING 'TP' W X D "B" DIA 'T" REQUIRED VOL 10'-0" 8'-01, 61, X G,1 30 _ -3'-011 NO 0 66 - - 0.66_ - 10'-0., 6,. X all 3011 - - 3101, - - P1O - 0.66 10'-0"_ 12'-0_" 6" X G--VV/2"X6" _30"_ _3'-0" - -0.66 101-0" _ 14'-0" 6" X 6" WI2" X 6' --- -- ---- 30" ----" 3'-0" NO - -- YESS- _ - - - --- 761-01, a1, X 811 a3,1 - - 3•-0•• - - - N0-0.66_ _0.66_ 0.66 611 X 611WI2"X6" _30'1 3'-0" - _ _161-0" 181-0" 611 x 8" W/21' X 6" 30" 6 0.66 1a- 20-0 6'X10 -- 30 - 3-0 - -NO 0.66_ - - 10 -0 -- 22 -0 61- X 10 WI2" X 61 30_ 3 -0-_ -NO - -0.68 - M.O 6" X 12 301, 3.211 „ YES 12-0,1 81-0,1 Glr X art 33„ - - -0.66 _0.66_ 6;; X 6., 'u --33" all X a" WI2" X 6'- 331_ 3'-0"_ND 31;-0 NO — 0.66 12-0,1 721-011 vX 8" ----- -33 NO- 0.66 - - - 12-0.. _0.66 i2-0" 14,,01. 16'-0" 6" X 8" W/2" X 6" _- _-33'- -33' _ -31-0;r 3'-0" -NO- -0.66 -i2-01, 18'.0,1 a1rX_10" - 33" W -O" -3'11,' NO - 121-0" _ _ 201-0"- 611 X 1011 W/2" X 611 33" - NO -0.70 -12-0"- 2T -O" Gtr X 121' - --- 331- -33" -3 -2- - - -1 - - -a _.- -:.: -.w.- �d-v imr uno�� Y R11 3r-2" NO 7u+r- -- -- 10'-0" "., - -- 10'-0" ., .. .. -_ 6" X V. - 341, - - 3:7o _. --- NO - 0.70 - ---- IV' O - ---- 12'-0,1 - - 6" X 6" W/2" X 6" _ _ - 34_ — _3' _ No - 0,70_ -0.70 10'11" - - ---- 611 X 6" WI2" X_ 6" _34" 3'-0"_ -0.70 10'-0" _14'11" 16'-0" 6" X 8'• 34'_ _3'-0'" -_. YES -� - 0.70_ _ _ 16'-0" __. 6" X 8" WI2" X 6" - 34" -- - 3'-0'- -- --rNO -0.70 ,0'-0" - 18'-0" - V ---- X 8" WI2" X 6" 34'_ 3'-0" -- _ - -0.70 --- -_ 10'-0" 20 -0 G" -.---.-- 6" X 10 34" _ 3'-0" YES- No __ - 0.70 _ 10'-0" 22-0' s" x-10 W/2" X 6" 34"_ 3'-0" 0.70 iO'-0" 24'-0" 6" X 12" W/211 X 611 34" 3 U1 YES 0.79 12-01, G,-01, all X 611 _36"- 3'-0"_ -�- - - - 079_ _ 12-0' 10-0 6'X6 W12"X6 36 3 -0 --NO 079 72-0" 12-0 6' X 6 WI2" X 6 36 3. -�- 0.79 12-0" 14-0 6"X8 -.. 36 3-0' _NO- - 0.78_ _ 12-0"- i6-0 6',X8 W/2'X6 36' 3-0_ -0.79 i2-0''- ia'-0" 6"-X 10', -... - _36'-_ 3,-0•' -3'-0" YES_ -.- -- 12-0"- _ 20'4" 6" X 10" WI2" X 6" - _36'_ NO _0.79_ 12-0,1 �1-0„- a1,X 12" W12" X 6" -36'- -3 -2- �- -0.83 0.83 -412.W, 12-0" 1 241,01, - 6" X 12" Wl2" X 6" 36" 3 -2" NO SPACING „H" W X D ..Ey.. uln. I -_ - -- - 3611 3,-0,_ -NO 0.79 STEEL SHEETING SCREW PATTERNS 10'-0'- s'-0" s' xs" - _ oi6- 10'-0" 10-0 6"X6' 36'_ 3-0' NO- N,T1S - 0.79- 10'-0 12-0 6"X 6'W/2"X6 1'10- -0.79 _101-01r- 141-0,. G1, X 81, -- 36,- 3.0 - NO --0-7- 0.79 - - _ _ --- 0.79_ 10'-0" 16'-0" 6.1 8" WI2" X 611 36" T -O" _ - NO-- - 0.79 10'-0" 18 -0 6" X 10 36' -O _No- - 079_ 801LO11 G 10'-0" 20 -0 6' X 10 W/211 X 6 36" 3 -0 _ � 0.79 N07 22 -O - s' X 10 Wl2" X 6 36'_ 3 _ 0.83 P4 FG COa 10 -0" 24-0 6' X iz 36' 3 2 YES F THIS REAL IS NOT 40' 31-011 NO 0.87 a 12-0' a-0 s' xs ,Z? PRINTED' IN neo i�O�9' _ - 31-0;1 p)p _0.97_ HES OR REPRODUCTION OF 12-0'- 1O -0' 6' x 6 W/2' X 6" -40' NO 0.97. TFMG PLAN OR ELUFlRINT MAY i2-0,' i2-0' 6' x8 40'1 31-011 __ (7 EE AN INFRINGEMENT OF THE 5��, - - 31.611 ND— 0.97_ FIRD, COPYRIGHT ACT I 12-0" _ 14-0" 6 X B Wl2" X 6'_ _40'_ _ -0.97 COPYRIGHT PROTECTION, _12-0" _ 16'-0 611 X 8" W/2' -'X 6"- _40'_ 3'-0" -YES_ _0.97 )f TO WORT COPYRIGHT VIOlA7iONE 12-0" 18'-0" 6"X10" 40--3•,DI, CALL - NO _ 0.97 I-¢oo;nfi-0I#E I2-0" 20-0" 6 X 10' WI2 X6 40 3-0" -- _0.97 O DFORREPORiIME , 12-0" 22-0„-6 X12"Wl2 X6 40 -3-0" --ND _ COPYRIGHT Q'(J - .- .- _ -. 3-2” -No 1.03 T,r,� 12-0 - 24 -0" 6 X 12" Wl2" X 6" 40 NO THE XT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2 X 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, �v ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR Y2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 2 "Id X 180 7 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, �IarBa� ti FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. ZONAL 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH NOT CCONCRETE FLOORS IFONCRETE FLOORS, INCREASEEFOOTIINGS)DIAMETERDINGS X 2" &I LL FOOTING AVI �- EXPIRES 127279:= WAIViBEKE ENGINEERING aQ1'� F F.1st Court ISOFAMEAG STRUCTURAL DETAILS AND SPECIFICATIONS IJUALII i JI LGL LJVI"' - 7810 NORTH MARKET SPOKANE WASHINGTON 99207 BY DATE WING N0.' DRAWN WAMBEKE 01-08-06 QUALITY.IBC2003-06 CHECKED SCALE, N.T.S. SHEET, 1 OF 1 BY DATE DESCRIPTI❑N ❑F CHANGE PROJECT N0. 2006