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2007, 04-27 Permit 07001692 EngineeringWAMBEKE ENGINEERING Daniel Wambeke, P. E. Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com 2913 East 615t Court Spokane, WA 99223 April 27, 2007 Mr. Mark Plivelitch SPOKANE STRUCTURES, INC. 510 N. Mullin Road Spokane, WA 99206 t9 SUBJECT: 30' X 50' X t6: POST FRAME BUILDING FOR JASON TALLEY, 19017 E. 4TH AVENUE, GREENACRES, WA Dear Mark: �'" to the standard post b 'lding load, frame b IdPH This post: -signed for X40 PSF roof live (snw)l anddIBC MPH frame building was sold to Mr. Talley and will be - rested according -:: PSF allowable soil bearing pressure plans prepared for Spokane Structures, Inc. The building 2003. wind speed, Exposure B, Seismic Design Category C -. The roof of the building has 4:12 roof trusses and the posts will be placed at 10'0" o design requirements used in I have reviewed the design of this building and checked it for the diaphragm II the budding as. st lis in loads on the this e standard plans. The front endwall has two 12`'Na 14' overhead doors. There is insufficient sheeting evelopment of the for this end on this endwall to provide adequate lateral bracing I odd under the steel siding panel roof to add 7/16" O.S.B. board vo r h IA" C- long p 16 gauge der @ o. c. 9 and endwall only. It willt be necessary vertical and attach them to g irts only. Apply the p edges and 6" o. c. at intermediate framing. The rear endwall has a 6'0" x 6'8" pass door. There is sufficient sheeting on this endwall to transfer lateral Toads on the sidewall and roof to the base of the building. The left sidewall has two 4' x 3' windows and a 3' pass door. The right sidewall has two 4' x 3' windows. Sidewall openings have no effect on the lateral load resistance of this building. use the standard post frame building plans to erect this building with the above exception. You ma Y Plea se feel free to contact me if you have any additional questions about the design of this building. Si ,�erely, p niel Wambeke, P.E. Enclosure DW:dw Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems Owner's name Job address Mailing Address LEGAL DESCRIPTION ce„ . mod cfra I a 4.'-1-v Parcel No. 55 V ©C 17 on This Contract subject to obtaining permit. Permits will be handled in spa j< �„ u�"A �E County BY Homee Phone ~ �,yi�i Work Phone �'/� / / ,, City �� m9 A 0 ,/� — /'e•j State (O ./,4. Ztp e� 0.1. City State Zip ��— DIRECTIONS TO JOB .6.40-np-i-otp,•143 A ,1 -Da' ( 1 IN), � loff° i CAUTION: Con rete toors may crack in the Pacific Northwest for any number of reasons. Therefore, we will not be responsible for cracks In concrete floors. However, we do take every precaution to prevent this from happening and we use material from reputable companies. Also, Imperfection in surface level g s unavoidable and therefore not guaranteed. • • fevffmp�•p/f:N.i M.'m'!vJ•Y.•f.�YJL•..'xr, •F t�� • a -4 - ..>:Yw..• .... w..<v—.w,x+vkv.•w•w.we �w..L.w• ..vw.+••..�...v� • • • SIDE' TALL • I : 1 • • . s . GALE �u�;!F., y-w-N va�wi.,vo..rNpw.,,eaaMR e:w•k*v�. • • _ •• ...;..: z cc' NOTE: Some things are unforeseeable in any building project. All contract figures are based upon the building site being accessible throughout the entire project and normal digging being possible. Any expenses incurred to overcome problems, whether underground or weather -caused, are the sole respon- sibility of the homeowner unless otherwise stated on this contract. 5eiorg the 0y3gane Emgre rioTPOKANE RUCTURES9 INC. 5W M. Mullah Road Spokane, Washington 99206 Phone: 509) 927-0655 Tc dial: 1-800-735-6347 / Fax: (509) 927-4 52 SALES CONTRACT AND WORK ORDER SPOKA51126C€ I/we the owner(s) of the premises mentioned below hereby authorize you as contractor to furnish all necessary materials, labor. and workmanship, to install, construct and place the Improvements according to the following specifications, terms and conditions, on premises below described: f Contractor will build a steel covered building over-all measurements 3 0' wide 4) D long Wall Height of main body to eave f 97 ° Roof Pitch Vii Roof Load 4/) 106- ��—Low Side Hel t ave -'—` Roof Pitch 1— Shed Root High Side Height at eave g a Insulation: Vinyl Back Fiberglass: Size sZ " A .r, Location Enclosed Shop Size / t- O 0 59-^tom Location 3 0 • Q ' Open Bays .--� Location ^ ' Siding Color Basses Metal _ Pattern Gauge eRI Roof Color (.t o , Pattern X�� ,Qf .q Gauge g `'� Trim Color 4.4 aft. �I.9 8 �.�� i6x ( _ pressure treated posts encased In concrete. (O f.ICIL7J4-/ Non-tri iss bearing posts and door posts will be 2 ply 2x6 or 4x6 pressure treated. Framing lumber standard and better. 2x6 girls and '%,g. 62 Purlins approx. 2 feet on center. Pre -manufactured engingered trusses o . Post concrete 7 yds. � Double Giazed �� Wi6�ows with screen; (I Finish G_I + i .. %/ 1i c� L (Jamb and Door primed in White) 4 Walk-in Door 3 5- '/ /Ay N Sliding Doors: sizes and clearance r �� � � (primed in White) Overhead Doors: sizes /445l cy �T,, o Ar1l Eaves t 0 yds. Finish 5,41 6,443 Mesh? -? f.f/5L Company agrees to prepare site. 1. Excavation, fill and Tine grading are to be paid for in addition to this contract /1.el 2. Site preparation is included in cash price belowfirS Owner agrees to prepare site. Site will be level and all fill sufficiently compacted to provide proper base for floor. Building site to be roughly staked out. I understand site prep responsibilities and have received site prep brochure. Generator, iackhammer and/or backhoe charge Plus labor if needed will be assessed to homeowner in addition to this contract. II d bvother than Spokane StrtiCtUres Inc voids warranty on overhead doors_ r assumes responsibility of moving any lines that intediere woth construction of building. THIS SALES CONTRACT AND WORK ORDER IS SUBJECT TO MATERIALAND LABOR LIEN. CANCELLATIONS WILL BE SUBJECT TO 18% CHARGE TO BE MADE AGAINST CASH PRICE. THE BALANCE IS DUE AND PAYABLE UPON COMPLETION OF BUILDING. PLEASE GIVE FINAL CHECK TO THE BUILDER MADE OUT TO SPOKANE STRUCTURES, INC. Feet of Skylight under eaves Inches thick concrete slab: size Automatic openers insta e anyone SDokape Stu ures. Inc. assumes no responsibility far laity o sorer lines Undernround or overhe Qustgme Owl/ Price Tax Total reed re installed Make all attack' payable to SPOKANE STRUCTURES. INC_ _ ,,, ,r,dppr of this contract. eV Property Owner(B) sled agree Owner agrees to lion all necseaaty papers required by any financial Institution. All surplus mate! .,will isbontraspeci1t. VwiProt rty () approval ree to pay reasonable anorflay'a teea for consultation and/or such iltlgatlon, Including all expenses, et .,_..-wid ey. r o oomplasfon at under a$ days office. All lobe will be completed as soon as possible, but me comma/ b not rosponsiblo for delays caused by bad weather, strikers. roasonabla material shortages from suppliers, or mete of God. SPOKANE STRUCTURES, INC. will under no condition subtract any amount of money born from purchase price. SPOKANE STRUCTURES, INC. W t DAY )4,e r. DO NOT SIGN THIS CONTRACT U L COMPLETELY FILLED IN. NO VERBAL AGREEMEN RECOGNIZED. i UNDERSTAND ALL TERMS AN 9 ITIONS OF CONTRACT. By Accepted by gprosantoSpokane Sinmetures, Inc. 20 General Manager al Spokane Structured, MC. Owns//Buyer COMPANY GUARANTEE: The Company guarantees Its workmanship and will replace faulty materiel or faulty workmanship tree of Merge for 12 months from completion of huilding(s). Customers, by affixing their signatures hereon, acknowledge that they have received a copy of this contract and are aware of notices on the reverse side. SPOKANE STRUCTURES, INC. 510 NORTH MULL2 N6 ROAD SPOKANE, WA 99 PHONE: 509-927-0655 FAX: 509-927-4062 CONSTRUCTION DRAWINGS FOR STANDARD POST FRAME BUILDINGS DRAWINGS ARE ATTACHED FOR BUILDINGS WITH CONSTRUCTION SPANS OF 12'-24', 30', 36', 40', 48', 50' & 60' Drawing Index: 1 of 18 PLAN VIEW G PLAN 2 of 18 ROOF FRAM 3 of 18 BUILDING SECTION A -A 4 of 18 DETAIL ONNECTION, PURLIN SUPPORT 5 of 18 DETAIL 2 — KNEE BRACE 67 of 19 SPECIFICATIONSCHFOUNDATION' — 30' SPANS 7 of 18 POST 7 of 18 POST/FOOTINSCHEDULE 36' & 40' SPANS 7 of 18 POST/FOOTINGSCHEDULE 48' & 50' SPANS 7 of POST/FOOTING SL FRAMING PLANS & C SPANS 10NiNECTIO off 18 ENDw� IONAL ENDWALL FRAMING OPT OPTIONAL ENDWALL FRAMING SIDEWALL FRAMING TRUSS BRACING POST LAMINATIONS TRUSS WEB PLANS LEAN-TO FRAMING LEAN-TO BEAM C�IOSOOTING LEAN-TO BEAM CONNECTIONS 11 of 18 12 of 18 13 of 18 14 of 18 15 of 18 16 of 18 17 of 18 18 of 18 THE ATTACHED DRAWINGS DESCRIBED BY UNDER MY PROFESSIONAL ENGINEE 1-16-05 1-16-05 1-16-05 VFIEgt �Q�CS wpiF 0f CO116-05 Co,o &co7_ IOLATIONs 71' TO REPORT COP 0 6 i_g00 73� _ ppTlN6 O $25ANEACT101L6 P IGKT 9 INFRIt+ v5 \C'� 9FP 1-16-05*RE 11 —I 1-16-05 1-16-05 ABOVE INDEX ARE BEING SUBMITTED STATE OF WASHINGTON EXPIRES I Li- L EER: DANIEL WAMBEKE, P. E., 2913 EAST 61'T COURT, SPOKANE, WA 99223 ENGI.V PHONE: 509l443-6186 FAX: 5p9-448-b�S2, dwambekeGmsn.co 12'-0" TO 50'-0" V) V) Z Z 1-1 J J Cl_ CL 0 0 I �D I 03 X X Sr'0. I(J L m Rai ROOF FRAMING PLAN WOOD COLUMNS SEE SCHEDULE EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS ROOF FRAMING PLAN DRAWN BY DATE VAMBEKE APPROVED SCALE NTS SSI.02 REV. 0 OD V) Z H J CZ 0_ X (U W V) / 0 -J W H J L� a_ 0 co J Q 0 0 • / Z J CY a_ ZD X (U W / 0 • 0 (U 0 -J V W H J H CZ J W a_ Q) • a_ CO X d" • 0 O (/)(4 / 0 (U / f SPAN ti DOUBLE TRUSSES D 1l nnl(IRLE TRUSSES 6 3 SINGLE TRUSS PLAN VIEW E. w n \N 0 Z jY p � r = GtiF�rF,9 0 0 cn TY NOTES FOR FLOOR PLAN INTERIOR FRAME WOOD POSTS, POST SCHEDULE. GABLE WALL POSTS - 6" X 6" TYPICAL DOOR POSTS - 4' X 6' TYPICAL F❑OTING DIMENSIONS - B = 1'-8"; D = 3'-0" MAXIMUM POST SPACING 12' 0' PURLINS @ 24" O.C,, BEARING OR JOIST HANGERS (TYPICAL) EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS PLAN VIEW DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.01 REV. (SEE DE' AIL 12 4 NOTES FOR SECTI❑N A -A S1 TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS 0 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' ❑,C., 12' BAYS DF-L #2 GIRTS FLAT @ 24' ❑,C. 0 CONCRETE FOOTING, SEE SCHEDULE SS EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS. i�— WALLS FASTENED TO GIRTS WITH 1' LONG W❑❑DFAST TEKS, LL3 S1 5 SEE DETAIL S3 SEE F❑❑TING DETAIL BUILDING SECTION A -A N.T.S. ,gyp * SP0 �` Ao T4 /4 ^% at m n f (f, Z o'V 0m Ci po _'. - A0,1, u'� • c. Z2Y' n G T�90 o ��C, a G n 9ypo�-oI'E:Si g-y�nl Ox, �' GZ+1-Twr-° 'O 7d � 2; -'�T a moaI.� o A $ ii -"1. mb f g f '+, .n :1-ya o r ii (� -.4 "1 z ��aO�O yFNlf9� y. # EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS BUILDING CROSS SECTION DRAVN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.03 REV. PURLIN CONNECTION METHODS' A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPS❑N J❑IST HANGERS OR EQUAL. B). PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INT❑ EACH PURLIN. C), PURLINS MAY BE LAPPED ANDNAILED W/(3) 16dNAILS, ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INT❑ EACH TOP CHORD MEMBER 12• 0 r o. %PD cn DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT NT.S. UR�I �i till tiol lgcr1QN P M= tiOD NAeCT1aN PURLIN McThop 'YB cTINN NOTES FOR CONNECTION DETAIL S1 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '4' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS 0 NAIL STRUT TO TOP CHORD W/(3) 16d S4 MANUFACTURED TRUSS. NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. SS WOOD POST, SEE POST/FO❑TING SCHEDULE, S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT S7 S❑LID BLOCKING AT C❑NNECTI❑N POINTS. 0 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 0 2' X 6' OR 2' X 8' TOP GIRT 01 4 - 16d NAILS OR 3/4'0 M, BOLT EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS TRUSS -COLUMN CONNECTION WADRAMBEWN KEBY DATE 1-16-05 APPROVED SCALE NTS SSI.04 REV. NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' DF-L #2 EACH SIDE S4 WOOD POST, SEE P❑ST/F❑❑TING SCHEDULE SS 4 - 16d GALV, NAILS, EACH SIDE 1), KNEE BRACE REQUIRED WHERE SHOWN ON P❑ST/F❑❑TING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. 2), ALTERNATE KNEE BRACE/POST AND TRUSS/POST C❑NNECTI❑N = USE 3/4'0 THRU BOLTS, EACH L❑CATI❑N. DETAIL 2 - KNEE BRACE R 71- 0. At 'fin o l/],�i,,t 0���a7;1 )4- # � o a 7 EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS KNEE BRACE TO COLUMN & TRUSS DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.05 REV. --i BUILDING SPECIFICATIONS: 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 DESIGNED FOR 30 PSF OR 40 PSF LIVE (SNOW) LOAD (AS REQUIRED BY LOCAL CODE), 85 MPH WIND SPEED, EXPOSURE B & SEISMIC DESIGN CATEGORY C. DESIGN LOADS — ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, SILTY GRAVEL OR CLAYEY GRAVEL SOILS OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS 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 CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD — STRUCTURAL LUMBER SHALL CONFORM TO DF—L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT —DIP GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM —FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1 OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO ❑BTAIN FULL BEARING UNDISTURBED S❑IL FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION — ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE AkTE%I WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS I) BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINE TO PRACTICE IN THE STATE IN WHICH THE BUILDING WILL BE CONST TRUSS LOADING: TOP CHORD LIVE LOAD = 30 PSF OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF NEDd N � 'iGI1; REn '"l /47 • 9 0 0 o� `„\--• H FOOTING DETAIL N,T,S, EXPIRES 12/29/07 POKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS SPECIFICATIONS & FOUNDATION DRAVN BY WAMBEKE DATE -16-05 APPROVED SCALE NTS SSI.06 REV. POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 18" 3'-0" 0000000 zzzzzzz 0.20 10'-0" 10'-0" 6" X 6" 18" 3'-0" 0.20 10'-0" 12'-0" 6" X 6" 18" 3'-0" 0.20 10'-0" 14'-0" 6" X 6" W/2" X 6" 18" 3'-0" 0.20 10'-0" 16'-0" 6" X 8" 20" 3'-0" 0.24 10'-0" 18'-0" 6" X 10" 20" 3'-0" 0.24 10'-0" 20'-0" 6" X 10" 21" 3'-0" 0.27 12-0" 8'-0" 6" X 6" 26" 3'-0" NO 0.29 12-0" 10'-0" 6" X 6" 26" 3'-0" NO 0.29 12-0" 12'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 12-0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 12-0" 16'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 0.29 12-0" 18'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 0.29 12'-0" 20'-0" 6" X 10" W/2" X 6" 26" 3'-2" NO 0.35 NOTE: l; S/� 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED 2" X 6" LAMINATIONS. �•% p 0 f (P 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT H A1rML. fIFt'#2 T, E,�4Tgio,,/�G POSTS UP TO 1 6'-0" WALL HEIGHT. ABOVE 16' WHEIGHT, ` ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM —FIR #2' POSTS. G �ssjo G 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF;20"0 X ''` `l �R° 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 1 6':104,t1, HEIGHT, --") FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. r<p j6,I` , g ' ,,n / 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS ; WIT .;I < ,,� CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL N0� ,' a �� CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING ;,"�°^, DEPTH X 4". -; y� SPOKANE STRUCTURES, INC. NAL EXPIRES 12/29/07 POST FRAME BUILDINGS POST FOOTING SCHEDULE - 12' TO 24' SPAN DRAWN BY WAMBEKE APPROVED DATE 1-16-05 SCALE NTS SSI.07A REV. POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 26" 3'-0" NO 0.29 10'-0" 10'-0" 6" X 6" 26" 31-0" NO 0.29 10'-0" 121-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 10'-0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 rin --- _6„ " -0— - NO_ _ 0.35 i6'-0" X 8 10'-0" 18'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 0.35 10'-0" 20'-0" 6" X 8" W2" X 6" 26" 3'-0" NO 0.35 10'-0" 22'-0" 6" X 10" W12" X 6" 26" 3'-2" NO 0.35 10'-0" 24'-0" 6" X 12" 26" 3'-3" NO 0.38 12-0" 8'-0" 6" X 6" 28" 3'-0" NO 0.35 12-0" 10'-0" 6" X 6" 28" 3'-0" NO 0.35 12-0" 12'-0" 6" X 6" W/2" X 6" 28" 3'-0" NO 0.35 12-0" 14'-0" 6" X 8" 28" 3'-0" NO 0.41 12-0" 16'-0" 6" X 8" W12" X 6" 28" 3'-0" NO 0.41 12-0" 18'-0" 6" X 10" 28" 3'-0" NO 0.41 12-0" 20'-0" 6" X 12" 28 3'-0" NO 0.41 12-0 22 -0 6" X 12" W12 X 6" 28" 3.2 NO 0.43 12-0" 24'-0" 6" X 12" 28" 31-6" NO 0.48 NOTE: 1. THE NEXT LARGER SIZE FOR POSTS WITH('Cl1-\' `' 2" X 6" LAMINATIONS. u; 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 3'-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 DEPTH X 4". * SP0 %.`�% o ry e Z 2> C) fT POST MAY BE SUBSTITUTED EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 30' SPANS DRAWN BEKE BY DATE REV. WAM1-16-05 APPROVED SCALE SSI.0713 NTS POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 28" 3'-0" NO 0.35 10'-0" 10'-0" 6" X 6" 28" 3'-0" NO 0.35 10'-0" 12'-0" 6" X 6" W/2" X 6" 28" 3'-0" NO 0.35 10'-0" 14'-0" 6" X 6" W/2" X 6" 28" 3'-0" NO 0.35 101-0" 16'-0" 6" X 8" 28" 3'-0" NO 0.41 10'-0" 18'-0" 6" X 81W/2" X 6" 28" 3'-0" NO 0.41 10'-0" 20'-0" 6" X 10" 28" 3'-0" NO 0.41 10'-0" 22'-0" 6" X 10" W/2" X 6" 28" 3'-0" NO 0.41 10'-0" 24'-0" 6" X 10" W/2" X 6" 28" 3'-2" YES 0.43 12-0" 8' -0" 6" X 6" 32" 3' -0" NO 0.44 12-0" 10'-0" 6" X 6" 32" 3'-0" NO 0.44 12-0" 12'-0" 6" X 6" W/2" X 6" 32" 3'-0" NO 0.44 12-0" 14'-0" 6" X 8" 32" 3'-0" NO 0.44 12-0" 16'-0" 6" X 8" W/2" X 6" 32" 3'-0" NO ,!1.44 , c 12-0 12-0" 18-0 20'-0" 6" X 10 6" X 10" W/2" X 6" 32" 32" 3-0 3'-0" NO NO ,,,°av,,a .Q • =t. ° m 51 12-0 22 -0 6"X 12"32"3 -2 NO oc �'," T ;g0}t z ,, r, 12-0" 24'-0" 6" X 12" W/2" X 6" 32" 3'-3" NO flQ � ' ''J] j� a 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 3'-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 DEPTH X 4". C p78 La�'1> rY ti EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 36' SPANS DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.07C REV, POST/FOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T' REQUIRED VOLUME YD3 10'-0" 8'-0" 6" X 6" 30" 3'-0" NO 0.41 10'-0" 10'-0" 6" X 6" 30" 3'-0" NO 0.41 10'-0" 12'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 14'-0" 6" X 6" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 16'-0" 6" X 8" 30" 3'-0" YES 0.41 10'-0" 16'-0" 6" X 8" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 18'-0" 6" X 8" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 20'-0" 6" X 10" 30" 3'-0" NO 0.41 10'-0" 22'-0" 6" X 10" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 24'-0" 6" X 12" 30" 3'-2" YES 0.43 12-0" 8'-0" 6" X 6" 33" 3'-0" NO 0.47 12-0" 10'-0" 6" X 6" 33" 3'-0" NO 0.47 12-0" 12'-0" 6" X 6" W/2" X 6" 33" 3'-0" NO 0.47 12-0" 14'-0" 6" X 8" 33" 3'-0" NO 0.47 12-0" 16'-0" 6" X 8" W/2" X 6" 33" 3'-0" NO 0.47 12-0" 18'-0" 6" X 10" 33" 3'-0" NO 0.47 'I2'-0" 20'-0" 6" X 10" W/2" X 6" 33" 3'-0" NO 0.47 12-0" 22'-0" 6" X 12" 33" 3'-2" NO 0.49 12-0" 24'-0" 6" X 12" W/2" X 6" 33" 3'-2" NO 0.57 3v * SPA ao o i '\,• % N s n 4,e Zi°�� zN o -00 atm 'lG R c -n 1 o 0tx T (Oo � An � G n 23➢00nV d„-'t17 p i o� I'il� moyv� iSfC�x� 4 (�j� m'OyW O mob-' .<so �2Q �.n NOTE: G 4i -I. - g ��a 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH /f,Ait N o�� 2" X 6" LAMINATIONS. e (8 � 2 ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED TY POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 1 6' 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 SPOKAI 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 1 6' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT wAMBEKE 1" CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2 & FOOTING APPROVED DEPTH X 4". EXPIRES 12/29/07 POST FRAME BUILDINGS POST FOOTING SCHEDULE - 40' SPANS SSI.07D POST/FOOTING SCHEDULE 48' TO 52' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 8'-0" 6" X 6" 34" 3'-0" NO 0.55 10'-0" 10'-0" 10'-0" 6" X 6" 34" 3'-0" NO 0.55 10'-0" 12'-0" 6" X 6" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 14'-0" 6" X 6" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 16'-0" 6" X 8" 34" 3'-0" YES 0.55 10'-0" 16'-0" 6" X 8" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 18'-0" 6" X 8" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 20'-0" 6" X 10" 34" 3'-0" YES 0.55 10'-0" 22'-0" 6" X 10" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 24'-0" 6" X 12" W/2" X 6" 34" 3'-0" U)00000U000 zzzzzzzz 0.55 12-0" 8'-0" 6" X 6" 36" 3'-0" 0.62 12-0" 10'-0" 6" X 6" W/2" X 6" 36" 3'-0" 0.62 12-0" 12'-0" 6" X 6" W/2" X 6" 36" 3'-0" 0.62 ,,,..1 12-0" 14'-0" 6" X 8" 36" 3'-0" Sf* 12-0" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" ;\a62 0 12-0" 18'-0" 6" X 10" 36" 3'-0" .62 0 `..zi\ 12-0" 20'-0" 6" X 10" W/2" X 6" 36" 3'-0" o 0 0. f 12-0" 22'-0" 6" X 12" W/2" X 6" 36" 3'-2" rn r 0 Toll 12-0" 24'-0" 6" X 12" W/2" X 6" 36" 3'-2" f� 0.;,r= o 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 1 6' 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 3'-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 DEPTH X 4". .11 ` =9 ey V. e /49 r d 0 N SP EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 50' SPANS DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.07E REV. POST/FOOTING SCHEDULE 54' TO 60' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 36" 3'-0" NO 0.62 101-0" 10'-0" 6" X 6" 36" 3'-0" NO 0. 62 10'-0" 12'-0" 6" X 6" W/2" X 6" 36" 3'-0" NO 0.62 10'-0" 14'-0" 6" X 8" 36" 3'-0" NO 0.62 10'-0" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" NO 0.62 10'-0" 18'-0" 6" X 10" 36" 3'-0" NO 0.62 10'-0" 20'-0" 6" X 10" W/2" X 6" 36" 3'-0" YES 0.62 10'-0" 22'-0" 6" X 10" W/2" X 6" 36" 3'-0" NO 0.62 10'-0" 24'-0" 6" X 12" 36" 3'-2" YES 0.66 12-0" 8'-0" 6" X 6" 40" 3'-0" NO 0.70 12-0" 10'-0" 6" X 6" W/2" X 6" 40" 3'-0" NO 0.70 12-0" 12'-0" 6" X 8" 40" 3'-0" NO 0.70 12-0" 14'-0" 6" X 8" W/2" X 6" 40" 3'-0" NO 1 70 12-0" 16'-0" 6" X 8" W/2" X 6" 40" 3'-0" NO \00.7Q- Si) 12-0" 18'-0" 6" X 10" 40" 3'-0" YES , \% 9.7iC73 �� 4 12-0" 20'-0" 6" X 10" W/2" X 6" 40" 3'-0" NO , / 3' � ° 12-0" 22'-0" 6" X 12" W/2" X 6" 40" 3'-0" NO 1''' <<Jo ,} 12-0" 24'-0„ 6" X 12" W/2" X 6" 40" 3'-2" NO -Q7=. .. i 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 3'-0" DEEP FOR WALL HEIGHTS TO 16'-O". 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 DEPTH X 4". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 60' SPANS DRAWN BY DATE WAMBEKE 1-16-05 "APPROVED SCALE NTS SSI.07F REV. SEE DETAIL 12 4 20' 0' MAXIMUM SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION N,T,S. NOTES FOR FRONT ELEVATION m S1 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' OR 2' X 8' STD J❑IST HANGERS, ���,.�% LOWER TRUSS FOR END OVERHANG, IF REQ`1 �, 0 2' X 10' HEADER S3 2' X 6" GIRTS @ 24" ❑,C,, 10' BAYS, DF-L #2 2' X 6' GIRTS @ 24' ❑,C., 12' BAYS, DF-L• #2 S4 2" X 8' FACIA BOARDS 0 TREATED WOOD POSTS, SIZED PER SCHEDULE 0 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2" X 10" BOTTOM GIRT GABLE END TRUSS 8 - 16d NAILS 2" X 6" X 18' B❑LTING BLOCK 0 0 O 0 8 - 16d NAILS CORNER POST - 16d NAILS 2' X 6' X 18' NG BLOCK SPok\A- Y Agg gs 11 EXPIRES 12/29/07 DETAIL 3 YP, GABLE END USS CONNECTI❑N B❑LTING BLOCKS BELOW CORNER COLUMN GIRTS SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS ENDWALL FRAMING PLANS & CONNECTIONS DRAVN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.10 REV, 12 3068 MAND❑❑R ❑PTI❑N EILAd OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS S1 HALF TRUSS DESIGN BY OTHERS 0 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. S5 DOUBLE 2' X 6' KINGP❑ST i SPLIT SLIDER DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. EXPIRES 1 2/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAVN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.11 D❑UBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N,T,S. NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS 0 HALF TRUSS DESIGN BY OTHERS 0 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' 2' X 6" HEADER 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. DOUBLE 2' X 6' KINGPDST d• 4 12 `'�1yl�f �/`/� ®1 1„ 111 SINGLE SLIDING DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION SP4 t Vs -+ m N.T.S, EXPIRES 1 2/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.12 REV. D❑UBLE ❑VERHEAD D❑❑R ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. N❑TES F❑R ❑PTI❑NAL FR❑NT ELEVATI❑NS 0 HALF TRUSS DESIGN BY ❑THERS 0 2' X 10' HEADER UP T❑ 12' 0' D❑❑RS 2' X 12' HEADER UP T❑ 20' 0' D❑❑RS 2' X 12' BACKED WITH 2' X 6' UP T❑ 0 2' X 6' HEADER S4 4' X 6' D❑❑R P❑ST - 8' THRU 14' WALL HEIGHT W/ 2" X 6' FACER, 6" X 6' D❑❑R P❑ST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER. S5 D❑UBLE 2' X 6' I<INGP❑ST SINGLE SLIDING D❑❑R ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.12 TREATED POST OVERHEAD DOOR ❑PENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION 0 2' X 8' HEADER 0 2' X 10" HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS. 4 - 16d GALV, NAILS EA \\G-XtZT 1/$7/k, '! Trn P : C G C _> 'i - y a % �� - r�+n,, n �j G� I; ��o :t�Yi�v lc'3F �C� mr, .n r•0 _L1 j P ti� 2' X 6' GIRT (FLAT) r" s my,� o� C 01 #� a I:,i o,�� 4Sao is, �, .a�`�i TYPICAL GIRT CONNECTION EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS SIDEWALL FRAMING DRAVN DY DATE WAMBEKE 1-16-05 SCALE NTS APPROVED SSI.13 REV. TYPICAL TRUSS BOTTOM CHORD BRACING N.T.S. NOTES FOR TRUSS BOTTOM CHORD BRACING S1 GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 2' X 4' X-BRACING @ 10' 0' ❑.C. S4 2" X 4' BOTTOM CHORD BRACING @ 10' SS TOENAIL BRACES TO TRUSSES WITH 3 - 10d1NAILS 1" - 16d NAILS 6", 8" OR 10" POST GIRTS (TYP.) METAL SIDING NAILING PATTERN FOR SIDEWALL POST LAMINATIONS NOTE' 2' X 6' LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE F❑❑TING, LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN 0' ❑.C. SHEATHING REQUIRMENTS T�(HROOF LSTTEELG 9INIMUM GAUGEROOF GRANDIRIBRAGM III, 36' WIDTH DTS ARE NEEDED, R EQUIVALENT ENT x FIELD SCREWS) #10 x 1 1/2' AT 9' O.C. <NEXT TO HIGH RIB) EAVE AND RIDGE PURLIN SCREWS) #14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED! x ENDWALL STEEL) 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT * FIELD SCREWS) #10 x 1 1/2' 2 9' O.C. (NEXT TO HIGH RIB) 1K BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS) #14 x 1 1/2' BOTH SIDES OF EACH MAJOR RIB. DIAPHRAGM SCREWS DIAPHRAGM SCREWS 2 ENDWALL BASE GIRT ACROSS ENDWALL LAVE & RDOO HEADERS ON ROOF END TRUSS TOP CHORD, DOTED AHOVEREWS) TYPICAL SCREW PATTERN, EXCEPT AS TEEL SHEETING SCREW PATTERNS EXPIRES 12/29/07 N.T.S SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS TRUSS BRACING & POST LAMINATIONS DRAWN BY DATE VAMBEKE -16-05 APPROVED SCALE NTS SSI.14 REV. TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING: TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2" X 4' WEB MEMBER BRACING FOLLOW THESE INSTRUCTI❑NS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB ►� l0d NAILS @ 6' 0,C, X 6' OR 2' X 8' L-BRACE TRUSS WEB MEMBER SECTION B—B 0d NAILS @ 6' O.C. ' X 4" L-BRACE TRUSS WEB MEMBER SECTION B—B AT INTERIOR TRUSSES AT -A E I�TRUSS -b- N c O=0 �l Cr:), O ".:(<7 'IA P1r-4z.ia Czrb h W `� G Zr",. . it9Tvu a O7 p9:. ~al?� 5o94 'ih gAmz �yF/fFii og4.�a�,� Tl `\tl� EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS TRUSS WEB BRACING DRAVN BY DATE WAMBEKE 1-16-04 APPROVED SCALE NTS SSI.15 REV. PURUN SIZES ANO SPACING USE 2' X 6' DF-L 112 Q 2' 0' 0.C., 8' BAYS USE 2' X 6' DF-L $2 2 2' 0' CSC., 10' BAYS USE 2' X 8' DF-L 12 € 2' 0' 0C., 12' BAYS PURUN CONNECTION METHOD PURLINS VILL BE HUNG FROM LEAH TO RAFTERS WITH STANDARD SII2 SON JOIST HANGERS DR EQUAL. NOTES FOR LEAH TO CONNECTION DETAIL ©1 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. © TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. Q 3/4' DIA. MACHINE BOLT © 2' X 6' X 24' DF-L CONNECTION BLOCK. PROVIDE BLOCK EACH SIDE OF POST. © TYP. PURLI11. SEE CHART AT LEFT FOR SIZES. 2' X 6' OR 2' X 8' EAVE GIRT © 2' X 6' DF-L GIRTS 2 24' G.C. TYPICAL 8', 10' 0R 12' BAYS © 6' X 6' FULL SIZE LEAN TO POST 16d NAILS 0 LEAN-TO RAFTERS - SEE CHART 6 SECTION A -A NOTES FOR LEAN TO GIRTS GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S HAY BE OPEN OR ENCLOSED USE 2' X 6' DF-L 22 GIRTS 2 2' 0' aC. FOR 8' BAYS USE 2' X 6' DF-L 112 GIRTS 2 2' 0. O.C, FOR 10' BAYS USE 2' X 6' DF-L 112 GIRTS 2 2' 0' aC. FOR 12' BAYS LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE MTS EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN-TO FRAMING PLANS DRAVN BY WAM➢EKE DATE 1-16-05 APPROVED SCALE NTS SSI.16 REV. BUILDING SPECIFICATIONS: 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 USE IN 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD REQUIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED. THESE BUILDINGS ARE DESIGNED FOR 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL (SW, SP, SM, SC, GM AND GC) SOILS OR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS 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 CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. FASTENERS 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 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 W" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1n 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>p �� VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6",:COMPACTION ,M ST Tyr-F BE VERIFIED BY TESTING BY A QUALIFIED SOIL'S PROFESSIONAL. UNLESS �' HERWISE NOT g ON ��uf THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO VIRGI . o IL A DEPTH >n # 9r �G EQUIVALENT TO THAT INDICATED ON THE PLANS. o =�_`Fjqt1 J',-t 0-0 v EAPAP i ern•_• ,• m�oNrs V R 1�° O {•' >Co�w N Ty* LAC NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO ❑BTAIN FULL BEARING UNDISTURBED • g S❑IL 1- FOOTING DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS WA & ID LEAN-TO SPECIFICATIONS & FOOTINGS 30 OR 40 PSF LIVE LOAD DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS REV, RAFTER SECTION CHART SPAN BAY SPACE LIVE LOAD PSF RAFTER SECTION SIZE OR COMBINATION ENDWALL RAFTER SECTION SIZE OR COMBINATION 8' 0' 8' 0' 30 2 — 2' X 8' 2" X 8' 8' 0' 10' 0' 30 2 — 2' X 8' 2' X 8' 8' 0' 0' 30 2 — 2' X 10' 2' X 10' .12' 8' 0' 8' 0' 40 2 — 2' X 8' 2' X 8' 8' 0' 10' 0' 40 2 — 2' X 10' 2' X 10' 8' 0' 1?' 0' 40 2 — 2' X 10" 2' X 10' 10' 0' 8' 0' 30 2 — 2' X 10' 2' X 10' 10' 0' 10' 0' 30 2 — 2' X 10' 2" X 10' 10' 0' 1?' 0' 30 2 — 2' X 12' 2' X 12' 10' 0' 8' 0' 40 2 — 2' X 10' 2' X 10' 10' 0' 10' 0' 40 2 — 2' X 12' 2' X 12' 10' 0' 1P' 0' 40 2 — 2' X 8' & 2 — 2' X 6' BOX 2' X 12' & 2' X 8' 12' 0' 8' 0' 30 2 — 2' X 12' 2' X 12' 12' 0' 10' 0' 30 2 — 2' X 8' & 2 — 2" X 6' BOX 2' X 12' & 2' X 8' 1?' 0' 0' 30 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12' & 2' X 8' 1P' 0' iP' E3' 0" 40 2 2' X 8' & 2 — 2' X 6' BOX 2' X 12' & 2' X 8' 12' 0' 10' 0' 40 2 — 2' X 10" & 2 — 2' X 6' BOX 2' X 12' & 2' X 8' 1?' 0' 12' 0' 40 2 — 2" X 10' & 2 — 2' X 6' BOX 2 — 2' X 12' 14' 0' 8' 0' 30 2 — 2' X 10" & 2 — 2' X 6' BOX 2' X 12' & 2' X 10' 14' 0' 10' 0' 30 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12' & 2' X 10' J4' 0' 1P' 0' 30 2 — 2' X 12' & 2 — 2' X 6' BOX 2 — 2' X 12' J 4' 0' 8' 0" 40 2 — 2' X 10' & 2 — 2' X 6' BOX 2 — 2' X 12' 14' 0' 10' 0' 40 2 — 2' X 12' & 2 — 2' X 6" BOX 2 — 2' X 12' DF—L #1 14' 0'1P' 0' 40 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L #1 2 — 2" 21:2"=IlF--L #1 16' 0' 8' 0' 30 2 — 2' X 12' DF—L S. STRUCT. 2' gt) DF) -L Z /),ST'R1 CT, 16' 0' 10' 0' 30 ',\ X t2' / yU; 2 — 2' X 12' & 2 — 2' X 6' BOXZ2' 16' 0'1?' 0' 30 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L #1— ;X 1)IDF—LJ 16' 0' 8' 0' 40 Ai 2 — 2' X 12" & 2 — 2" X 6' B❑X zX12r?,DFs', In #Yl ' 16, p" 10' 0' 40 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L S ` 2-",�--X 12*, '' F�.4" > iScf" 16' 0' 1P' 0' 40 4 — 2' X 12' & 2 — 2' X 6' BOX DF—L S' 'c-24— 2', 12",=:D.F=L, •;SgS. NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO ❑BTAIN FULL BEARING UNDISTURBED S❑IL 0 (Y) SQ ARE OR RIUND FOOTING DETAIL N,T,S. EXPIRES 1 2/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN—TO BEAM SCHEDULE & FOOTING DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.17 REV. VERT. MEMBER 16d NAIL @ 10' 0,C, 2' X 6' FULL WIDTH aLJ w LJ hz r.Y uJ ><- 8 1/2' SIMPSON JOIST HANGER 2' X 6' OR 2' X 8' PURLIN 2' X 8', 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A STANDARD RAFTER DETAILS FULL WIDTH 2' X 6' / 8 1/2' SIMPSON JOIST HANGER 2' X 6' OR 2' X 8' PURLIN 16d NAIL @ 2' X 8', 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART VERT, MEMBER 2' X __ LAMINATED TO ENDWALL RAFTER WHERE REQ'D - SEE CHAR 16d NAIL @ 10' 0,0. 16d NAIL @ 10' 0.0. 2' X 8', 2' X 10' OR 2' X 12' ENDWALL RAFTER - SEE CHART SECTION A - A STANDARD ENDWALL RAFTER DETAILS O * Sp (5) ,<• 1Y, 10' D.C., , SECTION A - A BOX BEAM DETAILS 0 — - • '-' • -,3 '' h V -• , il t < ) -..i • u -•• ' .., . m '-u3 )! 1 ?, ,.. i.- r ----f m ' -"SA "Y-3 rri "*..'" ' ;1-1 IV .ii. ' c, i'" - • 4 ,-......._ 0- .0 - 0 • •-•e, ' ''' CVI././' •• ''''.--- 2 \ ?( o A \ C` . EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN-TO BEAM CONNECTIONS DRAVIA BY WAMBEKE APPROVED DATE -16-05 SCALE NTS SSI.18 REV. VERT. MEMBER 16d NAIL @ 10' ❑,C, 2' X 6' FULL WIDTH a. W A 8 1/2' SIMPS❑N J❑IST HANGER 2' X 6' OR 2' X 8' PURLIN 2' X 8' 2' X 10' ❑ R 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A STANDARD RAFTER DETAILS STANDARD ENDWALL RAFTER DETAILS VERT. MEMBER 2' X LAMINATED TO ENDWALL RAFTER WHERE REQ'D - SEE CHAR 16d NAIL @ 10' ❑,C, 16d NAIL @ 10' ❑,C, 2' X 8' 2' X 10' OR 2' X 12' ENDWALL RAFTER - SEE CHART FULL WIDTH 2' X 6' 8 1/2' SIMPS❑N J❑IST HANGER 2' X 6' OR 2' X 8' PURLIN 16d NAIL @ 10' ❑,► �,\�a N a 2 CI p rrn 1- 2' X 8', 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A BOX BEAM DETAILS -a- SECTION A - A EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN-TO BEAM CONNECTIONS DRAVN BY WAMBEKE APPROVED DATE 1-16-05 SCALE NTS SS1.18 REV. kya `, - , c pURLIN CONNECTION METHOD PURLINS VILL BE HUNG FROM LEAN TO RAFTERS VITH STANDARD SIHPSON JOIST HANGERS OR EQUAL. MILL PURLINS TO BE SPACED 8 16' O.C. UPPER HALF OF LEAN-TO SPAN TO RESIST SNOW DRIFT LOAD ti A LEAN—TO ADDIT ON STEP DOWN A•� NOTES FOR LEAN TO CONNECTION DETAIL )MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. © TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. © 3/4' DIA. MACHINE BOLT - NOT REQ'D ON ENDVALLS CI 2' X 6' X 24' DF-L CONNECTION BLOCK. PROVIDE BLOCK EACH SIDE OF POST. © TYP. PURLIN. SEE CHART AT LEFT FOR SIZES. © 2' X 6' OR 2' X 8' EAVE GIRT 2' X 6' DF-L GIRTS 2 24' QC.. TYPICAL 8', 10' OR 12' BAYS CI 6' X 6' FULL SIZE LEAN TO POST 16d NAILS 0 LEAN-TO RAFTERS - SEE CHART t, SECTION A -A TO POST I RAME BUILDING LEAN—TO ROOF EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS STEP-DOWN LEAN-TO FRAMING PLANS DRAVN BY DATE WI4MBEKE 1-16-05 APPROVED SCALE NTS SSI.16 REV. 5' MAIN BUILDING P❑ST TW❑ 5/8"0 M. B❑LTS THRU P❑ST STEEL P❑ST ATTACHMENT BRACKET (-LEAN-T❑ RAFTERS 2" X 10" MSR 2,250f-1,8E - 12' BAYS 2" X 10" MSR 1,950E-1.7E - 10' BAYS TW❑ 2" X 4" S❑LID FILLERS N❑TCH 2" X 10" T❑ SEAT IN BRACKET 5/8"0 M. B❑LT THRU RAFTER 10 GA, HRS STEEL SIDES 1 1/8' 1/4' X 3' X 6 1/4' STEEL BOTTOM PL EXPIRES 12/29/07 SPOKANE POST FRAME, INC. LEAN-TO BEAM ATTACHMENT TO MAIN BUILDINC POST - 30 & 40 PSF LIVE LOAD APPROVED SCALE NTS SPFI.19 REV. NOTES FOR C❑NNECTI❑N DETAIL Sl MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '3' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS S3 ❑VERHANG EAVE PURLIN S4 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PR❑VIDE TRUSS SEAT. ©WOOD POST, SEE P❑ST/F❑❑TING SCHEDULE. S6 2' X 6' OR 2' X 8' JACK RAFTER NAIL TO SIDE OF TRUSS TOP CHORD 02 - 10d NAILS @ 6' 0. C. S8 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 02' X 6' OR 2' X 8' EAVE GIRT ril /)' U�S u ESra� '�`,.,\" IF114 SJ�l. IS NOT ����\ Z'- ?}cp1ED N FD me usaa OR PW ROOUCTION OF I w-;�,y. OR �l:E9AKi NAY II TN C D SEAMM rrEiviENTOFTNE PEO.::c�PYRKMT ACT. COP`"+? .*3. PP,O----N TO^„POR1 COP AR1LHT VIOLATIONS 1-800-735-6347 '_\O $25 REWARD FORREPORTING .. AN ACTUAL COPYRIGHT �09 INFRINGEMENT R� SEAL EAVE OVERHANG DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. TRUSS - COLUMN CONNECTION EAVE OVERHANG CONNECTION DETAILS STANDARD POST FRAME BUILDING PLANS DRAWN DY DATE REV. VAMBEKE 1-16-05 APPROVED SCALE SSI. 1 7 NTS GABLE TRUSS TRUSS BLOCKING ❑UTRIGGER 7 PURLIN TOP GIRT CENTER COLUMN OVERHANG @ EAVE N.T.S. 12" TO 24' EAVE OVERHANG TOP GIRT SIZE: 30 PSF 40 PSF 50 'PSF' 10' BAYS 2" X 8" 2" X 10" 2" X 10'o 12' BAYS',. ,—V .X. 2" :, ›C 10„ 2„ X 12" 2" X „ 2" X 4' SUB FASCIA END COLUMN \$\)0 µ RE T41 �'SSuni Is �t3 SEX. S I OTCyr';;;;9 �s5�I mEJ8 ORS ih�UCT10NOF mS PLY` OF. HLI:£PANTMAY 3E ArI u•PRLIC.iMENT OF -nit ra+. cop.rs COp p?,G TI PROTECT1CrN 4. REPORT COPYRIGHT VIOLATIOvS CALL >- }-830-735-6347 1-- $25 REWARD FOR REPORTING AN ACIUAL COPYRIGHT �\ �9 INFRINGEMENT �~,a� igr9FP9ooUCFD 1d �:°Y \0' EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. TRUSS - COLUMN CONNECTION EAVE OVERHANG CONNECTION DETAILS STANDARD POST FRAME BUILDING PLANS DRAWN 3Y WAMBEKE DATE 1-16-05 SSI.17 REV. APPROVED SCALE NTS OAV LTh 3 L 1061 0 PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FOR CODE OMPLIANCE SPOKANE VALLEY BUI ING E VISION