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2006, 11-02 Permit App: 06004345 Pole Bldg Project Number: 06004345 Inv: 1 Application Date: 11/2/2006 Page 1 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 18X36 POLE BUILDING Contact: EXCALIBUR STEEL STRUCTURES INC Address: PO BOX 14991 C-S-Z: SPOKANE,WA 99214-0991 Setbacks:Front Left: Right: Rear: Phone: (509)921-1300 Group Name: Site Information: Project Name: Plat Key: 004158 Name: MIDILOME 04TH ADD District: F Parcel Number: 45331.2814 Block: Lot: SiteAddress: 12121 E 34TH AVE Owner:Name: DOREL,ART Address: 12121 E 34TH AVE Location::CSV SPOKANE VALLEY,WA 99206 Zoning: UR3.5 Water District: Hold: ❑ Area: .00 Acres Width: 97 Depth: 160 Right Of Way(ft): 60 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: e . .._ Review Flood Plain Originally Released: 10/31/2006 By: amblake Building Plan Review Released By: Originally Released: 11/1/2006 By: TMELBOU Driveway/Approach Released By: Originally Released: 11/2/2006 By: amblake Landuse/Zoning/HE Conditions Released By: Originally Released: 10/31/2006 By: cjjanssen Operator: AMB Printed By: AMB Print Date: 11/2/2006 Project Number: 06004345 Inv: 1 Application Date: 10/31/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 18X36 POLE BUILDING Contact: EXCALIBUR STEEL STRUCTURES INC Address: PO BOX 14991 C-S-Z: SPOKANE,WA 99214-0991 Setbacks:Front Left: Right: Rear: Phone: (509)921-1300 Group Name: Site Information: Project Name: Plat Key: 004158 Name: MIDILOME 04TH ADD District: F Parcel Number: 45331.2814 Block: Lot: SiteAddress: 12121 E 34TH AVE Owner:Name: DOREL,ART Address: 12121 E 34TH AVE Location::CSV SPOKANE VALLEY,WA 99206 Zoning: UR3.5 Water District: Hold: ❑ Area: .00 Acres Width: 97 Depth: 160 Right Of Way(ft): 60 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: Review Flood Plain Released By: Originally Released: 10/31/2006 By: amblake Building Plan Review Released By: it( b Driveway/Approach Released By: Landuse/Zoning/HE Conditions Released By: 0 t ( C Operator: AMB Printed By: AMB Print Date: 10/31/2006 Project Number: 06004345 Inv: 1 Application Date: 11/2/2006 Page 2 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Sewer Review Released B Originally Released: 10/31/2006 By: amblake Building Permit Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE Address: PO BOX 14991 Phone: (509)921-1300 SPOKANE,WA 99214-0991 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation POLE BDLG U-1 VB 648 $12,312.00 648 $12,312.00 Totals: 648 $12,312.00 648 $12,312.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $223.25 ACCESSORY PLANS REVIEW 1 SELECT $55.81 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $283.56 Operator: AMB Printed By: AMB Print Date: 11/2/2006 Project Number: 06004345 Inv: 1 Application Date: 11/2/2006 Page 3 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit 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 (A)❑THE BULDING OFFICIAL IS AUTHORIZED TO REQUIRE THE PERMIT APPLICANT TO PROVIDE FEE REIMBURSEMENT TO THE CITY OF SPOKANE VALLEY FOR ANY PROFESSIONAL SERVICES REQUIRED OUTSIDE OF CITY STAFF REVIEW. (B)❑SOME EXAMPLES OF POTENTIAL OUTSIDE RESOURCES INCLUDE PLAN REVIEW, CONSTRUCTION INSPECTION AND SURVEYING. Payment Summary• Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $283.56 $283.56 $0.00 $283.56 $283.56 $283.56 $0.00 $283.56 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: 11/2/2006 Permit Center - Sfakane ETEI e � �- 11707 ESprague Ave, Suite 106 �010Valle Spokane Valley,WA 99206 E Ii FEE', (509)688-0036 FAX:(509)688-0037 Community Development www'.spokanevallev.ore.corn OCT 1 2003 0- , -,,G Residential Construction QNew Construction o Accessory Bldg Permit Application o Addition/Remodel o Deck o Other: 41- SITE ADDRESS 12 ( Z 1 E- • 3"'t ASSESSORS PARCEL NO: 45-531 .2$14 LEGAL DESCRIPTION:1-6+ 14 /A k(ow...0._ 44- s. gl k, I T r 5+�-rs.. , .:F. +...� : 1 -•xur --� S Buildin V +1 as.R•'t •'"_ eDntr'at'Ar-44 X' 4..F Vt Name: Ag-THIcIe-- .._:6oi(.tf,4L--- Name:rxe4.i.6c S ( S cert -. Address: raj Z( E , 34-� Address: f 0, PaoK_ il- I City:bk. e Idhi te Zip: Z O( City:s ok t (kI t e 1, Zip: 91/`Z/44 Phone: $c3-9/73 ax: Phone:rl9it--/700 Fax: l2Z/-`o-ii d _.: . ... �� ,. Lic No. L 78 Exp.Date: Z--Z.-V-07 _ ?tS . ___, ^ . x. -=, City Business Lic No: Name: Pim-.,I YauA-1 Phone: 1 Z.( - /360 Describe the scope of work in detail: Cost of Project: $ Pok RtA.SitSH E **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT JP,EAK: DIMENSIOfNS: #OF STORIE1: TOTAL H/AB AABA,SPACE: MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: FINISHED BASEMENT GARAGE,SQ.f DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: �u� `T PROPERTY: #OF BEDROOMS: CO,b1STRUCTION TYPE: HEAT SOURCE: SEWER OR SEP IC? 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 ore'I ances.6) Plans or additional information may be required to be submitted, and subsequently approved before this application - be pro.-ssed. Signature ,Of Date 10 - 3o-0 6. Method of Payment: (Faxed pe Xpplic ,ons II only be accepted with major bankcard) ❑ Cash 0 Check 0 Mastercard 0 VISA 0 Other Bankcard#: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 Permit Center S °` a 11707 E Sprague Ave, Suite 106 .000e Spokane Valley,WA 99206 (509)688-0036 FAX:(509)688-0037 • www.spolcanevallev.org.com Community Development • Residential Plan Submittal Minimums ❑ Completed Building, Plumbing & 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 .00•1FVal.ley FOR INSPECTIONS CALL 509-688-0054 YOUR BUILDING INSPECTOR IS: JAY PRESS 3 DOUG PRESS 2 N)C. BOB PRESS 1 THIS CARD MUST BE POSTED ON JOB SITE CIfY t3f }� pO� rie COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION . 00.0walley INSPECTION RECORD 11707 E.Srague Ave Job Address 1 1 31-Pk. Spokane Valley,WA 99216 Inspection request line(509)688-0054 PERMIT NO: CHIP bC> 4345� """""*"THIS CARD,PERMIT AND APPROVED PLANS SHALL BE ON JOB SITE AT ALL TIMES******* DATE INSPECTOR DATE INSPECTOR SETBACKS WATER PIPING FOOTINGS DRAIN/WASTE/VENT REINFORCEMENT INSULATION UNDERGROUND FIREWALL/GWB RADON FIRE PROTECTION SYSTEM FRAMING HVAC SYSTEM GAS PIPING FINAL BUILDING DUCT WORK FIRE LIT \%-k Pi 1% 1..0rA . 'TN %bbi iw.-' ' 1-z. VI.. \ e • 14- Rv E-* (0o • a .91 �.X��TE 4 4' I h Pt.' 4 4 . ' Viawe • sof 1--- 3 r 4- . 1 . . _i .rte 44 4:-4,04. .0. ii . is° -iv* je „„.,,,....m. mama: . -vi v-- ' . - A--\ PROTECTION AND OPEN'NGS BETWEEN DWELLING AND PRIVATE GARAGE SHALL HAVE: 1)MATERIALS APPROVED FOR ONE HOUR FIRE RESISTIVE CONSTRUCTION ON THE GARAGE SIDE: 0 5/8"TYPE"X"GYBOARD(HABITABE SPACE ABOVE) PLANNING DEPT. APPROVED 0 1/2"GYP BOARDRESIDEENCE/ATTIC,FLOOR/CEILING)OR 2)OPENINGS BETWEEN GARAGE AND RESIDENCE SHALL BE BYCEQUIPPED WITH SOLID WOOD DOOR,SOLID OR HONEYCOMB CORE i STEEL DOORS NOT LESS THAN 1 3/8",OR 20 MINUTE FIRE RATED lti�,( ,-A,ta - DOORS. - r DATE: 1O(7- 1 ( c toms pes,..4.4..k. 1A5341‘ .1.6\'-k. 22 \ e,.. ,, 3 - R\1e` \ I 1 (o 0 1 W I 44 1 .� 1 maw-1, Gativot. 3 r __I M i ,1 il 41. ...- . VI ibiz-e%%oN(vg- t'50 9466 4 v11‘..i4(1. EkagrA6 ....- le, PROTECTION AND OPENNGS BETWEEN DWELLING AND PRIVATE GARAGE SHALL HAVE: 1)MATERIALS APPROVED FOR ONE HOUR FIRE RESISTIVE CONSTRUCTION ON THE GARAGE SIDE: 0 5/8"TYPE"X"GYP BOARD(HABITABLE SPACE ABOVE)OR . 0 1/2"GYP BOARD(RESIDEDDCF/ATTIC,FLOOR/CEILING) " n -� I r r Ho ,!CD 2)OPENINGS BETWEEN GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOOR,SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8",OR 20 MINUTE FIRE RATED nnnRS. )01(-\4_..__C,„.______-----.,—""rL: O(31 ( OZ 7 �--- K--1 I i II PURLIN CONNECTI❑N METHODS, I A), PURLINS MAY BE HUNG NOTES FOR FLOOR PLAN OFF THE TRUSS TOP CHORD FACES W/ STD PLAN VIEW N.T.S. 12 41 Z 1 INTERIOR FRAME WOOD POSTS, SEE SIMPSON J❑IST HANGERS TRUSS DESIGN BY TRUSS MANUFACTURER J NOTES FOR SECTION A -A POST SCHEDULE THIS SHEET OR EQUAL, SI TYPICAL PURLIN, SEE FLOOR DEPTH OF TOP CHORD PLUS PURLIN, U 2 GABLE WALL POSTS - 6' X 6' TYPICAL B), PURLINS MAY BE TRUSS DESIGN BY OTHERS NAIL STRUT TO TOP CHORD W/(3) 16d Z� S3 2'X6'224'MC,,10'BAYS DOOR POSTS - 4' X 6' TYPICAL BUTTED AND NAILED 2' X 6' I? 24' D.C., 12' BAYS MANUFACTURED TRUSS - NAIL TO EACH _I0_•-0_'7 174„ DF -L #2 GIRTS FLAT 8 24' O,C, FO❑TING DIMENSIONS, B + 1' 8'1 D = 3' 0' W/(2) 16d NAILS ® CONCRETE FOOTING, SEE SCHEDULE ON TOP NAILING BLOCK oil, SS EXTEND POST TO TOP OF PURLIN MAXIMUM POST SPACING 12' 0' INT❑ EACH PURLIN, ROOF FASTENED TO PURLINS WITH I. I 3 PURLINS @ 24' O,C., BEARING OR C). PURLINS MAY BE $$ TYP. PURLIN, SEE FLOOR PLAN FOR SIZE SC14EDULE 30' SPANS, GIRTS WITH 1' LON5 J❑IST HANGERS (TYPICAL) LAPPED ANDNAILED WOODFAST TEKS, KNEE BRACE, IF REQ'D, SEE POST SCHEDULE - KNEE BRACE W/(3) 16dNAILS, (9D 2' "H' 44 1 - 3/4' 0 MACHINE BOLT THRU TRUSS T. A SPANS 12' TO 60' 1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE _IW4Y' i6`4Y '[W- _1a4Y 1a-0 17-0 17.0"- _17-0- 10'.0" NAIL jN6' BLOCK 26" 28 26 - 28 2W'--3-0" tib' 26'- -26'- 2a"- 3 - 3/4' 0 M, BOLT @ BOLTING BLOCK - x _0.41_ 0.41 - 0.41 - 0.41 ---0.41 -0.41_ - 0.41 - _1144 0.46 - 4 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 ON CONNECTION METHODS G 50' B•4Y' 16-4&' 4& 17' 14.4' 19.17' _18'4&' 2174&' 274&' 24'4&' 6 - 3/4' 0 M, BOLT @ BOLTING BLOCK - L9 3'-0" 3 -W 3'-0" T -O" 3'4Y' 3'-0"- 3' b' 3'2-' 3'$" A 0.47 0.47- -0.47- .4712- - 0.47 0.47 -0.47_ -0.47_ _ - 0.6 'B' AND 'C', TOENAIL NO w NO w " POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF UVE LOAD BACK SIDE OF PURLIN S8 POST COLUMN r KNEE BRACE CONCRETE ¢ DOUBLE TRUSSES W X D •'B' DIA. "T• REQUIRED W/(I) 16d NAIL INTO 16--0" W -O" 16-- -iW-W' _*4' -- 10'-0•' 7a4Y' 10`4" 6'4Y' 174 _77-0" 18.4&' --- IWO 26-4r" 27.17' 1 29-9' 8" X 6" 6" X 6" 6" X 6" W/Z' X S•' W/7' X 6P 8" X B" -- - 8 X 8"WIZ' X 6" 6" x boa ----- 6" X 10" WIZ' X 6" 8" X 1O" W/Z' X V M' - 28"- 28 --26';- Y6 -26"- 26" 2B"- -26" T -O" T -O" 3'4r 3'-0" 3'4' 3'4' 3'4Y' 3.4Y• 1- 3'-Y" NO NO -- -®- -NO- - NO -- NO NO -NO- --- NO -- YES- -YES-1-0.6C- 12-0" 724Y' 124Y -12-0- EACH TOP CHORD MEMBER 8" X 8" V"X6„ B" B" X 6" W/T X 6•' 8X8'' ---- r x �7 ---- s'- xx i0" wir' x B" 8" X i7;-------- 3Z' -32^ -3T- 3F" ST 3r- 3r- 37- 31-0" T -O" T -O"- 3'-0" 9'4Y' -5O 3'-0" _3'•Z' 3'-3" NO 0.62 0.82 -0.62_ -0.62_ - 0.82 - 0.62- -0.62- _0.66_ 68 --No _-NO- NO w Z t2�- 124Y• 12-0" 274r' 27-0" NO 244&' 8" X 1Z' W/Z' X 6" 37 _No NO 1 POST/FOOTING SCHEDULE 40' SPARS, 30 & 40 PSF UVE LOAD J Q :3 _J iY ¢ I COLUMN FOOTING KNEE BRACE CONCRETE S9 "If 1 W X D "6' DIA. w REQUIRED w aa.. -J 8'4Y' 10`47' 12-0 -_1d'�a• 18'47' 0'-0" 1 27b" 27-0" 8•' X 6" 8" X 6' 8 X 8" W/T X B a� X 6"w�r� X a•� 8"X6"------30" - r' x a" wiz• X s' 6"X 17,----- 8•' X 10" WI7' X a" 17' 30" 37- 3( a7.- _30"_ T -O" - T -O"- 3.4Y' -3.a� XZ 3.4r, X -O" -T-O" 3'•Z' NO - NO NO--- -No T oJ {> -30,- 3a' 3a' NO -NO -- - YES > J o w zo> w G 33" _331.3'4• 33•' 33• 3'4Y' T -O" 3.4Y' -3'4Y' 3.4Y' _3'4Y' T -Z' T-rrI NO -NO - NO - -0.66- 0.66 - -- 0.66- - 0.88 _ _0.88 0_Fl�._ - _0.68_ 0.70 -0.72 -12-0• _12_-V 124Y' -12_ 124Y4_Y' _17-0' -1 - 12-0" 16--0" 174&' 14'4Y' 18'4&• 20`" 274&' 1 24'4' 8"X8" 6" X 6•• W17,) V V' X a" -- -- -- No TTX t0,' --- -- 8'• X_10" WI2" X 6" 8"X1T_--_-- - 6" X 1Z' W/T % 8;, - 33" 3 3' 33'- -33" - 33'• -NO L. ox x I N J K LOAD POST COLUMN FOOTING IKNEEBRACE CONCRETE SPACING "H' I W X D "B' DIA. "r' dN-, Ld N to 10'-0" -17-0^ _17-0 _17-0" 17x"- 1a-0" 10'4Y' 1a-0"- 1W -V' V4Y' -494Y' 124&' _14'4&' -194-0 16'-0" 16'4' -20P-W'- 26-4&' _ 224&' 24'4&' 8"X6" 6;X 6" 8" X 6" WI7• x S- 6"X 6•' WIZ' X 6" B^ X 6 -- - W X 6" W%r, X 8" - 8''X W W/2" X -O" 8" % 10"--- - - 8" X 10" WIT X 6" 6" X 12" WIZ" X 6" 34"3'4Y• -U- T -O" 8'4" 3'-0"- 3'47- T -O" 3'4Y' X.0" T -O" T -O" NO - NO 0.70 -- 0.70- - 0.70- - 0.70 -- -0.70- -- 0.70 -0.70-- _ 0.70- 0.70 0.70 -34^ 3,V'-- -3y"-- - 34"- - _W 34' -34"- -34'-I NO- -_ - NO -Yes- - NO - I� _ NO -YES �7 DOUBLE TRUSSES 6•' X all 6"X 6" WIZ' X 6" 8"X8"W/7rX6''--36'x- 8" X 8" 8" X 8" WI7' X 6" a" X 10" B•• X 10" w/r' x e" 8" X 12" w/7' X 8" 6" X 1Z' W/Z' X 6" 36" -W 36_ " 38" 36" 38" 36" 36" X -O" -OY 3'-&' 3'4Y' 3'4Y' T -V' 3.4r• 3'-7' 3'-Z' NO $ 4 NO- NO --- -- NO NO _ - YES NO NO NO POST/FOOTING SCHEDULE 64' TO 66- SPANS, 30 & 40 PSF LIVE LOAD }oI N V, U FOOTING KNEE BRACE CONCRETE SPACING "H' I W X D ',w DIA. I "r' REQUIRED VOLUME, 117-0" -10`-0" -174i - -117-0- -174P' 17-0" -iW4' EL 8" X B" F' X W'-- s" X 8-W2' x s' 7•X8"36" 6" X I WIT X 6" 8" X 10" - VX 10"W12- x s" 6" X 10" W/7' X G" 7' X IT' --- - a_ z(L A NO0.79 - ISO-- -- NO -NO -NO-- - NO --- 0.79 - 0.76 - 0.78 -- -0.78 0.79 -- osis - 0.76- 36'- - 36" - 36 W -W. YES -- NO - -Yes--0.63- _12-0"_ 12-0 -124Y ------ 12-0" -124Y- 12-0' =12b'- 124'- 124Y' 8'4Y' 14& 17' 1Z4&' 14'4&' _10:&'6" 18'4Y' s74' -22'-0'' 24'4&' G' x W' 8" X 8•' WIZ' X 6" 6"X8"------ 8" X 8" W/T X 5' X a" WIT X 6" 8" X 10"--- - - e� X 17' wiT x 6" 6" X IV INIV X 6'• B" X 12"WIZ' X 6" 4a' 40" 40" - 40'• -46-' -47- WF_ - 40" -40" T -O" T -O" T -T 3•-0'• 3'4Y' - 3'4Y' 3'-0' X -O"- -T-S'- } 0.87 0.87 -0.87_ -_ 0.87. _ _ 0.87 - oar -- 0.97 1.03 _J } _J 1 -NO ' a- S 5 o h0 U C3 Ei 0 i V) C.1 d 0 d U I . m fU' � N V' .a1. `� 7 NN N �� w N tea' wO1 SINGLE TRUSS sA PLAN VIEW N.T.S. 12 41 I B0 BUILDING SECTION A -A I' S1 12 4� II I I I SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. 2HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' 9TREATED 2' X 6' BOTTOM GIRT 0 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 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 31 S2 � S3 DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR FOOTING -DETAIL - S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING n33 UNDISTURBED SOIL FOOTING DETAIL N.T.S. TREATED POST 4 - 16d GALV. NAILS EACH GIRT GIRT (FLAT) 2' X 8' TYPICAL GIRT CONNECTION GABLE END TRUS 8 - 16d NAILS- // 1 N °° e e 2' X 6' X 18' ° BOLTING BL❑CK ° e e e ° e i JJ t),(PICAL TRUSS BOTTOM CHORD BRACING BOLTING BLOCK ° NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. DETAIL 3 S1 GABLE END TRUSS S� DOUBLE INTERIOR TRUSSES S3 GABLE END POST S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' D.C. SS 2' X 3' BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE 8 - 16d NAI CORNER POST NUTES FUR GUNNEL: I IUN UE I AIL Z Si MANUFACTURED TRUSS TOP CHORDS CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR TRUSS DESIGN BY TRUSS MANUFACTURER J NOTES FOR SECTION A -A PURLIN SUPPORT STRUT 2' X 6' X FULL BY WEIGHT, SI TYPICAL PURLIN, SEE FLOOR DEPTH OF TOP CHORD PLUS PURLIN, U PLAN FOR SIZE NAIL PURLINS W/(3) 16d NAILS � W TRUSS DESIGN BY OTHERS NAIL STRUT TO TOP CHORD W/(3) 16d Z� S3 2'X6'224'MC,,10'BAYS NAILS EACH SIDE, F+ Fr w 2' X 6' I? 24' D.C., 12' BAYS MANUFACTURED TRUSS - NAIL TO EACH _I0_•-0_'7 174„ DF -L #2 GIRTS FLAT 8 24' O,C, SIDE OF POST WITH 4 - 16d NAILS E3 ® CONCRETE FOOTING, SEE SCHEDULE ON TOP NAILING BLOCK oil, SS EXTEND POST TO TOP OF PURLIN WOOD POST, SEE POST/FOOTING SCHEDULE. jl ROOF FASTENED TO PURLINS WITH 4 - 10d NAILS I 1 1/2' LONG WOODFAST TEKS. SOLID BLOCKING AT CONNECTION POINTS. -NO-I WALLS FASTENED TO TYP. PURLIN, SEE FLOOR PLAN FOR SIZE SC14EDULE 30' SPANS, GIRTS WITH 1' LON5 2'X6'❑R 2' X 8' EAVE GIRT WOODFAST TEKS, KNEE BRACE, IF REQ'D, SEE POST SCHEDULE - I B0 BUILDING SECTION A -A I' S1 12 4� II I I I SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. 2HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' 9TREATED 2' X 6' BOTTOM GIRT 0 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 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 31 S2 � S3 DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR FOOTING -DETAIL - S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING n33 UNDISTURBED SOIL FOOTING DETAIL N.T.S. TREATED POST 4 - 16d GALV. NAILS EACH GIRT GIRT (FLAT) 2' X 8' TYPICAL GIRT CONNECTION GABLE END TRUS 8 - 16d NAILS- // 1 N °° e e 2' X 6' X 18' ° BOLTING BL❑CK ° e e e ° e i JJ t),(PICAL TRUSS BOTTOM CHORD BRACING BOLTING BLOCK ° NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. DETAIL 3 S1 GABLE END TRUSS S� DOUBLE INTERIOR TRUSSES S3 GABLE END POST S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' D.C. SS 2' X 3' BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE 8 - 16d NAI CORNER POST NUTES FUR GUNNEL: I IUN UE I AIL DIAPHRAGM SCREWS Si MANUFACTURED TRUSS TOP CHORDS CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR TRUSS DESIGN BY TRUSS MANUFACTURER KNEE BRACE (SD PURLIN SUPPORT STRUT 2' X 6' X FULL BY WEIGHT, EAVEA��FIDG DEPTH OF TOP CHORD PLUS PURLIN, "T' THE IBC, ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP NAIL PURLINS W/(3) 16d NAILS GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL, CCA TREATED WOOD SHALL S3 NAIL STRUT TO TOP CHORD W/(3) 16d 18" 16•- -18'- -18'- 21•' FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR NAILS EACH SIDE, #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, HARDWARE SHALL BE S4 MANUFACTURED TRUSS - NAIL TO EACH _I0_•-0_'7 174„ BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL SIDE OF POST WITH 4 - 16d NAILS QUALITY (SQ) F = 800 k I ROOF PANELS SHALL BE FASTENED TO PURLINS WI H PL T NO NO -- ON TOP NAILING BLOCK oil, ©5 WOOD POST, SEE POST/FOOTING SCHEDULE. T.0" T -O" - T -O" 8'4)" 3'4Y' -3'-T 0 4 - 10d NAILS NO_ _ NO NO NO - S7 SOLID BLOCKING AT CONNECTION POINTS. -NO-I 08 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE SC14EDULE 30' SPANS, 0 2'X6'❑R 2' X 8' EAVE GIRT 10 KNEE BRACE, IF REQ'D, SEE POST SCHEDULE AND DETAIL 2 KNEE BRACE 11 2' X 6' X 24' OR 2' X 8' X 24' BLOCK "H' 1® 1 - 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD REQUIRED 1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE _IW4Y' i6`4Y '[W- _1a4Y 1a-0 17-0 17.0"- _17-0- 10'.0" I - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK 26" 28 26 - 28 2W'--3-0" tib' 26'- -26'- 2a"- 3 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 24' & 3 _0.41_ 0.41 - 0.41 - 0.41 ---0.41 -0.41_ - 0.41 - _1144 0.46 - 4 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 _NO_ 5 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 50' B•4Y' 16-4&' 4& 17' 14.4' 19.17' _18'4&' 2174&' 274&' 24'4&' 6 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 60' (0 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. - 16d NAILS TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION NOTES FOR OPTIONAL FRONT ELEVATIONS N.r.s, SI HALF TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP T❑ 12'-0' DORS 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' KINGP❑ST DETAIL 2 - KNEE BRACE N.T.S. 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 0 WOOD POST, SEE POST/FOOTING SCHEDULE SS 3/4' DIA, BOLT 0 2' X 6' OR 2' X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION 0 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS SB NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS 0 4 - 10d NAILS NOTES, KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING 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 DOORS 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 WEBBRACINGSHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING. FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB 0L10d NAILS @ 6' O.C. Od NAILS @ 6' D.C. X 6' OR 2' X 8' X 4' -BRACE L -BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS BUILDING SPECIFICATIONS, GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE CIBC 2003) AND ALL STATE & LOCAL BUILDING CODES, THESE SPECIFICATIONS AND PLANS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSFw CEILING LL = 0 PSF CEILING DL = 1 PSF I0 ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. IK MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAY, CLAYEY SAND AND SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED ■ ROOF STEEL, 29 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, 010 x 1 1/2' AT 9' ILC. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE PURLIN SCREWS, 014 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, 010 x 1 1/2. 0 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, SANDY GRAVEL OR BETTER PER IBC TABLE 18042. LESSER SOIL CONDITIONS WILL REQUIRE A DIAPHRAGM SCREWS REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER, POST CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92. KNEE BRACE BETTER BY WWPA GRADINGOD - STRUCTURAL ER SHALL RULES, MAXIMUMRMOISODF-L #2 OR BETTER OR HEM -FIR #2 ORTURE CONTENT SHALL BE 9% EE 77 pp g EPURLnIN2 ON GALL AENDG7RUSSCCITDSS CHORD, BY WEIGHT, EAVEA��FIDG NAILING SHALL CONFORM TO TABLE 2304,91 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF "T' THE IBC, ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP r,l GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL, CCA TREATED WOOD SHALL I CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28, POSTS 18" 16•- -18'- -18'- 21•' FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR "I #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, HARDWARE SHALL BE I SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY _I0_•-0_'7 174„ BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL STEEL SHEETING SCREW PATTERNS QUALITY (SQ) F = 800 k I ROOF PANELS SHALL BE FASTENED TO PURLINS WI H PL T NO NO -- 124Y' 12.9 _ 12-0' 124 124Y' 12-0" 174Y' oil, 8" X 6" Ir X il 6• X 8 W/7' X 6" 6' X 8_W/7' X 8•' 8" X B" W/2" X B" 8" X B" WM' X B" SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. OPTIONAL FRONT ELEVATION N.T.S. - 16d NAILS TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION NOTES FOR OPTIONAL FRONT ELEVATIONS N.r.s, SI HALF TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP T❑ 12'-0' DORS 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' KINGP❑ST DETAIL 2 - KNEE BRACE N.T.S. 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 0 WOOD POST, SEE POST/FOOTING SCHEDULE SS 3/4' DIA, BOLT 0 2' X 6' OR 2' X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION 0 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS SB NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS 0 4 - 10d NAILS NOTES, KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING 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 DOORS 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 WEBBRACINGSHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING. FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB 0L10d NAILS @ 6' O.C. Od NAILS @ 6' D.C. X 6' OR 2' X 8' X 4' -BRACE L -BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS BUILDING SPECIFICATIONS, GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE CIBC 2003) AND ALL STATE & LOCAL BUILDING CODES, THESE SPECIFICATIONS AND PLANS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSFw CEILING LL = 0 PSF CEILING DL = 1 PSF I0 ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. IK MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAY, CLAYEY SAND AND SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED ■ ROOF STEEL, 29 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, 010 x 1 1/2' AT 9' ILC. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE PURLIN SCREWS, 014 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, 010 x 1 1/2. 0 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, SANDY GRAVEL OR BETTER PER IBC TABLE 18042. LESSER SOIL CONDITIONS WILL REQUIRE A DIAPHRAGM SCREWS REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER, POST CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92. KNEE BRACE BETTER BY WWPA GRADINGOD - STRUCTURAL ER SHALL RULES, MAXIMUMRMOISODF-L #2 OR BETTER OR HEM -FIR #2 ORTURE CONTENT SHALL BE 9% EE 77 pp g EPURLnIN2 ON GALL AENDG7RUSSCCITDSS CHORD, BY WEIGHT, EAVEA��FIDG NAILING SHALL CONFORM TO TABLE 2304,91 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF "T' THE IBC, ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP VOLUME, YM GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL, CCA TREATED WOOD SHALL 8'4Y' _*4r CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28, POSTS 18" 16•- -18'- -18'- 21•' FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR H� SCREWS, TYPICAL SCREW PATTERN, EXCEPT AS #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, HARDWARE SHALL BE A VE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY _I0_•-0_'7 174„ BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL STEEL SHEETING SCREW PATTERNS QUALITY (SQ) F = 800 k I ROOF PANELS SHALL BE FASTENED TO PURLINS WI H PL T NO NO -- ED , y- S. T , GASKETED 1 1/2' LONG METAL TO WOOD FASTENERS, WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS, PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS, SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF WASHINGTON. 1, TRUSS LOADING, TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF 1' - 2 - 16d NAILS BOTTOM CHORD DEAD LOAD = 1 PSF III ' III-6#, 8 OR III 10' POST N POSTIFOOTING SCHEDULE 1Z - 24' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H' W X D '•B' DIA. "T' REQUIRED VOLUME, YM _1 a4Y' w -w -iC.V--iT-0" 8'4Y' _*4r 6" X 6" 8"X8'• 18" 16•- -18'- -18'- 21•' 3'4" -3%a" T -al 3- X -O"_ x4Y, NO --ND- 0.20 -0.20 -0.20- -0.20- - 0.24 --- o.27 - 8"Xs" NO. _I0_•-0_'7 174„ 1S4&' V:W -274&' 6" X a" W/r' X V. 66"_X8"____6666-2_-3'-0" 7• X 10 -NO -NO- NO NO -- 124Y' 12.9 _ 12-0' 124 124Y' 12-0" 174Y' 6'4&' 174" 174&' 144&' 16.4&' 78'4&' 26--6' 8" X 6" Ir X il 6• X 8 W/7' X 6" 6' X 8_W/7' X 8•' 8" X B" W/2" X B" 8" X B" WM' X B" 26•' Zs W' -T- 28 26 26"- -26" T.0" T -O" - T -O" 8'4)" 3'4Y' -3'-T NO 0.41 -_ 0.41- _ _ 0.41 0.41 - -0.41 _ -0.41- 0.44 NO_ _ NO NO NO - NO- 6" X 10" WIZ' X 8" -NO-I POST/FOOTING SC14EDULE 30' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H' W X D "Er' DIA. I •'r' REQUIRED VOLUME, _IW4Y' i6`4Y '[W- _1a4Y 1a-0 17-0 17.0"- _17-0- 10'.0" W4Y' 16`4"_ 12'4&• -- 14'4&' 16'-W 40 -20`-0" 274' 24'-0" 8•'X6" 6' X B' 8 X B' W/T X 6" 8' X 8" W/7'X8" V'XB"- -- - 8•' X 8-TW/2- X 6 8" X B" WZ' X 6"- 6" X 10" W/7; X 8" 6" X 12" 26" 28 26 - 28 2W'--3-0" tib' 26'- -26'- 2a"- X -O" 3'4V T -O" 3'-&'- -3'0 -3'-0" -3,-T 3'•3" NO _0.41_ 0.41 - 0.41 - 0.41 ---0.41 -0.41_ - 0.41 - _1144 0.46 - NO - NO - NO -NO _NO_ NO NO NO -- 12-0" 124Y' 12-0 " - 12-W 124Y _12-0"_ 12-0 124Y' B•4Y' 16-4&' 4& 17' 14.4' 19.17' _18'4&' 2174&' 274&' 24'4&' 8•' X 6" 6" X 8" 8'• X 6" W/7• X 8" g' X 6" _ 8" X B" WIZ' X B" 8 X_10" ' --- 8" X 12' 8" X 1Z' WIT X 8" 6" X 12- -- -- _28" 28_ 29 2E" 28 26'• -26 - 21r 28'- 3'-0" 3 -W 3'-0" T -O" 3'4Y' 3'-0"- 3' b' 3'2-' 3'$" NO 0.47 0.47- -0.47- .4712- - 0.47 0.47 -0.47_ -0.47_ _ - 0.6 _ NO NO NO _- NO NO -NO- -NO-- - NO 1-0.66 POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF UVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H' I W X D •'B' DIA. "T• REQUIRED VOLUME, 16--0" W -O" 16-- -iW-W' _*4' -- 10'-0•' 7a4Y' 10`4" 6'4Y' 174 _77-0" 18.4&' --- IWO 26-4r" 27.17' 1 29-9' 8" X 6" 6" X 6" 6" X 6" W/Z' X S•' W/7' X 6P 8" X B" -- - 8 X 8"WIZ' X 6" 6" x boa ----- 6" X 10" WIZ' X 6" 8" X 1O" W/Z' X V M' - 28"- 28 --26';- Y6 -26"- 26" 2B"- -26" T -O" T -O" 3'4r 3'-0" 3'4' 3'4' 3'4Y' 3.4Y• 1- 3'-Y" NO NO -- 0.47 0.47 - 0.47 - - 0.47 -- - 0.47 0.47 --o:4j­ __ - 0.47 -0.60_12-0" -NO- - NO -- NO NO -NO- --- NO -- YES- -YES-1-0.6C- 12-0" 724Y' 124Y -12-0- V4Y' 174&' 144&' tr a 8" X 8" V"X6„ B" B" X 6" W/T X 6•' 8X8'' ---- r x �7 ---- s'- xx i0" wir' x B" 8" X i7;-------- 3Z' -32^ -3T- 3F" ST 3r- 3r- 37- 31-0" T -O" T -O"- 3'-0" 9'4Y' -5O 3'-0" _3'•Z' 3'-3" NO 0.62 0.82 -0.62_ -0.62_ - 0.82 - 0.62- -0.62- _0.66_ 68 --No _-NO- NO -NO -NO t2�- 124Y• 12-0" 274r' 27-0" NO 244&' 8" X 1Z' W/Z' X 6" 37 _No NO 1 POST/FOOTING SCHEDULE 40' SPARS, 30 & 40 PSF UVE LOAD POST I COLUMN FOOTING KNEE BRACE CONCRETE SPACING "If 1 W X D "6' DIA. "T' REQUIRED VOLUME, _10`-0" 1a-0" 174Y' =ia-0" 1a4Y' 174r' 10'4Y- 10`4r' ia4Y' 8'4Y' 10`47' 12-0 -_1d'�a• 18'47' 0'-0" 1 27b" 27-0" 8•' X 6" 8" X 6' 8 X 8" W/T X B a� X 6"w�r� X a•� 8"X6"------30" - r' x a" wiz• X s' 6"X 17,----- 8•' X 10" WI7' X a" 17' 30" 37- 3( a7.- _30"_ T -O" - T -O"- 3.4Y' -3.a� XZ 3.4r, X -O" -T-O" 3'•Z' NO - NO NO--- -No _ 0.66 0.66 _o.6-- 0.66- s 0.66_ _ -0.66- -.0.66 - 0.66 _ 0.68 -YES_ ---NO- -30,- 3a' 3a' NO -NO -- - YES 124Y' W4Y' 8" X 6" 33" _331.3'4• 33•' 33• 3'4Y' T -O" 3.4Y' -3'4Y' 3.4Y' _3'4Y' T -Z' T-rrI NO -NO - NO - -0.66- 0.66 - -- 0.66- - 0.88 _ _0.88 0_Fl�._ - _0.68_ 0.70 -0.72 -12-0• _12_-V 124Y' -12_ 124Y4_Y' _17-0' -1 - 12-0" 16--0" 174&' 14'4Y' 18'4&• 20`" 274&' 1 24'4' 8"X8" 6" X 6•• W17,) V V' X a" -- -- -- No TTX t0,' --- -- 8'• X_10" WI2" X 6" 8"X1T_--_-- - 6" X 1Z' W/T % 8;, - 33" 3 3' 33'- -33" - 33'• -NO -NO NO NO - NO - SQiEDULE 48' TO 67 SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING IKNEEBRACE CONCRETE SPACING "H' I W X D "B' DIA. "r' REQUIRED VOLUME, 10'-0" -17-0^ _17-0 _17-0" 17x"- 1a-0" 10'4Y' 1a-0"- 1W -V' V4Y' -494Y' 124&' _14'4&' -194-0 16'-0" 16'4' -20P-W'- 26-4&' _ 224&' 24'4&' 8"X6" 6;X 6" 8" X 6" WI7• x S- 6"X 6•' WIZ' X 6" B^ X 6 -- - W X 6" W%r, X 8" - 8''X W W/2" X -O" 8" % 10"--- - - 8" X 10" WIT X 6" 6" X 12" WIZ" X 6" 34"3'4Y• -U- T -O" 8'4" 3'-0"- 3'47- T -O" 3'4Y' X.0" T -O" T -O" NO - NO 0.70 -- 0.70- - 0.70- - 0.70 -- -0.70- -- 0.70 -0.70-- _ 0.70- 0.70 0.70 -34^ 3,V'-- -3y"-- - 34"- - _W 34' -34"- -34'-I NO- -_ - NO -Yes- - NO - NO- -_-YES _ NO -YES 124Y' 124P' 12-0" -------------------------- 124Y' 124Y' 12-0 124r' 124Y' 124Y' 8.4Y' _494 1Z-0" 14'47' 18'4&' 194' 2o'a'' 274&' 24'4&' 6•' X all 6"X 6" WIZ' X 6" 8"X8"W/7rX6''--36'x- 8" X 8" 8" X 8" WI7' X 6" a" X 10" B•• X 10" w/r' x e" 8" X 12" w/7' X 8" 6" X 1Z' W/Z' X 6" 36" -W 36_ " 38" 36" 38" 36" 36" X -O" -OY 3'-&' 3'4Y' 3'4Y' T -V' 3.4r• 3'-7' 3'-Z' NO R 79 -0.79- 0.79 - 0.79 0.78 0.78 o.7s _ 0.83 0.93 NO- NO --- -- NO NO _ - YES NO NO NO POST/FOOTING SCHEDULE 64' TO 66- SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H' I W X D ',w DIA. I "r' REQUIRED VOLUME, 117-0" -10`-0" -174i - -117-0- -174P' 17-0" -iW4' 8'4Y' -10'-0" -1za" 144&' 16 -0 66-.0" 22'-0" I 24'-0^ 8" X B" F' X W'-- s" X 8-W2' x s' 7•X8"36" 6" X I WIT X 6" 8" X 10" - VX 10"W12- x s" 6" X 10" W/7' X G" 7' X IT' --- - 36" 36" -36- -36"- T -O" 3'4Y' 3'4r' 31-0" -T-W 3'4Y' T -O" T -O" T -r' NO0.79 - ISO-- -- NO -NO -NO-- - NO --- 0.79 - 0.76 - 0.78 -- -0.78 0.79 -- osis - 0.76- 36'- - 36" - 36 W -W. YES -- NO - -Yes--0.63- _12-0"_ 12-0 -124Y ------ 12-0" -124Y- 12-0' =12b'- 124'- 124Y' 8'4Y' 14& 17' 1Z4&' 14'4&' _10:&'6" 18'4Y' s74' -22'-0'' 24'4&' G' x W' 8" X 8•' WIZ' X 6" 6"X8"------ 8" X 8" W/T X 5' X a" WIT X 6" 8" X 10"--- - - e� X 17' wiT x 6" 6" X IV INIV X 6'• B" X 12"WIZ' X 6" 4a' 40" 40" - 40'• -46-' -47- WF_ - 40" -40" T -O" T -O" T -T 3•-0'• 3'4Y' - 3'4Y' 3'-0' X -O"- -T-S'- NO 0.87 0.87 -0.87_ -_ 0.87. _ _ 0.87 - oar -- 0.97 1.03 NO NO _NO -_ ---- NO0.87 _ YES NO - - NO -- -NO 0` d NOTE1 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 rq POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR 1y12 POSTS. so 7 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 18"0 X V-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, SjONALFOOTINGS SHALL BE 24"/ X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE EXPIRES 12/29 07 A CONCRETE FLOOR, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". WAMBEKE ENGINEERING 2913 E. 61st Court Danlel Warlbeke, P. E, SDokane, WA 99223 STRUCTURAL DESIGN FOR POST FRAME BUILDINGS 12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC III EXCALIBUR STEEL STRUCTURES, INC. P. 0. BOX 14991 NAILING PATTERN FOR SPOKANE, WASHINGTON 99214-0991 POST LAMINATIONS BY DATE DRAWING NID REV. NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER DRAWN AMBEKE 01-08-06 EXCALIBUR.IBC2003.BOLT-0 AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. CHECKED I A LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN E BY JDATE1 DESCRIPTION OF CHANGE PROJECT 1 2006 SCALE, N.T.S. SHEET, I OF 1 T: PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS PROTECTION AND OPENINGS 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 ❑ 1/2"GYP BOARD(RESIDENCE/ATTIC,FLOOR/CEILING) 2)OPENINGS BETWEEN GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOOR,SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8",OR 20 MINUTE FIRE RATED DOORS. THESE PLANS MUST BE KEPT ON THE JOB SITE THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED c-0 ,, COMPLIANCE SPOKANE _H-.)E73,..,1,_ ',AL!. ISI{ MSION �