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2006, 06-26 Permit App: 06002311 Pole BldgProject Number: 06002311 Inv: I Application Date: 6/26/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: Permit Use: 30 X 40 POLE BUILDING Contact: THORNTON, TANNA Address: 17203 E CATALDO AVE C - S - Z: GREENACRES, WA 99016 Setbacks: Front Left: Right: Rear: Phone: (509) 924-3492 Group Name: Site Information:Project Name: Plat Key: Name: Range District: East Parcel Number: 55173.2549 Block: Lot: SiteAddress: 421 S HODGES RD Owner: Name: THORNTON, TANNA Location:: CSV Address: 17203 E CATAILDO AVE GREENACRES, WA 99016 Zoning: UR -7 Urban Residential -7 Water District: Hold: F-1 Area: 7,475 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Review Released By: Originally Released: 6/26/2006 By: TMELBOU Landuse/Zoning/HE Conditions ReleasedBy: Originally Released: 6/26/2006 By: MBASINGE Sewer Review Released By: " septic Originally Released: 6/26/2006 By: a—blake Permits: Operator: AMB Printed By: AMB Print Date: 6/26/2006 Project Number: 06002311 Inv: 1 Application Date: 6/26/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Contractor: OWNER Description Grp Type Notes CARPORT OP R-3 VB Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBCSURCHARGE Notes: Payment Summary: Permit Type Building Permit Building Permit - Firm: OWNER Phone: (000) 000-0000 This Application: Total Project: Sa Ft Valuation Sp Ft Valuation 1,200 $18,000.00 1,200 $18,000.00 Totals: 1,200 $18,000.00 1,200 $18,000.00 Units Unit Desc Fee Amount 1 SELECT $293.25 1 SELECT $73.31 1 SELECT $4.50 Permit Total Fees: $371.06 Fee Amount Invoice Amount $371.06 $371.06 $371.06 $371.06 Amount Paid Amount Owing $0.00 $371.06 $0.00 $371.06 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 6/26/2006 Project Number: 06002311 Inv: I Application Date: 6/14/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information:_ 4.. =- r. .; Permit Use: 30 X 40 POLE BUILDING Contact: THORNTON, TANNA Address: 17203 E CATALDO AVE C - S - Z: GREENACRES, WA 99016 Setbacks: Front Left: Right: Rear: Phone: (509 1 2 Group Name: ( "d Site Information: Project Name. ., Plat Key: Name: Range Parcel Number: 55173.2549 SiteAddress: 421 S HODGES RD District: East Block: Lot: Owner: Name: THORNTON, TANNA Address: 17203 E CATALDO AVE Location:: CSV GREENACRES, WA 99016 Zoning: UR -7 Urban Residential -7 Water District: Hold: ❑ Area: 7,475 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Review Released By: ' Landuse/Zoning/HE Conditions Sewer Review Permits: Contractor: OWNER l01 . 1a .': Released By: Building Permit Firm: OWNER Phone: (000) 000-0000 Operator: AMB Printed By: AMB Print Date: 6/14/2006 APPROVED IDY N m 0 C?I-o ('0P lli n l 15 S , Gam_ FI�tq,q r z Eden's off Barker Weekend Flea Market and Auction Tanna Thornton AE'1 s Owner io cit-( &irkc'i 3522 N Eden Rd Phone: 509-891-7536 Spokane, WA 99216 Fax: 509-892-3896 www.edensoffbarker.com E-mail: tanna@edensoffbarker.com I Ilp � �eS I t ,j !ems jor4o ef� Cr5 /v a T cY�o c.. , Dr cX 40 0 /W /Povo� �' 11 `tel a8 vo o o7' -6,q WAAN"EK'E EhlC IPYIi`EHFNG Donfol Wambekss Talepna,a; 508.443 -Bi BB •Fax: 528-44g_ JUne 22, 200 658?. as am�eke Mr. jOe krazze FpC'FiC METAL SUiLDING$jNC. raj North Stan, SP*sne, `VVA 22202 SUBJECT: dear JOe. -'05 4e-3 �ekana u rr JUN 2 2 2006 3U X 401 X 13' OPENP0-9 a FIRAMF SUILDING FOR TANNA 7'i-,'•t,���TCrhd ��1. ROAD, SPOKANE VAL; EY, vVA PERMIT N0.08-ti423t't �ODGEs This P08t frame building Baa bean sold to Mrs. 't"hcsr�tan and wi# � acre uetr. plana l have RreWed for Pacific Metal awdings, inc, Tho requirement far bulbin, s i theete��srd post fratrrib t�utid g load, 85 MPH wind sem, Exposure 8,, Sidsrnic Design � � } , � Pok* -e VetfeY Is 30 FSF live teg�ry per Fe 2003 Interntflonaai SUlfding Cade. Posts are hidsttacl at 1i? 0 D. c, and Cher raof has x:12 pitch fru:. The itstldlIN Plans tic ret atidMW oPen bu5dIhgs or tete nor,-cx�ir f0ot:Ig3 cowj.ions they typirafi are moi! in Fifth - s review of the laad't on this open b0diing and p-joet Arid iter b r design caicuri$tioms WCft that no changes are req ured tw fts ibuilding'$ nsmbers or foundations from 6-;e stagdard planA. mast tame bulidings have mornant meeting frames by virtue of trte�r dgld c,;nnecV7: betwasn 'no post base and t.' "e Wmmte foundatior which transfers vernal and lateral Iwda to ttsa underl/lIng and surrounding 5;ri.:•ils. r aterat loads Bre resistad by i'►a pom and ftn transten-ed to the atilt. re' ed for F2tC;fic Metiti Buiidr s can be used for eraccn r of all tte *-arninct f" frame Standard past me builuir ig P f� � this post fr-ar,�e iy.,rMIng. Pial "e to Cori rrse if yoij have My acdd duns sbaut the Qesagr= cal this building. sjmwly, finis: wambskm P.E. A�! 1 $rf12t' j�Ctll!43;. pCs"t FrgC1P Cfi1Q7t1�s. r v�•.-•. Light 321690 d 3r mil 1'?7c�8 SY5!6Ti5 �J " 9 Mn A Tr" MPICT TYPICAL GIRT CONNECTION PURLIN CONNECTION METHODS, A). PURLINS MAY BE HUNG V. NAILS EACH GIRT OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL,, B), PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS (FLAT) INT❑ EACH PURLIN, C). PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INT❑ EACH TOP CHORD MEMBER NOTES FOR FLOOR PLAN INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET Q GABLE WALL POSTS - 6' X 6' TYPICAL DOOR POSTS - 4' X 6' TYPICAL FOOTING DIMENSIONS, B + V 8'j D = 3' 0' MAXIMUM POST SPACING 12' 0' (3 PURLINS @ 24' O.C., BEARING OR JOIST HANGERS (TYPICAL) a SPANS 12' TD 60' _ w — rr F- ti o . z w� 0- w N } J ¢ PSDOUBLE TRUSSE y Z(Pzw .<Jap J. - 0-w ow 0C4 w > CL 01 zo> o ZQ J °o 00 o J ! Xw I X7 p• X 2 tU V) (U . NN CL N C3 (L w wo » �a D - DOUBLE TRUSSES_ _ u Z . v, �., ..Q_ zJ 3 a A z(_ Jr JF =� �a 1 OLIa. O • (S o Z)C7 6 �D - ci o XO o tU `'1, .`w.. NCj fu `r N w _ Ncu C4 SINGLE TRUSS PLAN VIEW N.T.S. Ifl BUILDING SECTION A -A N.T.S. OVERHEADSINGLE DOOR OPTION FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATION S1 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS_W/2' X 6' OR 2' X 8' STD JOIST HANGERS,, LOWER TRUSS FOR END OVERHAIJG,- IF REQ'D S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.C., 10' BAYS, DF—L #2 2' X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF—L #2 S4 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT NOTES FOR CONNECTION DETAIL S1 S1 TRUSS TOP CHORDS SPACING J NOTES FOR SECTION A -A S2 PURLIN SUPPORT STRUT 2' X '4' X FULL o Q TYPICAL PURLIN, SEE FLOOR SS ----- NAIL PURLINS W/(3) 16d NAILS PLAN FOR SIZE S3 NAIL STRUT TO TOP CHORD W/(3) 16d J S2 TRUSS DESIGN BY OTHERS z D S3 2' X 6' @ 24' O.C., 10' BAYS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. 10 2'X6'@ 24' O.C., 12' BAYS = W p DF -L #2 GIRTS FLAT @ 24' 0. C. OR 3/4'0 MACHINE BOLT o U S4 CONCRETE FOOTING, SEE SCHEDULE ---- ----- SS TYP. PURLIN, SEE FLOOR PLAN FOR SIZE SS EXTEND POST TO TOP OF PURLIN S9 2' X 6' OR 2' X 8' TOP GIRT w uJ ROOF FASTENED TO PURLINS WITH C• pN to 1 1/2' LONG WOODFAST TEKS. . WALLS FASTENED TO 30"_ =; GIRTS WITH i' LONG 3F _3'4_'_NO-_ WOODFAST TEKS. 30' 3'-0" Ifl BUILDING SECTION A -A N.T.S. OVERHEADSINGLE DOOR OPTION FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATION S1 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS_W/2' X 6' OR 2' X 8' STD JOIST HANGERS,, LOWER TRUSS FOR END OVERHAIJG,- IF REQ'D S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.C., 10' BAYS, DF—L #2 2' X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF—L #2 S4 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT W DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPOR 1 2 - 16d NAILS 6", 8" OR 10" POST — v 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 DOUBLE OPTIONAL N.T.S. DETAIL 2 - KNEE BRACE 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 POST/FOOTING SCHEDULE S5 4 - 16d GALV, NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/4'0 THRU BOLTS, EACH LOCATION. N.T.S. 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 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF 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 SOILS OR BETTER. 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 X12 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 TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED 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 X12 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO Af'TM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksl. 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 FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IK WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF II IIS 14 TRUSS WEB BRACING -"6-INGLE SLIDING DOOR ❑PTI❑N �,- _... - _ INTERIOR OR GABLE END TRUSSES OPTIONAL FRONT EL:EVATION�' NOTES FOR TRUSS WEB BRACINGI TRUSS DIAGP,AMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS _DRAWINGS 4IS CE!j- N.T.S. THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES i' X 4' OR 2' X 4' WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING:T❑ REPLACE 'RAT -RUN' WEB 12 1 lOd NAILS @ 6' O,C.. 4 Od NAILS @ 6' O.C. ' X 6' OR 2' X 8' X 4' L -BRACE L -BRACE SHEf,THING R anRM HTc THE FOLLOWING+. MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEEL, 29 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS. 1110 x 1 1/2' AT 9' D.C. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE "PURLIN SCREWS, 014 XI 1/2' AT BOTH SIDES OF 5 EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM' REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL! 89 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, 010 x 1 1/2' 2 9• DiC, (NEXT TO HIGH RIB) TRUSS WEB MEMBER TRUSS WEB MEMBER ■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, 014-x 1,v2 S4 6 BOTH SIDES OF -EACH MAJOR RIB. SECTION B—B SECTION B—B DIAPHRAGM SCREWS AT INTERIOR TRUSSES AT GABLE END TRUSS 1^1 NOTES FOR FOOTING DETAIL DIAPHRAGM SCREWS E'ENDWAL @ASE GIRT ACROSS Sl TREATED POSTS AS SIZED PER SCHEDULE ENaWAi.L DOOR WS ERS 6 GAI�IIe END TRUSS TOP CHORD, SAVE & RIIDGE PUR INS DN RD 2 VIBRATE OR ROD CONCRETE TO OBTAIN -enc o KAAt Innnn nr)TTnNI _ ❑PENG S1 S3 � T FULL BEARING �J UNDISTURBED SOIL FOOTING DETAIL N.T.S. GABLE END TRUSS-7 8 - l'od NAILS 2"X b' X 18' ° BOLTING BLOCK OPTIONAL FRONT ELEVATION N.T.S. 8 — 16d NAILS CORNER POST — 16d NAILS ' BOLTING BLOCK DETAIL 3 TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS 2 2' X 10' HEADER UP TO 12' 0' DORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 24' 0' S3 2' X 6' HEADER S4 4' X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER, 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER, SS DOUBLE 2' X 6' KINGPOST TYPICAL TRUSS - BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. Si GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 2' X 4' X—BRACING @ 10' 0' O.C. S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C, OR, AS SPECIFIED BY TRUSS MANUFACTURER S5 TOENAIL BRACES TO TRUSSES WITH 3 — 10d NAILS OVERHEAD DOOR OPENING SLIDING DOOR OPENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION N.T.S. S1 2' X 8' HEADER S© 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS ---I� DIAPH AMO S R'EVS1 TYPICAL SCREW PATTERN, EXCEPT AS TED,STEEL SHEETING SCREW PATTERNS N.T.S - NOTES FOR CONNECTION DETAIL S1 S1 TRUSS TOP CHORDS SPACING TRUSS DESIGN BY TRUSS MANUFACTURER P�R�IN S2 PURLIN SUPPORT STRUT 2' X '4' X FULL MeryOD NgecTlpN DEPTH OF TOP CHORD PLUS PURLIN. ----- NAIL PURLINS W/(3) 16d NAILS 6,•X g, S3 NAIL STRUT TO TOP CHORD W/(3) 16d S7 NAILS EACH SIDE. (o MANUFACTURED TRUSS. -NOTCH POSTS -30"A. 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. 10 S5 WOOD POST, SEE POST/FOOTING SCHEDULE. PUR,LIN S6 4 - 40d GALV. NAILS IN'PRE-DRILLED HOLES 'yETHp pNBfCr ION OR 3/4'0 MACHINE BOLT NO S7 SOLID BLOCKING AT CONNECTION POINTS, ---- ----- SS TYP. PURLIN, SEE FLOOR PLAN FOR SIZE PUMeTN�D S9 2' X 6' OR 2' X 8' TOP GIRT NO - S9 4 - 16d NAILS OR 3/4'0 M. BOLT C• pN 3.,0., YES . W DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPOR 1 2 - 16d NAILS 6", 8" OR 10" POST — v 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 DOUBLE OPTIONAL N.T.S. DETAIL 2 - KNEE BRACE 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 POST/FOOTING SCHEDULE S5 4 - 16d GALV, NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/4'0 THRU BOLTS, EACH LOCATION. N.T.S. 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 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF 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 SOILS OR BETTER. 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 X12 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 TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED 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 X12 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO Af'TM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksl. 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 FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IK WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF II IIS 14 TRUSS WEB BRACING -"6-INGLE SLIDING DOOR ❑PTI❑N �,- _... - _ INTERIOR OR GABLE END TRUSSES OPTIONAL FRONT EL:EVATION�' NOTES FOR TRUSS WEB BRACINGI TRUSS DIAGP,AMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS _DRAWINGS 4IS CE!j- N.T.S. THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES i' X 4' OR 2' X 4' WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING:T❑ REPLACE 'RAT -RUN' WEB 12 1 lOd NAILS @ 6' O,C.. 4 Od NAILS @ 6' O.C. ' X 6' OR 2' X 8' X 4' L -BRACE L -BRACE SHEf,THING R anRM HTc THE FOLLOWING+. MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEEL, 29 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS. 1110 x 1 1/2' AT 9' D.C. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE "PURLIN SCREWS, 014 XI 1/2' AT BOTH SIDES OF 5 EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM' REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL! 89 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, 010 x 1 1/2' 2 9• DiC, (NEXT TO HIGH RIB) TRUSS WEB MEMBER TRUSS WEB MEMBER ■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, 014-x 1,v2 S4 6 BOTH SIDES OF -EACH MAJOR RIB. SECTION B—B SECTION B—B DIAPHRAGM SCREWS AT INTERIOR TRUSSES AT GABLE END TRUSS 1^1 NOTES FOR FOOTING DETAIL DIAPHRAGM SCREWS E'ENDWAL @ASE GIRT ACROSS Sl TREATED POSTS AS SIZED PER SCHEDULE ENaWAi.L DOOR WS ERS 6 GAI�IIe END TRUSS TOP CHORD, SAVE & RIIDGE PUR INS DN RD 2 VIBRATE OR ROD CONCRETE TO OBTAIN -enc o KAAt Innnn nr)TTnNI _ ❑PENG S1 S3 � T FULL BEARING �J UNDISTURBED SOIL FOOTING DETAIL N.T.S. GABLE END TRUSS-7 8 - l'od NAILS 2"X b' X 18' ° BOLTING BLOCK OPTIONAL FRONT ELEVATION N.T.S. 8 — 16d NAILS CORNER POST — 16d NAILS ' BOLTING BLOCK DETAIL 3 TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS 2 2' X 10' HEADER UP TO 12' 0' DORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 24' 0' S3 2' X 6' HEADER S4 4' X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER, 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER, SS DOUBLE 2' X 6' KINGPOST TYPICAL TRUSS - BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. Si GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 2' X 4' X—BRACING @ 10' 0' O.C. S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C, OR, AS SPECIFIED BY TRUSS MANUFACTURER S5 TOENAIL BRACES TO TRUSSES WITH 3 — 10d NAILS OVERHEAD DOOR OPENING SLIDING DOOR OPENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION N.T.S. S1 2' X 8' HEADER S© 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS ---I� DIAPH AMO S R'EVS1 TYPICAL SCREW PATTERN, EXCEPT AS TED,STEEL SHEETING SCREW PATTERNS N.T.S - - COLUM ._ P FOOTING DOTING KNF BRAC J KN. EE BRACE SPACING „�. _ W X D g_ N ----- -0, --- 6,•X g, 3'-0„ -O -30"A. 1, NO 30" 3'4" NO ---- 10'-0" --- ---- ---- ----- --- NO - ----- 30" 3.,0., YES 30"_ 3F _3'4_'_NO-_ 30' 3'-0" NO 30" NO 3'•2"" YES 12-0" 12-0 12-0 12 0'_.------ 12.0"- 12.0" Pf1CTlFM•nun_ 8'-0" 12-0 18-0 22-0 -24-0 6"X•6":.33" 3'4" NO 6'X6"VII/2"X6 6'_X8"W/2_"X W' _ 6'X10" _ 6''X12 6" X 12" W/2'`X 6" cn,m... ,... .... �- 3,- 3_ 33'3-0' 3C0" —_NO NO �NO x.33°1 3'-0" _NO NO NO NO _ '33 -- __. __ - 3-0' 2"----.-.. _._ NOTE: 1. THE NEXT[ 2"X6"L 2. ENDWALL P! POSTS UP ENDWALL P 3. FOOTINGS F F�OTINGS E' 0-:3 1W U(BOVE! FQ0 CONCRETE CONCRETE DEPTH X 4 RGER SIZE POST MAY BE SUBSTITUTED FOR POSTS 1 IINATIONS. QTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR 02 TR 18'-0" WALL HEIGHT. ABOVE 18WALL HEIGHT, ;TS SHALL BE 6" X 8" ROUGH CUT HEM -FIR p2 P( 2 ENDWALL POSTS SHALL BE A MINIMUM OF 2tl"0 X FOR WALL HEIGHTS TO 18'-0". ABOVE 18' WALL HI ALL BE 24"0 X 3'-4" DEEP. lrj DESIGNS ARE FOR POST FRAME BUILDINGS WITH DORS (CONTRAINED. POSTS). IF BUILDINGS WILL NOT .DORS, INCREASE FOOTING DIAMETER X 2" & FOOTIN ✓AMBEKE ENQ-t EERINI LAYOUT, STRUCTURAL DETAILS AND SPECIFICATior POST FRAME BUILDINGS -- 30 & 40 PSF' LIVE LOAD ibc 2003 PACIFIC METAL BUILDINGS, INC. 101 NORTH STONE SPOKANE WASHINGTON 99202 BY I DATE DRAWING NO., DRAWN WAMBEKE I2-24-05 PMRI-IRc,)nn; no CHECKED =DATE, DESCRIPTION OF CHANGE PROJECT N0. Iur PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPS` THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS