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2014, 01-14 Permit App: BLD-2014-0058 Storage BldgS'ICITY OF pdllane ,,;oOValley Community Development Department Permit Center 11703 East Sprague Avenue, Suite B-3 Spokane Valley, WA 99206 Tel: (509) 688-0036 Fax: (509) 688-0037 permitcenter(&sooka nevalley.or4 (Staff Use Only) PERMIT NUM PERMIT RESIDENTIAL CONSTRUCTION PERMIT APP&cAYiISIFQ� ;M NEW CONSTRUCTION ADDITION/ REMODEL ACCE* 'BIdING �:� DECK OTHER SITEADDRESS: � i � r I `fg- E ASSESSORS PARCEL NO.: LEGAL DESCRIPT,;"'- BUILDING OWNER NAME: NAME' `'���'��O ADDRESS' ///, © CITY: a a& e e STATE: ZIP: PHONE: FAX: CELL: CONTACT NAME: PHONE: FAX: ` CELL: CONTRACTOR NAME: j� /� S e'<9-- / ,C C ©^3 L -)i �c/ i ^j 4 MAILING ADDRESS: CITY: STATE: ZIP:. PHONE: FAX: CELL: CONTRACTOR LICENSE No. -,4 fl'S j�d C_1 >4 0,C EXPIRES: CITY BUSINESS LICENSE NO.: DESCRIBE THE SCOPE OF WORK IN DETAIL AND INDICATE USE & PROPOSED USE: ****YOU MUST COMPLETE THE FOLLOWING**** MARK N AIF NOT APPLICABLE Height to Peak: Dimensions: No. of Stories: Total Habitable Space: Main Floor SQ FT: Upper Floor SQ FT: Unfinished Basement SQ Finished Basement SQ FT: FT: Garage SQ FT: Deck/Covered Patio SQ Impervious Surface 30% Slopes on ^ 0� FT: Area: Property: No. of Bedrooms: Construction Type: Heat Source: Sewer or Septic: TOTAL COST OF PROJECT: DISCLAIMER The permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction 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) The 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 Date: Updated 1-11-11 Nage 1 or 1 http://www. spoka neva l ley.org/fi lestorage/124/938/210/948/ 1496/Building_Permit_-_Residential_11-11-1 l.doc RESIDENTIAL CHECK LIST DIRECTIONS: Place a check mark in box next to each document required for complete submittal. ❑ SITE PLAN ❑ Property lines and dimensions ❑ Setbacks to property lines ❑ Direction arrow pointing North and orientation to streets ❑ Distance between buildings ❑ Proposed/existing buildings (footprint and dimensions) ❑ Right of way/easement location & sizes ❑ Utilities, septic tank/drain field locations and distances ❑ Driveway approach size and location BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned) ❑ Elevations (Front/Rear/Sides) with roof peak and wall height including basement: ❑ Foundation Plan (crawispace, basement or slab on grade): ❑ Footing sizes and locations ❑ Supporting wood cripple walls or beams ❑ Perimeter concrete foundation wall sizes ❑ Thickened concrete pads supporting ❑ Crawlspace ventilation beams or girder trusses ❑ Floor Plan of each level (finished or unfinished) with dimensions: ❑ Floor Joist direction, size and spacing ❑ Window and door location and sizes ❑ Header, beam or concrete lintel sizes ❑ Window well locations if applicable ❑ Brace wall panel locations ❑ Room usage labels ❑ Water heater and furnace locations ❑ Smoke detector locations ❑ Exhaust fan locations ❑ Attic and crawl space access locations ❑ Deck or concrete patio sizes and locations ❑ Fire Wall construction ❑ Roof Plan: ❑ Engineered truss direction and spacing ❑ Rafter and over frame direction, size and spacing ❑ Wall Section Detail including: Roof ❑ Slope/ roofing material/ underlayment/ ice dam protection ❑ Sheathing size and type Ceiling ❑ Joist size and spacing Wall ❑ Height/ top plate/ stud size and spacing/ sole plate ❑ Exterior sheathing size and type Floor ❑ Joist size and spacing Foundation Wall ❑ Concrete or Masonry unit width ❑ Earth to wood separation distance Footing ❑ Size Radon ❑ Passive system with Emil vapor barrier Miscellaneous Construction Details ❑ Deck: ❑ Floor plan/ side view/ dimensions ❑ Floor Joist/ decking direction, size and spacing ❑ Stairway tread rise & run and nosing ❑ Ridge, eave and valley lines ❑ Beam and girder size and location ❑ Truss or rafter size, spacing & connection ❑ Attic insulation/ air space baffle/ ventilation ❑ Size of ceiling gypsum wall board ❑ Siding/ exterior house wrap/ anchor bolts ❑ Insulation, vapor barrier, gypsum wall board ❑ Sheathing or concrete floor size/ insulation ❑ Footing bottom to finished ground level depth ❑ Horizontal & vertical reinforcement if any ❑ Reinforcement if any ❑ Active system with 6 mil vapor barrier ❑ Footings/ post/ and beam size and locations ❑ Handrail / Guard height & spacing WAMBEKE ENGINEERING 2913 East 61" Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com January 11, 2014 Mr. Stan McGrew ALL SEASON BUILDING CONTRACTOR 4804 W. 34th Avenue Spokane, WA 99204 SUBJECT: 24'X 26'X 10' POST FRAME BUILDING FOR 1130142 NI COURT, SPOKANE VALLEY, WA Dear Stan: This post frame building has been sold to your customer and you intend to erect it on his site in Spokane Valley using the standard post frame building plans prepared for All Season Building Contractors for 30 PSF roof live (snow) load, 110 MPH wind speed, Exposure B, Seismic Design Category C, 2,000 PSF allowable soil bearing pressure, IBC 2012. The building has two 13' bays and 4:12 pitch roof trusses. The roof will be sheeted with 7/16" O.S.B. board. I checked the endwalls of this building using the diaphragm design criteria used in the design of the standard post frame building plans. The front endwall has a 16' x 9' overhead door and a 3' pass 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 siding on this endwall to transfer lateral loads on the sidewall and roof to the base of the building. The right sidewall has no openings. The left sidewall has no openings. Sidewall openings do not affect the lateral load resistance of the building. The standard plans do not address the 13' bays. I have designed this building and detail the structural elements below: • Roof trusses — Use two manufactured roof trusses at the single intermediate truss crossing and single gable end trusses. Trusses shall be design and certified by the truss manufacturer. • Roof purlins — Use 2" x 6" DF -L Select Structural purlins at 24" o. c. Purlins are to be attached to the trusses with standard joist hangers. • Sidewall girls — Use 2" x 6" Select Structural flat girts at 24" o. c. with 2" x 4" backers at 48" o. c. • Sidewall posts — Use 6" x 6" Hem -Fir #2 treated posts embedded in 24" diameter x 3'0" deep concrete footings. • Corner posts - Use 6" x 6" Hem -Fir #2 treated posts embedded in 20" diameter x 3'0" deep concrete footings. • Endwall posts - Use 6" x 6" Hem -Fir #2 treated posts embedded in 20" diameter x 3'0" deep concrete footings. • Use the standard 30 PSF live load post frame building plans for all framing and connections. Please contact me if you have any additional questions about the design of this post frame building. Si rely, A�1.GWI Daniel Wambeke, P. E. _ DW:d Enclosure F' LE O c �� DW.d �067 ner of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems " ., 3 1 -.=i 'I DATE:I I i's4 b 4- i 2' X 4' BACKER REQ'D @ 48' O.C. FOR BAYS LARGER THAN 11' - 16d GALV. NAILS EACH GIRT ' X 6' FLAT. GIRT @ 24' D, C. FOR 8'; 10' & 11' BAYS TYPICAL GIRT CONNECTION NOTES FOR FLOOR PLAN Q INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET GABLE WALL POSTS - 6' X 6' TYPICAL DOOR POSTS - 4' X 6' TYPICAL FOOTING DIMENSIONS, B = 1'-8'j D = 3'-0' MAXIMUM POST SPACING 12' 0' . (Q)PURLINS @ 24' D,C„ BEARING OR JOIST HANGERS (TYPICAL)' w SPANS 12' TO 60' .¢I F -y l,., olci �A A zm rl - M ---------- ---- 8'71" 0 Si TYPICAL PURLIN; SEE FL1212R - w =)_1 m Iti o. ,a POST H A S3 2' X 6' @ 24' D.C., 10' BAYS :-FOOTING 6''X6 w J> ¢ Jp J LOW m DF -L #2 GIRTS FLAT @ 24' 01 C. W X D C3 S4 CONCRETE FOOTING, SEE SCHEDULE �J F_ N 7 w 1- f1„ 10-0' low, to-0" 10-0" 10-0" 10 6" 10'-0'7 10'-0 -0 1r•4 1a o 16.0 20•-0" Liw, 25.0" s'xs" 8'X6 6x s x6 Wd'Xe 6' x 6 8'X8 Wd;X8 6^X1&" 6"xwiwr k1w; 6"X 10•' W/2" X 6" 5EXTEND POST TO TOP OF PURLIN 3'-0^ 3-0' 3-0• 3-0" 3'-0" x4r, 3,a" 3••6" 4'•0" fti ' of i-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. �- BRACE NOT REQUIRED AT GABLE END TRUSSES, H 1 1/2' LONG WOODFAST TEKS, 6"xs" M. C4 0 H- F_ m C-3 w¢ 0 4 i_ IL cd -o- - Wm 4k_ DO_UBLE _TRUSSE_ _ _ - 10'-0 tr-0 14.0 1s •0' 18'-0 20'-o 27-0 2a-0' - 24" zd" MI 24^ 24" 24" 24^ 21'I T -W, 3�-0^ T -O" a•e" 3•-r' 3••5" 3'.9^ NA11 NO NO NO NO NO NO NO YEs 0.36 0.36 0.36 6.36 6.37 6.41 0.44 1 0.46 NO d POST/FOOTING 18-0 2G-0 Ha y¢ A PSF LIVE LOAD 036 037 N.T.S. €POST COLUMN 12.0' FOOTING 24''.. KNEEBRACE. � f}•• � a 1 a I a Hr-• W x D "E(' DIA. 'T• REQUIRED VOLUME, YD Z0 Ll o ZG I �-'^'-'- TTT���--•^^��•� GENERAL -'ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBC 2012) AND ALL STATE !k Lbw_ B ., C? EW �� ; UILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 PSF LIVE LOAD, 110 MPH WIND SPEED, EXPOSUR B N 112-0' 120 8-0 10-0 6'•X.6 _ 6'Xe 26 26';3-0 X� L5 Xd 041 _ 041 SEISMIC DESIGN CATEGORY TE RY C. I 1 2.0 17-0 8 X s W/2 X B NN (U .� NO 0 41 DESIGN LOADS -ROOF LIVE LOAD = 30 PSF ROOF DEAD LOAD = 5 PSF* ' • "-' "`" "-' "'-"• ' -� -' •`-'� "` 12.0" 14.0 Wmi D WN SINGLE TRUSS NO 41 CEILING LIVE LOAD = 0 PSF CEILING DEAD LOAD = 1 PSF • ROOF OL ALLOWS FOR A MAXIMUM OF -3' THICKNESS OF FIBERGLASS INSULATION. '•'�- - ... - 12-0• PLAN VIEW N,TS, 12 4 BUILDING SECTION A -A N.T.S, PURLIN CONNECTION METHODSI. 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/C2) 16d NAILS INTO EACH PURLIN, C), PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE ❑F PURLIN W/0) 16d NAIL INTO EACH TOP CHORD MEMBER 11 V// NOTES FOR CONNECTION DETAIL: NOTES FOR .DETAIL 2- KNEEBRACE PosnFoonNGscHEDULE1r NOTES FOR SECTION A -A 8'71" 0 Si TYPICAL PURLIN; SEE FL1212R uvELOAD. L w PLAN FOR SIZE S2. TRUSS DESIGN BY OTHERS POST H A S3 2' X 6' @ 24' D.C., 10' BAYS :-FOOTING 6''X6 2'X6'@24'D.0„12' BAYS = p =_ DF -L #2 GIRTS FLAT @ 24' 01 C. W X D C3 S4 CONCRETE FOOTING, SEE SCHEDULE R N 10-0' low, to-0" 10-0" 10-0" 10 6" 10'-0'7 10'-0 -0 1r•4 1a o 16.0 20•-0" Liw, 25.0" s'xs" 8'X6 6x s x6 Wd'Xe 6' x 6 8'X8 Wd;X8 6^X1&" 6"xwiwr k1w; 6"X 10•' W/2" X 6" 5EXTEND POST TO TOP OF PURLIN 3'-0^ 3-0' 3-0• 3-0" 3'-0" x4r, 3,a" 3••6" 4'•0" NO NO NO NO NO NO NO NO NO ROOF FASTENED TO PURLINS WITH i-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. �- BRACE NOT REQUIRED AT GABLE END TRUSSES, H 1 1/2' LONG WOODFAST TEKS, 6"xs" M. WALLS FASTENED TO NO 0.36 GIRTS WITH V LONG 12'0" 12.0'' 12-0" i2•a• 12 a' -0' ,2 ,2-0" 12'-0" 10'-0 tr-0 14.0 1s •0' 18'-0 20'-o 27-0 2a-0' WOODFAST TEKS, 24" zd" MI 24^ 24" 24" 24^ 21'I T -W, 3�-0^ T -O" a•e" 3•-r' 3••5" 3'.9^ NA11 NO NO NO NO NO NO NO YEs BUILDING SECTION A -A N.T.S, PURLIN CONNECTION METHODSI. 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/C2) 16d NAILS INTO EACH PURLIN, C), PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE ❑F PURLIN W/0) 16d NAIL INTO EACH TOP CHORD MEMBER 11 V// NOTES FOR CONNECTION DETAIL: NOTES FOR .DETAIL 2- KNEEBRACE PosnFoonNGscHEDULE1r ! -0 8'71" ,SPAt15;3o PSF uvELOAD. NO Si TRUSS TOP CHORDSSl - Si TRUSS T(:IP CHORD, DESIGN BY OTHERS TRUSS DESIGN BY TRUSS MANUFACTURER" • S2 PURLIN SUPPORT STRUT 2 :X 4' X FULL S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS 2"1/2� S3 ' ' D DEPTH OF TOP CHORD PLUS PURLIN; / 0 2 X 6F -L #2 EACH SIDE NAIL PURLINS W/C3> 16d NAILS . ►q; C S4 WOOD POST, SEE POST/FO❑TING SCHEDULE S5 S3 NAIL STRUT TO TOP CHORD: W/C3) 16d 2'� SS 4 - 16d GALV, NAILS, EACH SIDE NAILS EACH SIDE, 1). KNEE 'BRACE REQUIRED WHERE 0 MANUFACTURED .TRUSS, NOTCH POSTS p SHOWN `❑N:POST/FOOTING SCHEDULE, POST COLUMN 10-0 :-FOOTING 6''X6 IKNEEBRACE CONCRETE SPACING •'F1' W X D ••B•' DIA'. 'T�]URED R VOLUME, YD 10-0' low, to-0" 10-0" 10-0" 10 6" 10'-0'7 10'-0 -0 1r•4 1a o 16.0 20•-0" Liw, 25.0" s'xs" 8'X6 6x s x6 Wd'Xe 6' x 6 8'X8 Wd;X8 6^X1&" 6"xwiwr k1w; 6"X 10•' W/2" X 6" 2T, 21' 21" 22^ 2z^ 27' 2r• 22" 22" 3'-0^ 3-0' 3-0• 3-0" 3'-0" x4r, 3,a" 3••6" 4'•0" NO NO NO NO NO NO NO NO NO 0.27 0.27 0.27 0.30 0.30 0.30 o.3z 0.36 0.3B i-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. �- BRACE NOT REQUIRED AT GABLE END TRUSSES, .. -, 6-0 6"xs" M. 4'•0`' NO 0.36 2), ALTERNATE KNEE BRACE/POST AND TRUSS/POST S5 WOOD POST, SEE POST/FOOTING SCHEDULE, Li CONNECTION =USE 3/4'/8 THRU BOLTS, S6 4 - 40d GALV, NAILS IN PRE -DRILLED HOLES o p EACH LOCATION, OR 3/4'� MACHINE. BOLT I S5 �"--- m S7 SOLID BLOCKING AT CONNECTION POINTS, �tii2���� 00 S8 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE S2 i Pra'jecf S9 2' X 6' OR 2' X 8' TOP GIRT g Si 4 - 16d NAILS OR 3/4'0 M; BOLT . 1 1/2' - i � �1 E 12'0" 12.0'' 12-0" i2•a• 12 a' -0' ,2 ,2-0" 12'-0" 10'-0 tr-0 14.0 1s •0' 18'-0 20'-o 27-0 2a-0' s Xs^ 6 X6"W/r,XF. 6'x6"W/Z'Xe" s•'xB w!2"X6" s"X9•wiz' Xs^ s X10' w!2 xs" e'X,0 Wir X6^ 6"x17'wi2"xc' 24" zd" MI 24^ 24" 24" 24^ 21'I T -W, 3�-0^ T -O" a•e" 3•-r' 3••5" 3'.9^ NA11 NO NO NO NO NO NO NO YEs 0.36 0.36 0.36 6.36 6.37 6.41 0.44 1 0.46 NO d POST/FOOTING 18-0 2G-0 SCHEDULE 39 SPANS, 30 PSF LIVE LOAD 036 037 N.T.S. €POST COLUMN 12.0' FOOTING 24''.. KNEEBRACE. CONCRETE sFACING BUILDING SPECIFICATIONSt "H W x D "E(' DIA. 'T• REQUIRED VOLUME, YD DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. 1 1„ i- 2 - 16c! NAILS III 0i III 111 6,,, 8ff OR 10" POST 111 ( III I 111 ,D3 AL 111 NAILING PATTERN FOR POST LAMINATIONS NOTE:' 2" X 6" LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN ;� NOTES FOR FOOTING DETAIL Si TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING Ld ®3 UNDISTURBED S❑IL e U (U Z ® GRADE ® Si W a J W A 2 n OVERHEADSINGLE DOOR OPTION FRONT ELEVATION N,T,S. NOTES FOR FRONT ELEVATION Si GABLE END TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' OR 2' X 8' STD JOIST HANGERS; LOWER TRUSS FOR END OVERHANG, IF REQ'D S2 2 X 10' HEADER 2' X 6 GIRTS @ 24 O C , 10' BAYS, DFL #2 2' X 6' GIRTS @ 24' O,C„ 12' BAYS, DF -L #2 S4 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE 0 TREATED 2' X`6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT 8-16d 2' X 6' BOLTING DOUBLE OVERHEAD DOOR OPTION METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 kat. 10-0" ! -0 8'71" 6" X 6 24' 3:-T' NO 0.35 10 0" 16 0 10-0 low. 6''X6 24' 3-0' ' NO 0.36 S4 - dT+;�g9 g� q J 41 s'XB W/r XB X 610ALTERNATE 10-0' 17.0" 6''Xs W/7 X6 24" 3-0' NO - 0.36 ® a°� a 26" 10.0' 14'-0'' . 6" X 6 W/2'' X 8 24" 3'•0'• NO 0.36 - S5 3' 34' 10-0 110-0' 16'-0 C X8- u 3-0 NO 036 DETAIL 2 - KNEE BRACE CSV PERMIT CENTER NO 11D-0 - 18-0 2G-0 W, x W wir X8 6 x1a 24 24' 3-0 34' NO NO 036 037 N.T.S. 0.46 110 -0......27-0. 12.0' 6X10 W/2''X_ 6 24''.. 3.6 ._ NO ._.. 041 BUILDING SPECIFICATIONSt 12 SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR Sl i 10'-0•• 24-0 6' X 1r 2a" 3 1e' NO 0.46 �-'^'-'- TTT���--•^^��•� GENERAL -'ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBC 2012) AND ALL STATE !k Lbw_ B ., C? EW �� ; UILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 PSF LIVE LOAD, 110 MPH WIND SPEED, EXPOSUR B N 112-0' 120 8-0 10-0 6'•X.6 _ 6'Xe 26 26';3-0 3-0 NO NO 041 _ 041 SEISMIC DESIGN CATEGORY TE RY C. I 1 2.0 17-0 8 X s W/2 X B 28 • 3 -0 NO 0 41 DESIGN LOADS -ROOF LIVE LOAD = 30 PSF ROOF DEAD LOAD = 5 PSF* ' • "-' "`" "-' "'-"• ' -� -' •`-'� "` 12.0" 14.0 s X 8 26 3 -0 NO 41 CEILING LIVE LOAD = 0 PSF CEILING DEAD LOAD = 1 PSF • ROOF OL ALLOWS FOR A MAXIMUM OF -3' THICKNESS OF FIBERGLASS INSULATION. '•'�- - ... - 12-0• 16-0 w X 8 W/r• X s 26^ 3-0 NO - 0.41- • MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF =. ' MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS OR BETTER BArSED 12-0 1a-0 s X 10 26^ 3 O NO NO 6.4i 0.46 IBC TABLE 1806.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE .-ADJUSTMENT BY THE ENGINEER. , y: ;;.; ;_. 124" 2r -V' 6!'X17 27'' 3•G" - NO 0.48_ _ _ CONCRETE - MINIMUM - ' c _ - . M M 28, DAY COMPRESSIVE. STRENGTH F a 2,000 pal, 4 SACK MIX FOR FOOTINGS.. CAST IN PLACE CONCRETE CONSTRUCTION 12 0"- 244" 6" X 1r' w1T, X E . 2T' 3•-6" YES 0.60 T SMALL CONFORM TO ACI 318-11. '` - '^ = WOOD STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE /9X BY O TlF0011NG $CHEDULE3W SPANS, 30 PSF LIVE. LOAD POSTT:? -•";COLUMN FOOTING FOO G KNEE BRACE CONCRETE WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE R OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL SPACING "M' W X D "Et REQUIRED VOLUME, YD NAILS INTO PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER'OR STAINLESS; STEEL CCA TREATED DIMENSION LUMBER SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTSYOR 1U-0" e7( 6'xs' 26" 3-0" NO 0.41 BUILDINGS SHALL BE AS NOTED ON THE PLANS. POSTS SHALL BE TAGGED FOR AND CONFORM TO AWPA CATEGORY UC49 FOR BELOW GRADE'USE. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON 10-0 10.",a^x6 28^ 3:0' _ - NO 0.41 OR APPROVED EQUAL: ALL BOLTS SHALL CONFORM TO ASTM A307 1r-0 e' X 8" W/r• X s 26" 3.0" NO 0.41 DOUBLE OVERHEAD DOOR OPTION METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 kat. 10-0" 14 0 s'Xs W!2 X6 26" 3.0' NO 0.41 ROOF PANELS SHALL BE FASTENED TO PURUNS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE 10 0" 16 0 6' X 8 26" 3 0" „ NO 0 41 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. OPTIONAL F R 0 N T ELEVATION 10-0° 180 20-0 s'XB W/r XB X 610ALTERNATE 26 2G 3-0' 3-0" NO NO 000 041 ROOFING R SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" O.S.B. BOARD, 1/2' C -DX PLYWOOD OR OTNER,APA 10-0" 27-0 6' X 10 W/r° X 6 26" 3'4' NO 0.42 N.T.S. RATED SHEETING, NAILED O 6' 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOFING OVER 30# FELT, IW-&' . 24-0" 6'' X 10 W/2" X s 26" 34' Yft - 0.60 OR 29 GAUGE METAL ROOFING OVER 15# FELT. BUILDING MAY BE SIDED WITH 7/16' O.S.B. BOARD, 1/2" C -DX PLYWOOD, 15/32- T-111 - 12-0"8'-0^ s" X s" 28 V NO 0.48 PLYWOOD SIDING OR NARDI-PLANK. LAP SIDING MAY BE INSTALLED OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO 120'' 10-0 6 Xs 28'4 3-W NO 0.46 GIRTS WITH 8d, NAILS O 6" 0. C., OR 1 1/2" LONG X 16 OA. STEEL STAPLES O 6' 0. C. O PANEL EDGES do INTERMEDIATE FRAMING. 12.0' 17 0 6 X 6 W12"k s 28' 3.0 NO 0.48 12 SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR Sl j�,Os 6e X 12" VII/2'' X X8 YE5 ....... 0.83 DENSITY AS DETERMINED BY ASTM A1557, METHOD D. 12-0 144 6 28°° 3_& NO . 0.40 4 F TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF WASHINGTON. 120 16 A 6 X e" W/2''X 6 28'' 3 0°1 NO 0.48 TRUSS LOADING: TOP CHORD LIVE LOAD = 30 PSF 12-0° 18 0 8X10 28" 3-0' NO 048 - TOP ID1Eep DeeeS PSF pcc 12-0• 20-0 6 X10. WlTX6 . 30" 3 7• NO 068 `•. 12-W 27-0" 8•' X 17 30" 3.8•• NO 0.84 12.0" ' 21,-0" 8'' X 1T W/2:: X s„ 30,• 3,4: ... NO 0.59 :.. - 101•0'' 101-0" 6•• X 61' 271' T -O" NO 0.44 �a 10.0'• 1r-0 6 X s VV/2 X 6 2T' T -O" NO 0.44 .' 10 -0" 140 s X8 W/rX6 27' 3'0' NO .44 0_ Jt4 - • (16.0 6 X 8 2N 3'-D'' YS .E44 a 10-0" 16-0 6 k 81i W/2 X6' 2T' 34' NO 6.44> 18'-0 C' X r W/2 X 8 27" 3 -wNO 0.44 10.0' 204 6' X 10 W/2•' X 6 44 " Zi' 3-0" NO 0. ALTERNATE TRUSS WEB BRACING 161' 2r-0 6"X10"W/2''X6'• 28" 32" NO 0.6 6 " X 6" 30"" 3'•0" 101-9' m -O • s" x 1r' 28•' 3'•6'' YES 0.66 SINGLE SLIDING DOOR OPTION INTERIOR OR' GABLE END TRUSSES 12-0' 10V-0' 12-0" . 8"X6�� 30 3w ND 0:66 NO 0.66 12.0' X 8 W/2 X 6 30" 3-0" NO 0.66 OPTIONAL FRONT ELEVATION NOTES FOR TRUSS WEB BRACINGI 12.0' 14-0 s.X8 30' a'-0" No 0.66 TRUSS ';DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER -BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS 'ASS 1z-0" 16-o G"XB Wjr•X6 30" 3-0, NO 6.66 .. N.T.S. THE - METHOD OF -TRUSS WEB BRACING SHOWN ABOVE REPLACES 1'..X 4' OR. ,2':X_,4' WEB.: MEMBER..33RACING,; ??•q'', ,a•e- s^x10 30" 3-0" NO o�ss ! ❑LL_CW, THE.SE_1NS U. C_TLON&_F.OR-..P.LL.. � _P__ME1�& .BP.ACI�;C T•O REPL��E �R/aT-:2UIv'. WEB __- _---- ._.___._._. _Ir xs � •_ t z Na as_s:_._,__.. _• l i� 1 ,.�..,. `- - - r 12-0:: -0,. 8., X 1r' W!r' X 6 • 30' 3.9:: NO 6.67 4 10d NAILS @ 6. D.C. r --40d NAILS @ 6' D.C.21F '. X. '6' OR 2' X 8' ' X 4• POST/FOOTING SCHEDULE 48' TO 67 SPANS, 30 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACEI CONCRETE L -BRACE L -BRACE SHEATHING REQUIRMENTS SPACING 11' W X D "U' DIA. 'T' REQUIRED VOLUME, THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED 30' 3'-0" NO 0 66 w ROOF STEEL: 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT 10'-0"G'XB 30' 3-0' NO 0:66 ■ FIELD SCREWS, #10 x 1 1/2'.AT 9• D.C. (NEXT TO HIGH RIB> 10-0 _ 1r•0 6'X6 V11/2''X6 30'' 3-0° NO 0.66 3 ■ EAVE AND RIDGE PURLIN SCREWS, #14 x1 1/2' AT BOTH SIDES OF 10-0 14-0 IT. xS 30" 3-0° NO 0.66 EACH MAJOR RIB IV.& 164 1 X r W/7' X 6 30" 3.0' NO 0.66 THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, 10.0" 184 6 X 8 WIT' X e' 30" 3.0' NO 0.66 TRUSS WEB MEMBER TRUSS WEB MEMBER ■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT 10°•0" 20•-0" 6" X 10" 30" 3'-0 YES 0:68 ® ■ FIELD SCREWS, #10 x 1 1/2' @ 9' D.C, (NEXT TO HIGH RIB) 10.0" 27.0" 6'' X 16' wd i X 8 30'' 3 2 _ NO 0;66 ■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2' 10-0" 24'•0' W X 17' W/r' X 6 37' 3.3 NO 0;66 SECTION B -B SECTION B -B @ BOTH SIDES OF EACH MAJOR RIB. ' 12-0• 8-0 8 X s 33" 3-0 NO OAS AT INTERIOR TRUSSES AT GABLE END TRUSS DIAPHRAGM scREws 12-V 10-0 6 Xs W12 XG" 33" T. No - 0'66- .8" 33'' 3 •e .... NO .. 0'ss .. 12-0'14'-0 1 X S W/2 X 8 33 3-0 NO OAS 124' 1G-0 1 • X S W/2 X 6 -0 33 3 _ NO 0 66 `;a Si S 12-0' 18-0 6X10' W/7 Xs 33 3-0 NO 088 3078 MANDO❑R OPTION OPENING 33 © DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS 12-0' 20-0 6'X10 W!2 X6 33 3-0 NO 068 ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, 12 0 27.0•' 6'• X 1r W/z' X 8 33 3 r NO 0.70 SAVE & RIDGE PURLINS ON ROOF Ita•m,� - 1 12-0' 24'-0'' 6:'X1TW/2':Xs•• 33:: 3••8„ _.. NO...._ 077._ .. POST/FOOTING SCHEDULE 64' TO 60• SPANS, 30 PSF LIVE LOAD OPTIONAL FRONT E LEVAT I O N S4 POST COLUMN FOOTING KNEEBRACE CONCRETE SPACING 'W' W X D ••6' DIA.. 'T' REQUIRED VOLUME.YCQI N.T.S. 10•-0" 8••0" s" X 8•' 33" DIAPHRAGM SCREWS/ TYPICAL SCREW PATTERN, EXCEPT AS -- - NOTED ABOVE 10•-0" 10'-0" 6"X6" 33'' - 3'•0" _NO-- 0166. S5 10'-0" 17-0•' 6" X s•' W!r• X 6" 33'' T -O" .... NO..... 01166 .... . TYPICAL ROSS, BOTTOM CHORD BRACING 16.e' 14A 6X6 33 34No 068 STEEL SHEETING SCREW PATTERNS 10-0' 16'4 6X6 W,? _ 33 3-0 "° G68 -10-0'... 18'-0 G X10' .33 _. 3-0 _. NO ... .. 066..... N❑TES, FOR TRUSS BOTTOM CHORD BRACING N.T.S. 10-0" 2a-0 s z 10 Wi2: x V' 33' 3-0 YES N.T.S 10'-0'' 27 0 V. X 10" W/r' X 6" 33•• T.W. NO ore SS GABLE END TRUSS S© DOUBLE INTERIOR TRUSSES S3 2' X 4' X -BRACING @ 10' 0' D.C. S4 2' X 4' BOTTOM CHORD BRACING @ 30'-0' D.C. OR, AS SPECIFIED'BY TRUSS MANUFACTURER S5 TOENAIL BRACES TO TRUSSES OITH 3 - 10d NAILS - 16d NAILS POST - 16d NAILS BOLTING BLOCK -if DETAIL 3 TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS 10•-0" 0 24'-0" 8" X 1r° 33'' . 3'4-. ....YES 12-0" 8'-0'• Fl?s 8" ------- -. 38" 3'-0" NO 0:79 124a' 10•-0 _.. s^ x s WIZ'x s' 39' 3 -0^ - NO 0.76 " NO_ 0.79 12.0•', 14'-0" 8"X8 W/r XB' - 36' 3-0' NO �� 0.79 Iv'O 0.79 12-0' 18-0 _J JFi0"W/2"x8 ___ OB" 3w,YES _ 079 124' .._.12.0°:_.. . 20'-0" 6''' X 10" 11V12�' X 6" 38'' j�,Os 6e X 12" VII/2'' X YE5 ....... 0.83 12.0" 241-1' 6''X1r'W/2''X6" 36'' 3'•4" NO 0.89 N TE. 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH �l-.6 Iru. 2" X 6" LAMINATIONS. at 2. ENDWALL POSTS SHALL BE V X 6" ROUGH CUT HEM-FIR2 TREATED b POSTS UP TO 15'-0" WALL HEIGHT. ABOVE 15'-0' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8' ROUGH CUT HEM -FIR POSTS. / 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 2 0 X 3'-0" DEEP FOR WALL HEIGHTS TO 15'-0'. ABOVE 15'-0" WALL HEIGHT SPLIT SLIDER DOOR OPTION 180 7 4. ABOVENFOOTING DEGS SHALL SIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS OPTIONAL FRONT ELEVATIONL Sr�orjA CONCRETE FLOORS, IN INCREASE FOOTING DCONSTRAINED IAMETER X BUILDINGS2" 8: FOOTING NAVE N,T.S. DEPTH X 4". NOTES FOR OPTIONAL FRONT ELEVATIONS 11 GABLE END TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 24' 0' S3 2' X 6' HEADER I l 0 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' KINGPOST TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION N.T.S. SS 2' X 8' HEADER SQ 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DI m LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS POST FRAME BUILDINGS - --- ALL SEASON BUILDING CONTRACTING 4804 W. 34TH AVENUE SPOKA-N-E,. WASHINGTON 99204 BY DATE DRAWING NW DRAWN WAMBEKE 7_17-13 CHECKED ALL SEASONABC2012-30 FEV, BY DATE DESCRIPTION OF CHANGE PROJECT N0. I PAtA SCAT Ef NTC SHCCT , " 7� viz- cot -'IPLIANCE REJIE J Dni' DIVISI N