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2014, 03-07 Permit App: BLD-2014-0409 Storage Buildingopuis the Spokane Valley, WA 99206 scOUalley. (509a-0036 FAX: (509)688-0037 ww\ kanevalley.org Community Development Residential Construction Permit Application • PERMIT FEE: ❑ New Construction ❑ Addition/Remodel ❑ Other: [ Accessory Bldg {1 Deck SITE ADDRESS: I, (3 N d k4t1 e& ...5-Fb )4(9 .f ICJ tib ASSESSORS PARCEL NO: l) i.7 N -.15 22 LEGAL DESCRIPTION: ° •'�`_ Buildiiig:Owuerc.:C �.>.^�• outractori= J Name: 13/'2-A Nt� I 01 S"G—'oV`ti . n Name: '" CkJ4l�f`t_ i4S1 Address: •4_00t el. 2� t (�l}C Address:113 talBLkl4� �k city: 5p .1., ma B� State: IA Zip:e21, I I city: 3%Y 4 State: -_ Zip:�1 . Phone: 'RI_SG oil Fax: Phone: 1 z- O it Fax: q+t q S -I !r ,Daae: bl /r FINISHEDBASEMENT SQ. FTG: Exp cU L pri3o ant VA 0. Exp Cgn*Mat0.) lC - . _ : _ .!.: r : , .., PCCSOD._';,.y.- -' - .. _:'t<:.;'';c: -_ � �' .'�'�;� `a5 30% SLOPES ON er PR ERTY: ii//tty- s Lic1- C Business Lic. No: ;NST (TION TYPE: ,ol-4_ �u:.\,B.Luct HEAT SOURCE: -(3. 'SEW E OR SEPTIC? Name: .s- %f' LA %1 Phone: %24 - 01'6 f Describe the scope of work in detail: Cost of Project: $ 20 30r etv') NIL 30 x- 0- 5E-tb Proposed Use: �r�� t.pw4t s\ --a& < **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: i 11 DIMENSIONS:/ _ 3N r(ii#C 11/4 3:1'4 # OF STORIES: TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. FTG: 3)11 30 - i°° ¢' I,0' i- 30'— 300 4 _- 2 FLOOR SQ. FTG: ' /A.4 -'4/p UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: _a -- fa----- a�FINISHED FINISHEDBASEMENT SQ. FTG: A' e - e. -' .4' DECK/COV. PATIO SQ. FTG: ..— 30% SLOPES ON er PR ERTY: # OF BEDROOMS: ;NST (TION TYPE: ,ol-4_ �u:.\,B.Luct HEAT SOURCE: -(3. 'SEW E OR SEPTIC? The permitee verges, acknowledges and agrees by their signature that 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. SIGNATURE: Method of Payment 0 Cash Bankcard #: Authorized Signature: REVISED 2115/07 IF/Check DATE: ❑ Mastercard 0 VI Expires: VIN#: Project #ti -V -D014- 01409 RECEIVED A MAR 0 7 2014 al -- CSV PERMIT CENTER SUB # 1-1-1 REV. # residential Driveway - - roject:#0�%1 14-040 Cz v r�HTVIi� Spokane Valley Municipal Code { VMC) Section 19.40.020.B; "Ail residential drivewa+ and off-street parking areas shall be paved with asphalt, Portland cement, grasse et6kier1f1 ck rother ejv lent Sbrlace aterlal". A paving waiver can only be granted if the structure you are•pr pos g Is n oingito require a riveway for daily use. PAVING WAIVERMAR 0 7 21;.° +unity evelopment — Planning DivisionSpr gue Ave Suite B-3 • Spokane Valley WA 99206 PART I — OWNER INFORMATION OWNER NAME: .13r74,1\j .•. (�, ia°t1 , Pk -\61.4 1►t,,, J 1:31,46.,Fx tj PARCEL #: ,j 15 — '7 3—ZZ— ADDRESS: 1 1 t CITY: _ A- \l'Lt'C/ ? STATE: iJ 1 ZIP: 191 21.4 PHONE: - 45i-1 FAX: CELL: 1 EMAIL: PART II —DETAILS OF PAVING WAIVER 1. Do you have an existing garage for parking daily use vehicles? YES ❑ NO 2. Is the proposed detached structure used for storage only? -YES [] NO 3. Do you plan on using the deta hed structure to park vehicles? [YES ❑ NO If yes, then what type of vehicles? v, 47- (66.X. S-bof-(-\e 4. Do you plan to conduct a buslne from proposed detached structure? 11 YES NO If so, what is the nature of your business? 111 AUTHORIZATION I,(PRINTNAME}� rr wu1� (2.e A,6 , owner, hereby confirm that the information provided on this form is true and correct. I acknowledge that any change in the foregoing conditions, could require the City to impose paving requirements. I further agree to report any change in these conditions to the Spokane Valley Community Development Department, Planning Division, within 30 days. Owner Signature Date PART IV — DECISION STAFF HAS REVIEWED THE PROPOSED PAVING WAIVER ON BEHALF OF THE COMMUNITY DEVELOPMENT DIRECTOR AND FIND THE REQUEST IS GRANTED AT SAID ADDRESS FOR PERMIT #: Planning Division Staff Signature , Date Created 627/11 Page 1 of 1 SPOKANE POST r R2®E, INC. Engineered Pole Buildings shops garages storage buildings cabins kits -cost plus 70111 E. 2nd Ave Spokane. WA 99212 ROLFE WILL Owner 509-926-0865 • Fax 509-924-5161 or 1-866-926-0865 Visit us at www spokanepostframe.com Site Plan JOB NAME,fryJ4.Q() --Lror, I/SE4 (3sfwtf,i- PI1ONE a "1-41-<5-40`f ADDRESS 1\3 A • SL.A1Ct PA_ 51A0 `)414I LAT 1124, LEGAL DESCRIPTION faiic4t ' 95-159- 2-5-2_7_ Project #B-10-20114-0140 RECEIVED,. MAR 0 7 2014 �- (CffraMIT CENTER SUB # —r— REV. # Show streets/alley Show septic/sewer/di alnf Held Show existing buildings Show proposed building Show setbacks - front, rear, sides Show lot size ZONING CRITERIA - SPOKANE CW - If closer than 5' to property line - need f Irewal1 and par abet Out of r ear 30' and closer than 5' - need walver from neighbor Can t cover mare than 508 of rear 25' Corner lot - building must be 20' from property line 50 minimum setback from front property line Less than 8' from residence - need firewall laxtmurn souare footage - 108 of lot area (Flust be less than 3,000 so f t 1 I lay not subdivide lot so that building Is more than 108 of residual lot area Saunty If closer than 5' to property line - need firewall 10' from septic/dralnf leld Less than 6' from residence - need firewall GELIEAAI SETBACKS ARE SHOWN BELOW. WILL NEED TO CHECK CODE BOOK AIID KNOW WHAT ZONING YOU RE IN TO BE SURE MAX111111 BUILDING SIZE ALSO CHANGES WITH DIFFERENT ZONING 5' minimum side yard setback 5' minimum rear yard setback Minimum front and side street setback - 25' from property line or 55' from center of road - whichever Is greater rcpasise -3n' ar �o 1( Kci 2q rr� -ia act124). TOLL a• y A 9 i S1,041/2(1.. M-' PLANNING DEPT. APPROVED BYCA 1l1 LSh LLA DATE: 30 I4 s WAMBEKE ENGINEERING 2913 East 61x1 Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com March 6, 2014 Mr. Jeff Palmer SPOKANE POST FRAME, INC. 7001 E. 2n° Avenue Spokane, WA 99212 SUBJECT: 30' X 30' X 12'0" POST FRAME BUILDING WITH 10' X 30' X 8' OPEN LEAN-TO ONE SIDE FOR BILL BENNETT, 113 N. BLAKE ROAD, SPOKANE VALLEY, WA 99216 Dear Jeff: This post frame building was sold to Mr. Bennett and it will be constructed on his lot in Spokane Valley using standard post frame building plans and lean-to addition plans I have prepared for Spokane Post Frame, Inc. for 40 PSF roof live (snow) load, 110 MPH wind speed, Exposure B, Seismic Design Category C and 2,000 PSF allowable soil bearing pressure, IBC 2012. Posts are located @ 10' centers and the roof has a 4:12 pitch trusses. The lean-to is open three sides. I have reviewed the design of this building and checked it for the diaphragm design criteria used in the standard plan design. The front endwall has a 16' x 10' overhead door. There is sufficient steel sheeting on this endwall to transfer lateral loads on the sidewall and roof to the base of the building. The rear endwall has no openings. There is sufficient steel sheeting on this endwall to transfer lateral loads on the sidewall and roof to the base of the building. The left sidewall has no openings. The right sidewall has a 3' pass door. Sidewall openings do not affect the lateral load resistance of the building. Use the standard 40 PSF post frame building plans and lean-to addition plans for all the framing details for this building with the above exception. Please contact me if you have any additional questions about the design of this building. S Daniel Wambeke, P.E. Enclosures DW:dw Project # RECEIVED MAR 072014 CSV PERMIT CENTER SUB # REV. # C� Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems t -90-0/1E 5F0 di) pg, iDok E eitiakz. -55rC COav09- 3\ -312e./..)oi2 :\-\-- v% A) • L' -ti, -v . ert 2,1gtr- v J si 6 N 12, N N SVp� V�C} o MS :. rs C Project Dl+k'D 40� * c R���R W �8 X9067 0 VI Z Z, �`sSIONAU U`� pOS1 FRp,g.,5p, SPANS =�`� 5)0014..Gs,12'jp ROOV. FR �� X 03 `� X Ppsj FRA MING PLAN Rpp� �1.1 °RaNN lis(°►tA%S SPF1.02 t 1 Vlc pMBEKD SCALE APPR�V ED N ( S / z 0G 0_ USE 2'X 6' • 0 N A n Z zQ J U Q_ 1- CO U X (1J • W tU �au SPAN ti RID❑UBLE TRUSSES W c '1111VIBLE TRUSSES 23 U SINGLE TRUSS \_® \\_® PLAN VIEW N.T.S. NOTES FOR FLOOR PLAN C) INTERIOR FRAME WOOD POSTS, POST SCHEDULE. 0 GABLE WALL POSTS - 6" X 6" TYPICAL DOOR POSTS - 4" X 6" TYPICAL F❑❑TING DIMENSI❑NS - B = D= 3'_0" MAXIMUM POSTSPACING 12' 0" PURLINS @ 24" O.C., BEARING OR JOIST HANGERS (TYPICAL) SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS PLAN VIEW D WAMEEKEDRAVHBY 6-3ATE0-OA APPROVED SCALE NTS SPFI.01 REV. SEE Q DETAIL 4 SEE DETAIL 12 z D J U W Z D LJ Dr o L) N W LJ •r NOTES FOR SECTION A—A 0 TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS 0 2' X 6' @ 24' 0. C.j 10' BAYS DF—L #2 GIRTS FLAT @ 24' O.C. 2' X 6' @ 24' 0. C., 12' BAYS DF—L #1 GIRTS FLAT @ 24' O.C. OR 2' X 6' DF—L #2 GIRTS FLAT WITH 2' X 4' BACKERS @ 48' O. C, 0 CONCRETE FOOTING, SEE SCHEDULE S5 EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH l's LONG SEE FOOTING WOODFAST TEKS. DETAIL SEE DETAIL BUILDING SECTION A - A N.T.S. SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS BUILDING CROSS SECTION DRAVN BY BATE WAMBEKE 6-30-04 APPROVED SCALE NTS SPFI.03 REV. PURLIN CONNECTI❑N METHODS1 A). PURLINS MAY BE HUNG OFF .THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST 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 INTO EACH TOP CHORD MEMBER 12. ®io. *Afics1/4 a) • • / At I a) • ..-..r,, .-- 0,... 0 1/7 DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. AL /iv Caw, q ec•T10N P MC 'NOD "E'CTION 1 NOTES FOR CONNECTI❑N DETAIL S1 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER ION S2 PURLIN SUPPORT STRUT 2' X '4' X FULL DEPTH OF TOP CHORD PLUS PURLIN, 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 PR❑VIDE TRUSS SEAT. S5 WOOD POST, SEE P❑ST/FO❑TING SCHEDULE. S6 4 - 40d GALV, NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT ©SOLID BLOCKING AT CONNECTION POINTS, S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 59 2' X 6' OR 2' X 8' TOP GIRT S1 4 - 16d NAILS OR 3/4'0 M. BOLT SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS TRUSS -COLUMN CONNECTION DRAVN BY DATE VAMBEKE 6-30-04 APPROVED SCALE NTS SPF1.04 REV. KNEEBRACE S FOR DES AIL 2- OIHERS NOTE P CHORD' DES DESIGN IGN • O� OTHERS SS TO CD S1 Russ BOTTDM #2OEACH SIDING SCHEDULE S2 2" X {,� S LSEE POST/FOOTING SIDE EACH S: WOOD 6dSGA0/ • NAILS REQUIRED WHERE SCHEDULE, TRUSSES, S5 �` NEE Is ON P/FOOTING GAB E LEDTRUSs/PAST 1). SHOWN ON REQUIRED CE / POST AND BOLTS, BRACE NQ KNEE BRA 4,� THRU 2� ALT ERCP �N � OSE 3 / EACH LOCATION, 1 1/2. S4 3•� AIL 2 OST �Rp,N1E, INC. SPOKp,NE p iO 5a, SPANS ST FRAME BUILDINGS, �l`p1� ��1 & TRUSS BRACE. DAA VN SE W MABEK APPROVED DALE _30-0 SCAt.E NrS SPFl.05 TO THE 2009 EDITION OF THE NATE CODES. BUILDING SPECIFICATIONS: USE IN 40 PSF LIVE LOAD, 85 L (IBC 2009), AND ALL STTE & LOCAL BUILDING RA — ALL BUILDING CONSTRUCTION SHALL CONFORM GENERAL BUILDING CODE= 5 PSF* SURE B AND SEISMIC DESIGN AROOF DE OR LOAD = 1 PSF THESE SPECIFICATIONS AND PLANS ARE INTENDED F = 40 PSF MPH WIND SPEEDS,• OOF LIVE LOAD — 0 pSF CEILING DEAD LOAD DESIGN LOADS CEILING LIVE LOAD OF M 3" THICKNESS OF FIBERGLASS INSULATION.SILTY * ROOF DL ALLOWS FOR A MAXI = 2,000 PSF SAND, SAND, SILTY SAND,LESSER SOIL * MAXIMUM SOIL BEARING PRESSURE ON CLAYEYTYE ENGINEER. MAXIMUM SOIL BEARING PRESSURE 1S BASED NG SIZE ADJUSTMENT BY sl, 4 SACK MIX EY GRAVEL SOILS OF BETTER PER IBC TABLE 18 p0 GRAVEL AND WILL TO ACI COMPRESSIVE STRENGTH F c = 2,0 WOO CONDITIONS W� NIMUM 128 DAY COMPRESSIVE AND CONSTRUCTION SHALL CONFORM CONCRETE CAST IN PLACE CONCRETEOR BETTER BY WWPA FOR DOOTINGS. CONFORM TO DF —L #2 318-08.STRUCTURAL LUMBER SHALL 19% BY WEIGHT. NAILING SHALL GRADING — ULESCONTENT SHALL BE SHALL BE MAXIMUM204 MOISTURE G SCHEDULE & OTHERAPPROPRIATE WOOD SHALL SECTIONS OF ;RARING RULES.COPPER OR STAINLESS CONFORM 23 OF IBCLE 230 2009. FASTENING SILICONE BRONZE, OF AWPA STANDARDS OF COATED ALL NAILS INTO STEEL, IL CONE TREATEDEMENTSON THE EECCACOATOp SHALLREQUIREMENTS NOTED HOT—DIPPED ZINC WOOD SHALL CONFORM TO THE FULL DIMENSION AND STEEL. TREATED— — 4 & C-28. POSTS FOR BUILDINGS ZILDIN S SHALL BE APPROVED EQUAL. C_23, C 2 HEM FI #OR GR D, C-22, PLANS. ALL POST MATERIALS SHALL BE STRUCTURAL QUALITY (SQ}, A307. METAL PANELS MAY BE DELTA RIB STYLE, D pA GRADING RULES. HADWARE SHALL BE SIMPSON GASKETED BY WW TO ASTMGASKE GAUGE THICKNESS, ASTM A653 WITH PLATED, ALL BOLTS SHALL ksi.PAINTED R29 FASTENED TO SK TS GALVANIZED OR ROOF PANELS SHALL BE FASTENED TO PURLINS 1/2" - LONGOML TO WOOD FASTENERS. WALL PANELS SHALL BE yAMETAL TO WOOD FASTENERS. PANELS SHALL BE MET 1" LONGER GASKETED OR TO THE MANUFACTURERS Y ASTM WITH COMPACTIONATED, FASTENED ACCORDING AND Ep SOIL BENEATH FOOTINGS AS DETERMINED COMPACTED INSTALLED — ALL BACKFILL SOIL 95% OF THE PROCTOR DENS A VIBRATORY COMPACTOR TO TRUSSES SHALL THEBEDESIGNED OFBY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO A1557, METHOD D. PRACTICE WASHI LOAD = 40 PSF I TRUSS LOADING: TOP CHORD LIVE TOP CHORD DEAD LOAD 5 PSF= 1 PSF BOTTOM CHORD DEAD LOAD • • FOOTING DETAIL S SIZED PER SCHEDULL TREATED POSTS AS OBTAIN VIBRATE OR CONCRETE TO FULL UNDISTURBED SOIL FOR 1 FOOTING DETAIL SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, i2' TO 50' SPANS SPECIFICATIONS & FOUNDATION — IBC 2006 DRAVN 8Y W AMBEKE APPROVED DATE _03-0 SPFI.06 POST/FOOTING SCHEDULE 12' - 24' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" WXD "B" DIA. REQUIRED VOLUME, YD3 10'-0" 10'-0„___. 101-0""... 1010". _. 10'-0" 10'-0" - 10.-0" 101-0"-- 8'-0" 101-0'"... 12;-0" 14'-0" 16'-O"... 18'-0".. 20'-0" 22'-0" 6"X6" 6" X 6" 6" X6" W/2" X 6"__ 6" X 8" W/2" X 6" 6" X 10" 6" X 10" 6"X10"W/2"X 6" 24" 24" ..��,24,, 24' ,-- 24" �.._. 24" 24" 24" 3'-0" 3'-0",... 3'-0"._. 3"-0 3'-0" 3'-0" 3,-0"_._ 3'-2" 3'-8" NO NO NO NO NO NO NO NO NO 0.35 0.35 ...,...._ 0.35- .......... . __- _ 0.35 0.35 0.35 0.37 .......�___ � 0.43 12-0" 12-0" 12-0'" 12-07 12-0" 12-0" 12'-0" 12'-0" 12'-0" 8'-0" 101-0"... 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6"X6" 6"X6" 6 X6"W/2"X6" 6" X 6" W/2" X 6" 6"X8"W/2"X6" 6"X8"W/2"X 6" 6" X 10" 6" X 10" W/2" X 6" 6" X 12" 2 26" 26" 26" 26" 27" 27' 27" 27" ," 4'-0" 311-0" 3'-0".. 3'-0" 3'-0: 3'-0" 3;-3 3'-6" .. 3'-10" NO NO NO NO...... NO...... NO NO ..._ NO ..,. YEs.._. 0.41 _.,._.__. 0.41 0.41 ..._.....:0.41.... 0.41 0.45 0.48 .._..__._. _...0.52,.,. .� _._....0.57 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"O X 3'—O" DEEP FOR WALL HEIGHTS TO 16'—O". ABOVE 1 6' WALL HEIGHT, FOOTINGS SHALL BE 24"o X 3'-4" DEEP. 4- ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONSTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" Sc FOOTING DEPTH X 4". SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 12' TO 24' SPANS DAT DY DATE WAMSEKE 6-30-04 APPROVED SCALE NTS SPFI.07A REV. POST/FOOTING SCHEDULE 30' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACI NG W X D "B" DIA. REQUI RED VOLUME, YD3 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 8'-0" 10'-0" 14'-0" 16'43"- 18'-0" 20'-0". 22'-0 24'-0 6" X 6" 6" X 6" 6" X 6" W/2" X 6" 6"X8„' 6” X 8" W/2" X 6" 6" X 6"X10"W/2"X 6" 6" X 12" 26" 26" 26 27" 27" 27" 27" 27" 27" 3'-0" 3'-0"NO 3'-0" 3'-0" 3'-0" 3'-0" 3'-0„ 31-6" .sS-rez NO NO NO NO NO NONO 0.41 0.41 0.44 0.44 -0.44 0.44 0.48_ 0.52 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 8'-0" 10'-0" 12'-0" 14'-0" 16:-0" 18'-0" 20'-0" 22'-0" 24'-0 6" X 6" 6" X 6" 6"X6"W/2"X 6" 6" X 8" 6" X 8" W/2" X 6" 6" X 10" 6"X10"W/2"X 6" 6"X12 6" X 12" W/2" X 6" 30" 30" 30" 30" 30" 30" 30" 30" 30" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" 3'-4" 3'-8" NO NO NO NO NO NO ... NO, .. NO..... . YES 0.55 0.55 0.55 0.55 0.55 0.55 0.58 0.61 0.64 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'-O" 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 (CONSTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING , DEPTH X 4". L SPOKANE POST. FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 30' SPANS DRAVN BY WAMBEKE APPROVED DATE 6-30-04 SCALE NTS SPF1.078 REV. POST/FOOTING SCHEDULE 36' SPANS, 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 0.51 10'-0" 10'-0" 6" X 6" 30" 3'-0" NO 0.51 10'-0" 12'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.51 10'-0" 14'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.51 10'-0" 16'-0" -61;--18".. 8" 30" 3'-0" NO 0.51 10'-0" 18'-0" 6" X 8"W/2" X 6" 30" 3'-0" NO 0.51 10'-0" 20'-0" 6" X 10" 30" 3'-0" NO 0.51 10'-0" 22'-0" 6" X 10" W/2" X 6" 30" 3'-2" NO 0.58 10'-0" 24'-0" 6" X 10" W/2" X 6" 30" • 3'-6" YES 0.64 12-0" 8'-0" 6" X 6" 32" 3'-0" NO 0.62 12-0" 10'-0" 6" X 6" 32" 3'-0" NO 0.62 12-0" 12'-0" 6" X 6" W/2" X 6" 32" 3'-0" NO 0.62 12-0" 14'-0" 6" X 8" 32" 3'-0" NO 0.62 12-0" 16'-0" 6" X 8" W/2" X 6" 32" 3'-0" NO 0.62 12-0" 18'-0" 6".X 10" 32" 3'-0" NO 0.62 12-0" 20'-0" 6" -k-ib" W/2" X 6" 32" 3'-0" NO 0.62 12-0" 27-0" 6" X 12" 32" 3'-3" NO 0.67 l' 12-0" 24'-0" 6" X 12" W/2" X 6" 32" 3'-6" NO 0.72 NOTE: . 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 (CONSTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 36" SPANS DRAWN BY WAMBEKE APPROVED DATE 6-30-0i SCALE NTS SPFI.07C REV. POST/FOOTING SCHEDULE 40' SPANS, 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 0.55 10'-0" 10'-0" 6" X 6" 30" 3'-0" NO 0.55 10'-0" 12'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.55 10'-0" 14'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.55 10'-0" 16'-0" 6" X 8" 30" 3'-0" YES 0.55 10'-0" 16'-0" 6" X 8" W/2" X 6" 30" _ 3'-0" NO 0.55 10'-0" 18'-0" 6" X 8" W/2" X 6" 32" 3'-0" NO 0.62 10'-0" 20'-0" 6" X 10" 32" 3'-0" NO 0.62 10'-0" 22'-0" 6" X 10" W/2" X 6" 32" 3'-0" NO 0.62 10'-0" 24'-0" 6" X 12" 32" 3'-3" YES 0.68 12-0" 8'-0" 6" X 6" 33" 3'-0" NO0.66 12-0" 10'-0" 6" X 6" W/2" X 6" 33" 3'-0" NO 0.66 12-0" 12'-0" 6" X 8" 33" 3'-0" NO 0.66 12-0" 14'-0" 6" X 8" 33" 3'-0" NO 0.66 12-0" 16'-0" 6" X 8" W/2" X 6" 33" 3'-0" NO 0.66 12-0" 18'-0" 6" X 10" 33" 3'-0" NO 0.66 12'-0" 20'-0" 6" X 10" W/2" X 6" 33" 3'-0" NO 0.66 12-0" 221-0" 6" X 12" 34" 3'-2" NO 0.74 12-0" 24'-0" 6" X 12" W/2" X 6" 34" 3'-6" NO 0.82 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'-O" 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 (CONSTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 40' SPANS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07D REV. POST/FOOTING SCHEDULE 48' TO 52' SPANS, 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" 34" 3'-0" NO 0.70 10'-0" . . 10•-0.. 6""*6" 14" 3'-0,. NO 0.70 10'43" 12'-0" 6" X 6" W/2" X 6" 34" 3'-0" NO 0.70 10'-0" 14'-0" 6" X 8" 34" 3'-0" NO 0.70 10'-0" 16'-0" 6" X 8" W/2" X 6" 34" 3'-0" NO 0.70 10'-0" 18'-0" 6" X 8" W/2" X 6" 34" 3'-0" NO 0.70 10'-0" 20'-0" 6" x-16“ 34" 3'-0" YES 0.70 10'-0" 22'-0" 6" X 10" W/2" X 6" 34" 3'-0" NO 0.70 10'-0" 24'-0" 6" X 12" 34" 3'-2" NO 0.74 12-0" 8'-0" 6" X 6" 38" 3'-0" NO 0.88 12-0" 10'-0" 6" X 6" W/2" X 6" 38" 3'-0" NO 0.88 12-0" 12'-0" 6" X 6" W/2" X 6" 38" 3':0" NO 0.88 12-0" 14'-O" 6" X 87 W/2" X 6" 38" 3'-0" NO 0.88 12-0" 16'-0" 6" X 8" W/2" X 6" 38" 3'-0" NO 0.88 12-0" 18'-0" 6" X 10" W/2" X 6" 38" 3'-0" YES0.88 12-0" 20'-0" 6" X 10" W/2" X 6" 38" 3'-0" NO 0.88 12-0" 22'-0" 6" X 12" 38" 3'-0" NO 0.88 12-0" 24'-0" 6" X 12" W/2" X 6" 38" 3'-3" NO 0.95 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 (CONSTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 50' SPANS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07E REV. 12 4 rt -1111 1 1 1 1 1 1 1 1 I klio 1 1 20' 0' MAXIMUM 1 8 - 16d NAILS lat 4) 1 1 1 e6) SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATION 0 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 0 2' X 10' HEADER 0 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 GABLE END TRUSS 2' X 6' X 18' BOLTING BLOCK 2' X 6' X 18' BOLTING BLOCK DETAIL 3 TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS - 16d NAILS CORNER POST 16d NAILS SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS ENDWALL FRAMING PLANS & CONNECTIONS 6-30 -0'WVEKE APPROVED SCALE NTS SPFI.8 REV. FRUNT LONPN' ERS R OP B� flT N " DOORS �U�ES �� TRUSS DSR UP TO 12p 0" DOOROP S 24, S�H.X 2NH��DGRUP N2"X' �• X 1 � BASKGD lQ� 2' X 12 HF ADER _ 8' j F AGER, S3 2 X 6' DOOR 2" X 6 18 S Q A NF DOR POS -1- " _ Xl S" F AGAR. A��6NEIGN X 6 � KINGPOS� S5 DOUBLE. � CHORD BRACING TRUSS BOTTOM NOTES FOR S1 TRUSS GABLE END 52 TRUSSES DOUBLE INTERIOR 0 0' O C 2" X 4' X -BRACING @ 100• p C ' BOTTOM CHORD BRACING @ 10 S4 2 X 4' SS TRUSSES WITH TOENAIL BRACES TO 3 - 1Od NAILS 1" w TI c Ep $11 RM NT NEEDED' RIB III, 36'' WIDTH OR ERE NEEDED! THE FOLLOWING MINIMUM RGRAND AOOF T 9RAOC REQUIREMENTS TO HIGH RIB) i F1 L STEED 29 GAUGE /2' AT BATH SIDES OF 1110 x 1 1 SCREWS' 1114 x1 1/2' r� FIELD SCREWS NEEDED ■ EAVE AND RIDGE PURLiN EQUIVALENT EACH MAJOR RIB SAND -RIB III, 36'WIDTH OR E (NEXT TD HIGH RIB) THE FOLLOWINGMINIMUM ENDW ALL 9 IApPCRAGM REOUwS Eg14 x 1 1/2' a ENDWALL FIELD S STE' 1110 x 1 1/2' e R HEADER TCTE ■ FIELD SCREWS' TRUSS, AND DOIB a BASE GIRT, F EACH MAJOR ,,, fluQAGM SCI e BOTH SIDES O SCREWS e EN &WB BASE DIAPHRAGM IEPURLISSGBLD TOP CHORD, RIDGE NON ROOF M SCREWS$ TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABOVE . .�•TT 'SPANS POST FRAME BUILDINGS, 12' TO 50 TRUSS BRACING & PO5T LA►+tINATIONS ~— LA►� �V H 1 $TREATED MEMBER POST • LAMINATE MUST BE A THE FOOTING. NQTE� 2' X TO THE BOTTOM MID HEIGHT OF COLUMN AND MUSTMAY BE SPLICED ABOVE LAMINATE EXTEND PURUN SIZES AND SPACING USE 2' X 6' DF -L *2 B 2' 0' O.C., B' BAYS USE 2' X 6' DF -L *2 B 2' 0' O.C., 10' BAYS USE 2' K B' DF -L *2 12' 0' O.C., 12' BAYS PURUN CONNECTION NETH00 PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIHPSON JOIST HANGERS OR EQUAL NOTES FOR LEAN TO CONNECTION DETAIL ® MANUFACTURED TRUSS NOTCH P0ST5 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. © TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. ® 3/4' DIA. MACHINE BOLT ® 2' K 6' K 24' DF -1, CONNECTION BLOCK. PROVIDE BLOCK EACH SIDE OF POST. ® TYP. PURLIN. SEE CHART AT LEFT FOR SIZES. ®2' K 6. OR 2' X 0' EAVE GIRT 02' K 6' DFL GIRTS 124' OC.. TYPICAL 0', 10' OR 12' BAYS ® 6' K 6' FULL SIZE LEAN TO POST ®9 I6d NAILS ® LEAN-TO RAFTERS - SEE CHART L SECTION A -A NOTES FOR LEAN TO GIRTS GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S NAY BE OPEN OR ENCLOSED USE 2' K 6' DF -1. *2 GIRTS 12' 0' D.C. FOR 8' BAYS USE 2' K 6' DF -L 112 GIRTS 2 2' 0' 0.C, FOR I0' BAYS USE 2' M 6' DF -L 112 GIRTS B 2' 0' D.C. FOR 12' BAYS 7, LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE NIS. SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS LEAN-TO FRAMING PLANS SPFI.14 REV. NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING © UNDISTURBED SOIL 0 BUILDING SPECIFICATIONS: GENERAL — ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2009 EDITION OF THE INTERNATIONAL BUILDING COD (IBC 2009) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 40 PSF LIVE LOAD SITUATIONS. BUILDINGS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B & SEISMIC DESIGN CATEGORY B, SEISMIC DESIGN CATEGORY C. DESIGN LOADS — ROOF LIVE LOAD = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LIVE LOAD = 0 PSF CEILING DEAD LOAD = 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 & CLAYEY GRAVEL (SW, SP; SM, SC, GM & GC) SOILS OR BETTER (IBC TABLE 1806.2). 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 318-08. 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. ALL NAILS IN TO PRESERVATIVE TREATED WOOD SHALL BE HOT—DIP GALVANIZED ZINC COATED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA 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 4" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO W000 FASTENERS. PANELS SHALL BE INSTALLED & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION — ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 9514 OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6", COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL'S PROFESSIONAL. UNLESS OTHERWISE N04ED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. 0 0T SO ARE OR Rs NO FOOTING DETAIL SPOKANE POST FRAME, INC. POST FRAME BUILDINGS LEAN—TO BEAM SCHEDULE, SPECS & FOOTING DRAVN D WAHBEKEBY 6-3ATE0—Oe APPROVED SCALE NTS SPFI.15 REV. RAFTER SECTION CHART SPAN BAY SPACE LIVE LOAD PSF RAFTER SECTION SIZE OR COMBINATION ENDWALL RAFTER SECTION SIZE OR COMBINATION J?' 0' 8' 0' 40 2 - 2' X 8' & 2 - 2' X 6' BOX 2' X 12' & 2' X 8' J?' 0' 10' 0' 40 2 - 2' X 10' & 2 - 2' X 6' BOX 2' X 12' & 2' X 8' 12' 0' 12' 0' 40 2 - 2' X 10' & 2 - 2' X 6' BOX 2 - 2' X 12' 34' 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' 14' 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'J?' 0' 40 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L #1 2 - 2' X 12' DF -L #1 16' 0' 8' 0' 30 2 - 2' X 12' DF -L S. STRUCT. 2' X 12' DF -L S. STRUCT. 16' 0' 10' 0' 30 2 - 2' X 12' & 2 - 2 X 6' BOX 2 - 2' X 12' 16' 0'1?' 0' 30 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L #1 2 - 2' X 12' DF -L S.S. 16' 0' 8' 0' 40 2 - 2' X 12' & 2 - 2' X 6' BOX 2 - 2' X 12' DF -L #1 16' 0'10' 0' 40 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L S.S 2 — 2' X 12' DF -L S.S. 16' on?, 0' 40 4 — 2' X 12' & 2 — 2' X 6' BOX DF—L S.S 2 - 2' X 12' DF—L S.S. NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING © UNDISTURBED SOIL 0 BUILDING SPECIFICATIONS: GENERAL — ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2009 EDITION OF THE INTERNATIONAL BUILDING COD (IBC 2009) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 40 PSF LIVE LOAD SITUATIONS. BUILDINGS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B & SEISMIC DESIGN CATEGORY B, SEISMIC DESIGN CATEGORY C. DESIGN LOADS — ROOF LIVE LOAD = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LIVE LOAD = 0 PSF CEILING DEAD LOAD = 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 & CLAYEY GRAVEL (SW, SP; SM, SC, GM & GC) SOILS OR BETTER (IBC TABLE 1806.2). 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 318-08. 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. ALL NAILS IN TO PRESERVATIVE TREATED WOOD SHALL BE HOT—DIP GALVANIZED ZINC COATED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA 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 4" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO W000 FASTENERS. PANELS SHALL BE INSTALLED & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION — ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 9514 OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6", COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL'S PROFESSIONAL. UNLESS OTHERWISE N04ED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. 0 0T SO ARE OR Rs NO FOOTING DETAIL SPOKANE POST FRAME, INC. POST FRAME BUILDINGS LEAN—TO BEAM SCHEDULE, SPECS & FOOTING DRAVN D WAHBEKEBY 6-3ATE0—Oe APPROVED SCALE NTS SPFI.15 REV. 16d NAIL @ 10' O.C. 2' X 6' FULL WIDTH SIMPSON JOIST HANGER 2' X 6' OR 2' X 8' PURLIN 8 1/2' 2 X 8' 2' X 10' OR 2' X 12' VERTICIL MEMBERS - SEE CHART SECTION A - A STANDARD RAFTER DETAILS FULL WIDTH 2' X 6' SIMPSON JOIST HANGER 2' X 6' OR 2' X 8' PURLIN 8 1/2' 16d NAIL @ 10' O.C. 2' X 8' 2' X 10' OR 2' X 12' VERTICIL MEMBERS - SEE CHART SECTION A - A BOX BEAM DETAILS 2' X LAMINATED TO ENDWALL RAFTER WHERE REVD - 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 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS LEAN-TO BEAM CONNECTIONS DRAWN BY WAMBEKE DATE 6 -30 -OM APPROVED SCALE NTS SPFI.16 REV. alPF- 1-1 0/;1111n1111 PURLIN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIMPSON JOIST HANGERS OR EQUAL. NOTE, PURLINS TO BE SPACED ! 16' O.C. UPPER HALF OF LEAN-TO SPAN TO RESIST SNOW DRIFT LOAD NOTES FOR LEAN TO CONNECTION DETAIL HANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. 0)3/4' DIA. MACHINE BOLT - NOT REO'D ON ENDVALLS © 2' X 6' X 24' DF -L CONNECTION BLOCK, PROVIDE BLOCK EACH SIDE OF POST, 11:TYP, PURLIN. SEE CHART AT LEFT FOR SIZES. 2' X 6' OR 2' X B' EAVE GIRT 4:92' X 6' DF -L GIRTS ! 24' O.C. TYPICAL B', 10' OR 12' BAYS 4146' X 6' FULL SIZE LEAN TO POST 15D 16d NAILS GLEAN -TO RAFTERS - SEE CHART 6 SECTION A -A LEAN-TO ADDITION TO POST FRAME BUILDING STEP DOWN LEAN-TO ROOF SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS STEP-DOWN LEAN-TO FRAMING PLANS DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SPFI,16 REV. IN BUILDING MP P WSA 5/8'10 R0 'PGSA BGL �� POS BRPC�Ei SA PGMM�N • SA EEL 6 1/ 4N _______\ co SI .E._ 3" X M pL S . B°114 E� 0 '12,$P�S RPF�ER 5p� ll'aE I°' BPS L PN_ 10" MSR 1,954 -1;1C. 2" � 1p„ MSR 2" F IDLER 2" X 3,, SC31:I1) 0" H X 1 CKE� NG�G �P2 IN BRP � 4 S M BGL�T 1\-0...1 RAFTER � P 1' 6„ 6-tp POS -C 10' LEP QR 12, spA NS aA • C PURLIN SIZES AND SPACING USE 2' X 6' DF -L #2 2 24' 0.C., 8' BAYS USE 2' X 6' DF -L #2 2 24' 0.C., 10' BAYS USE 2' X 8' DF -L #2 2 24' 0.C., 12' BAYS PURLIN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIMPSON JOIST HANGERS OR EQUAL. LEAN—TO RAFTER RAFTER SECTION CHART SPAN BAY UVE LOAD RAFTER SECTION SIZE SPACE PSF OR COMBINATION ENDWALL RAFTER SECTION SIZE OR COMBINATION 9' 1' M' 0' 9' 0' 10' 0' 12. 0' 30 2 - 2' X B'DF-L #2 2' X 8'DF-L #2 30 2 - 2' X 8'DF-L #2 2' X 8'DF-L #2 30 2 = 2' X 10'DF-L #2 2' X 10'DF-L 412 9' 0' 9' 0' 8' 0' 10' 0' 12, n' 40 2 - 2' X 8'DF-L #2 2' X B'DF-L #2 40 2 - 2' X 10'DF-L #2 2' X 10'DF-L #2 40 2 - 2' X 10'DF-L #2 2' X 10'DF-L #2 10' 0' 9' 0' 10' 0' IP' 0' 0' 0' 10' 0' 30 30 30 40 40 2 - 2' X 10'DF-L #2 2 - 2' X 10'DF-L #2 2 - 2' X 12'DF-L #2 2 - 2' X 10'DF-L #2 2 - 2' X 12'DF-L #2 2' X 10'DF-L #2 2' X 10'DF-L #2 2' X 12'DF-L #2 2' X 10'DF-L #2 2' X 12'DF-L #2 _12D' 12' 0' 12' IL 8' 0' 10' 0' 9' 0' 40 30 30 30 40 2 - 2' X 10 MSR -2,250f -LSE 2 - 2' X 10 MSR -1,950f -1.7E 2 - 2 X 10 MSR -1,950f -1.7E 2 - 2' X 10 MSR -2,250f -1.8E 2 - 2' X 10 MSR -1,950f -1.7E 2' X 10, MSR -2,250f -1.8E 2' X 10 MSR -1,950f -1.7E 2' X 10 MSR -1,950f -1.7E 2' X 10 MSR -2,250f -1.8E 2' X 10 MSR -1,950f -1.7E 10' 0' 40 2 - 2' X 10 MSR -2,250f -1.8E 2' X 10 MSR -2,2509-1.8E NOTES FOR LEAN TO CONNECTION DETAIL 40 2 - 2' X 10 MSR -2,250f -1.8E 2' X 10 MSR -2,250f -1.8E ® MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO . PROVIDE TRUSS SEAT. I CO TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE 10)13/4' DIA. MACHINE BOLT ® 2' X 6' X 24' DF -L CONNECTION BLOCK. BUILDING SPECIFICATIONS: PROVIDE BLOCK EACH SIDE OF -,-POST. GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2009 EDITION OF THE fl ® TYP. PURLIN. SEE CHART AT LEFT FOR SIZES. 1 INTERNATIONAL BUILDING CODE (IBC 2009). AND ALL STATE & LOCAL BUILDING CODES. THESE P 1 SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 MPH WIND ® 2' X 6' OR 2' X 8' EAVE GIRT JOIST HANGSPEED. EXPOSURE B AND SEISMIC DESIGN CATEGORY C. ® 2' X 6' DF -L GIRTS 2 24' 0.0! I DESIGN LOADS - ROOF LIVE LOAD = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSP TYPICAL 8', 10' OR 12' BAYSoay CEILING UVE LOAD = 0 PSF CEIUNG DEAD LOAD = 1 PSF Se 6' X 6' FULL SIZE LEAN /0 POST I • ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. ® 16d NAILS • MAXIMUM SOIL BEARING PRESSURE = 2.000 PSF 'I.Sr j MAXIMUM SOIL BEARING PRESSURE 15 BASED ON SAND, SILTY SAND. CLAYEY SAND. SILTY GRAVEL tO LEAN-TO RAFTERS - SEE CHART 6 SECTION A -A AND CLAYEY GRAVEL 50115 OR BETTER BASED- ON IBC TABLE 1806.2. LESSER SOIL CONDITIONS •. .6a' 1 WILL REQUIRE REVIEW AND FOOTING; SIZE ADJUSTMENT BY THE ENGINEER. 0 6' X 6' X 36' BOLTING BLOCK--", ' CONCRETE - MINIMUM 18 DAY COMPRESSIVE STRENGTH Fc = 2,000 pal, 4 SACK MIX FOR 1 r, • S %• L NOTES FOR LEAN TO GIRTS GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S MAY BE OPEN OR ENCLOSED USE 2' X 6' DF -L #2 GIRTS 2 24' O.C. FOR 8' BAYS' USE 2' X 6' DF -L #2 GIRTS 2 24' O.C. FOR 10' BAYS USE 2' X 6' DF -L #2 GIRTS 2 24' 0.0. FOR 12' BAYS L so LEAN—TO ADDITION TO POST FRAME CONTINUOUS ROOF SLOPE f _.. If BUILDING t FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-08. 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 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVE 1 TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL SILICONE BRONZE. 1 COPPER OR STAINLESS STEEL CCA TREATED WOOD SHALL CONFORM TO THE REOUIREMENTS OF AWPA STANDARDS C-16, C-22. C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE A5 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 Ital. ROOF PANELS SHALL BE FASTENED TO PURUNS 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 FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. ALTERNATE ROOFING & SIDING APPUCATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32' 0.5.6. BOARD. 1/2' C -DX PLYWOOD OR OTHER APA RATED SHEETING, NAILED 0 6' 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAX BE COMPOSITION ROOFING OVER 30# FELT. OR 29 GAUGE METAL ROOFING OVER 15/ FELT. BUILDING MAY BE SIDED WITH 7/16' 0.5.2. BOARD, 1/2° C -0X PLYWOOD, 15/32' T-111 PLYWOOD SIDING OR NARDI-PUNK. LAP SIDING MAY BE INSTALLED OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO GIRTS WITH 8d. NAILS 0 C 0. C., OR 1 1/2' LONG X 16 GA. STEEL STAPLES 0 6' 0. C. 0 PANEL EDGES & INTERMEDIATE FRAMING. SOIL COMPACTION - AU. BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95X OF THE PROCTOR DENSITY A5 DETERMINED BY A5TII 41557. :EHOD D. SQ ARE OR '.UND FOOTING DETAIL N.T.S. NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING UNDISTURBED SOIL 6d NAIL 2 10' 0.0. 2'X 6' SIMPSON JOIST HANGER 2'X 6' OR 2' X 8' PURLIN B 1/2' 2' X 8' 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A — A STANDARD RAFTER DETAILS w a W S = ti a > LiFrl ENDVALL RARER OR EE [HART SECTION A — A STANDARD ENDVALL RAFTER DETAILS WAMBEKE ENGINEERING. Daniel Warlbeke, P. E. 2913 East 61st Court Spokane, WA 99223 Tel, 509-443-6186 Fa%1 509-448-6582 a -mall dwambeke2nsn.com LEAN—TO ADDITIONS TO POST FRAME BUILDINGS SPANS 8'-0" THROUGH 16'-0" 30 PSF & 40 PSF LIVE LOAD, IBC 2009 SPOKANE POST FRAME, INC. 7001 EAST SECOND AVENUE SPOKANE VALLEY, WASHINGTON 99212 DRAWN BY DATE DRAWING NO.,SPFI.LEAN1.IBC2009 WAMBEKE 6-29-11 SCALE' N.T.S. SHEET' 1 OF 1 REV. rtD ) 4 4 0 9 CITY COPY REVIEWED FOR CODE COMPLIANCE SPO NE VALLEY BUILDING DIVISION .146� 3_-, -�4 -