Loading...
2004, 10-22 Permit App: BLD-04-08010 Pole BldgSiokane Valley 11707 E. Sprague Ave., Suite 106 Spokane Valley, WA 99206 Job Address: Description: Subdivision: Owner: Applicant: Address: Contractor: Address: 18720 E ALKI AVE GREENACRES WA 99016 -9401 ACCESSORY BUILDING 24 X 24 DRY POLE BUILDING W/12 X 24 LEAN -TO PEAVEY, EUGENE ICS STEEL BUILDINGS 2403 S BEST RD SPOKANE, WA 99212 ICS STEEL BUILDINGS 2403 S BEST RD SPOKANE WA 99212 Lot: Blk: THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Application #: BLD -04 -08010 Applied: 10/22/2004 Issued: Expires: 04/20/2005 Parcel No: 55173.0616 Phone: (509) 270 -1341 Phone: (509) 270 -1341 Lic No: ICSSTB*984N3 Zoning: General Information: VALUATION BUILDING HEIGHT TO PEAK DIMENSIONS # OF STORIES FRONT SETBACK REAR SETBACK LEFT SETBACK RIGHT SETBACK OCCUPANCY GROUP CONSTRUCTION TYPE STRUCTURES ON PROPERTY CURRENT PROPERTY SIZE SERVED BY SEPTIC SYSTEM WELLS LOCATED ON PROPERTY 15264 16 36 X 24 1 134 6 36 6 u -1 5 -b 2 78 X 164 yes no Fees: BASIC PERMIT FEE WSBCC SURCHARGE Total Calculated: Deposits /Receipts: Total Due: 265.25 4.50 269.75 0.00 269.75 CITY OF SPOKANE VALLEY APPROVED FOR SUBMITTAL Initials /pate Building / f�.P,:�" Pla ning _lllL_ THIS IS NOT A RECEIPT 0", Si�k _..Va1 BUILDING PERMIT APPLICATION WORKSHEET City of Spokane Valley Community Development Department Building Division 11707 E. Sprague Avenue, Suite 106 Spokane Valley, WA 99206 Phone: (509) 688 -0036; Fax: (509) 688 -0037 REQUIRED SITE INFORMATION Street Address: 1 --- C, �1�� _ � �� q47-/ AMA Assessor's Tax Parcel Number(s): 3 . c�(�� l Legal Description: PERMIT DESCRIPTION: Building Permit n Change in Use n Grading Relocation 1 1 Tenant Improvement PI Fire Safety El Manufactured Home n Other OWNER/APPLICANT INFORMATION Owner: Phone: &c-a_ Fax: Address: i ;1z� . A\ `TA2vIN. \LM- L.A. 1�[ S to Zip Code Contractor: I 5 L_ ISL..i A( Phone: e-0 - t -tco-1 Fax: a.L( Address: a1ko3 5, ��� ��i� L"-1.P. City State Zip Code n Applicant: Phone: Fax: Address: City State Zip Code ❑ Architect: T k.�- Phone: S-s‘-l- sca -`=-I Fax: Address: B City State Zip Code WA State Contractor License #: 1C� Si �j � N� Contact: %ix\--1, Arl ,D_13 1-� (' PERMIT /BUILDING INFORMATION F{EIGH.LTQ_PEAK: DIMENSIOjNS: 4.OF STORIES. MAIN FLOOR TO SQ. FTG: 2 " FLOOR SQ. -FTG: UNFIN BASEMENT SQ. FTG: FINISHED BASEMENT SQ. FTG: GARAGE S FTG: .l DECK/COV. PATIO SQ. FTG: Z6 OCCUPANCY GROUP: CON TRUCTION TYPE: HEAT SOURCE: # OF BEDROOMS: TOT L HABITABLE SP E: IMPERVIOUS SURFACE AREA: COSA OF PROJECT: " \ Uu 30% SLOPES ON PROPERTY: SEWER OR ON ITE SEPTI �� SYSTEM? MANUFACTURED HOME 1 Width: Manufacturer: Length: Year: Pit Set: RELOCATION Previous Address: Proposed Use: FIRE SAFETY Fire Sprinkler: # of Heads: Fire Alarm: Tent: Fireworks Display: Blasting: Valuation: Above /Underground Storage Tank Size: Paint Booth: DatefTime: WASHINGTON STATE NON - RESIDENTIAL ENERGY CODE Plans Examiner: Phone: Address: Fax: City State Inspector: Phone: Fax: Address: Zip City State Zip SPECIAL INSPECTIONS n BOLTING ( CONCRETE n REINFORCEMENT n WELDING Firm Name: Phone: Fax: Inspector(s): DISCLAIMER The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is /will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. Ownership of resulting development rights granted by any issued permit inure to the property owner. Print Name Signature Method of Payment: (Faxed permit applications will only be accepted with major bankcard) I Cash ❑ Check ❑ Mastercard ❑ VISA f Other Bankcard #: Expires: VIN #: Authorized Signature: PADAL - Parcel Summary Spokane County Parcel Data Locator All Data As Of Thursday, October 21, 2004 Page 1 of 1 Summary Parties Values Taxes Sales Info Seg / Merge Events / Notices Land Dwelling / Structure Web Fact Sheet w/o Taxes Fact Sheet - Taxes Only Property Type Site Address Legal Description Active Exemptions Remarks Property Number 55173.0616 Fact Sheet with Ta) Real 18720 E ALKI AVE, GREENACRES CORBIN ADD GREENACRES L6 B5 EXC E7OFT OF N159FT & EXC S175FT Size / UOM 12,720 Square Feet Last Tax Year 2004 Property Class 11 Single Unit Neighborhood Code 425527 Field Book No 00853B OP Millage Rate 15.617764016001 Appraiser 58 Inspection Cycle TCA Appraisal Date Name GRNCB PLAT - CRBN /GRNARS CANA Help New Search Modify Search Spokane County Assessor's Office Spokane County Treasurer's Office Mail Stop OCH1 -ASSOR PO Box 199 1116 West Broadway Avenue Spokane, WA 99210 -0199 County Courthouse, 1st Floor Spokane, WA 99260 Hours Monday - Friday 8:30am - 5:OOpm (excluding holidays) Phone (509) 477 -3698 Fax (509) 477 -3697 E -Mail Assessor @spokanecounty.orq Hours Monday - Friday 8:30am - 5:OOpm (excluding holidays) Phone (509) 477 -4713 Fax (509) 477 -3674 E -Mail Treasurer @spokanecounty.orq http: / /webpadal /CallPadal.asp 10/22/2004 ADDRESS ZONE ROAD WIDTH, FLANKING FRONT.....- COMMENTS REVIEWED BY This site plan is being submitted for the purpose of obtaining a building permit and is a true and correct representation of the proposal. All known property Tines /dimensions, curb liras, structures and easements haw been identified. Also indicated are wetlands. bodies of water, steep st _or- �r�fcfI areas. /0 2 FACE OF COLUMN. TYP. \ /TT FACE OF COLUMN. JJ C2) 0 �I" C COLUMN. 36. -0" 12' -0" 1 12' -0' 1 12' -0" / / PT 6X6 OF 12 FIN. FLOOR = 0.0' 4" CONC. SLAB. PROVIDE 1/8 "X1' SAY/CUT OR ZIP STRIP 0 MAX 25 O.C. EACH WAY. SEE DTL IA & 1B /S2 FOR JOINT ROUTS. PT 6X8 DF 12 PT 6X8'• D CONC. SLAB -ON- GRADE. 16 A 10' OVERHEAD DOOR OPENING LOCATED BETWEEN COLUMNS, TYPICAL. FOUNDATION PLAN S1 11" X 17" DRAWINGS - 1/8" = 1' -0" 24" X 38" DRAWINGS - 1/4" = 1' -0" FACE OF COLUMN. 2' -0 "41 X 3' -0" DRILLED CONCRETE PIER ALONG GRID A, TYPICAL. 2' -0 "/ X 4' -0" DRILLED CONCRETE PIER ALONG GRID 8, TYPICAL 2' -0 "4 X 3' -0" DRILLED CONCRETE PIER ALONG GRID G TYPICAL NOTE: FOR TYP. W1N006 FRAMING INFORMATION SEE DETAIL 4/S4. NOTF: FOR TYP. 1.401-0008 FRAMING INFORMATION SEE DETAIL 2/04. ❑ - P.T. 6X6 DF#2 COLUMN m - P.T. 6X8 DF #2 COLUMN - P.T. 6X6" DF/{2 COLUMN •• - REQUIRES CONTINUOUS PT 246 MEMBER ATTACHED TO EACH 6" SIDE OF 6X8 POST FOR FULL LENGTH OF 6X POST. 2X MEMBERS SHALL MATCH DEPTH & LUMBER GRADE OF 6X POST. 2X MEMBERS SHALL EXTEND INTO CONC. PIERS 2' -0" MINIMUM, TYPICAL USE (2) ROWS 16d NAILS 0 12" 0.C. FOR FULL HEIGHT OF COLUMN. DESIGN LOADS ROOF SNOW LOAD 30 PSF 141N0 SPEED (FASTEST MILE VELOCITY) 70 MPH WIND SPEED (3— SECOND GUST VELOCITY) 85 MPH WIND EXPOSURE CATEGORY B SEISMIC DESIGN CATEGORY REQUIRED SOIL BEARING CAPACITY (DL +LL 2.000 PSF (ASSUMED) FOUNDATIONS ALL FOOTINGS SHALL BEAR ON UNDISTURBED GROUND OR STRUCTURAL FILL. ALL FOOTINGS SHALL BE A MINIMUM OF 36 INCHES BELOW GRADE UNLESS NOTED OTHERWISE ON DRAWINGS. FILL UNDER FOOTINGS AND SLABS SHALL BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY PER ASTM D -1557. COMPACTION OF FILL SHALL BE IN LIFTS NOT TO EXCEED 8 INCHES LOOSE THICKNESS. EACH LIFT SHALL BE TESTED FOR COMPLIANCE WITH COMPACTION REQUIREMENTS BY AN APPROVED LABORATORY. THE FOUNDATION DESIGN IS BASED ON ASSUMPTIONS DRAWN FROM ENGINEERING EXPERIENCE. IT 15 RECOMMENDED THAT THESE ASSUMPTIONS BE VERIFIED BY A OUAUFTED GEOTECHNICAL ENGINEER. THE OWNER SHALL BE RESPONSIBLE FOR RETAINING A GEOTECHNICAL ENGINEER AND TO PRESENT CONFLICTING INFORMATION TO JRBE 50 THAT PROPER REVISIONS MAY BE MADE IF REQUIRED. INADEQUATE BEARING SOILS MAY CAUSE EXCESSIVE SETTLEMENTS OF THE FOUNDATION. JRBE DOES NOT ASSUME LIABILITIES ASSOCIATED WITH INADEQUATE SOIL CONDITIONS LOCATED ON THE SITE. IF A GEOTECHNICAL REPORT IS PRONDEO, FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS REPORT. THE REPORT IS PART OF THIS PLAN AND SHOULD BE KEPT ON THE JOB SITE AT ALL TIMES. FOUNDATION EXCAVATIONS SHALL BE EXAMINED AND CERTIFIED BY THE SOILS ENGINEER OR HIS REPRESENTATIVE PRIOR TO THE PLACEMENT OF ANY REINFORCING STEEL OR CONCRETE. CONCRETE ALL CAST IN PLACE CONCRETE SHALL MEET THE FOLLOWING REQUIREMENTS: QUALITY OF CONCRETE SHALL BE DETERMINED BY CHAPTER 19. 2003 IBC. MINIMUM 28 DAY COMPRESSIVE STRENGTH SHALL BE 2500 PSI, U.N.O. USE 5 1/2 — 941 SACKS PER YARD OF TYPE 1 CEMENT PATH 6.6 GALLONS OF WATER PER SACK OF CEMENT. MAXIMUM SLUMP — 3 TO 4 INCHES (+ OR — 1/2"). ALL METHODS AND MATERIALS PER THE 2003 IBC. SUBMIT MIX DESIGNS TO JR BONNETT ENGINEERING. PROVIDE ONE SET OF 3 CYLINDER TESTS FOR EACH FOUR HOURS OF CONCRETE PLACEMENT OR FOR EACH POUR OR PER LOCAL BUILDING DEPARTMENT REQUIREMENTS. COPIES OF TEST REPORTS SHALL BE SENT TO THE ENGINEER AND THE BUILDING DEPARTMENT. SLAB ON GRADE: PAD FOOTINGS: FOUNDATION WALLS 2.500 P51 2,500 PSI 2.500 PSI CONTINUOUS FOOTINGS: 2,500 PSI CONCRETE SHEAR WALLS NA CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES EXCEPT SLABS ON GRADE. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. SLABS 014 GRADE: SLABS SHALL HAVE THICKNESS PER PLAN AND BE PLACED OVER 4" OF 5/8" MINUS CRUSHED ROCK. UNLESS DIRECTED OTHERWISE BY SOILS REPORT. POUR JOINTS SHALL HAVE /4 SMOOTH STRAIGHT DOWELS X 24" AT 12" ACROSS THE COLD JOINT. THESE DOWELS SHALL BE COATED WITH GREASE ON ONE 510E TO PREVENT BONDING, OR COVERED WITH A PAPER OR PLASTIC SLEEVE. CRACK CONTROL JOINTS SHALL BE PLACED AT 20 FEET ON CENTER MAXIMUM IN EACH DIRECTION. ACCEPTABLE JOINTS SHALL BE EITHER A POUR JOINT AS NOTED ABOVE, ZIP —STRIP INSTALLED PER MANUFACTURERS RECOMMENDATIONS. OR SAW CUTS 1/8" X 1/4 OF THE SLAB THICKNESS (BUT NOT LESS THAN 1 "). IF SAW CUTS ARE TO BE USED. THE CUT MUST BE MADE AS SOON AS THE SLAB WILL SUPPORT THE SAW AND THE SAW WILL NOT RAVEL THE CUT (THIS 15 USUALLY 4 TO 12 HOURS AFTER FINISHING). CONTROL JOINTS SHALL OCCUR AT RE—ENTRANT CORNERS OR AT OTHER ABRUPT CHANGES IN DIMENSIONS. JOINTS SHALL INTERSECT COLUMN CENTERLINES. AND AT COLUMNS. BE IN A DIAMOND PATTERN. ALL CONCRETE WITH A DESIGNATED STRENGTH EXCEEDING 2500 P51 SHALL REQUIRE CONTINUOUS INSPECTION 8( AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. REINFORCING REINFORCEMENT SHALL BE DEFORMED BARS IN ACCORDANCE WITH ASTM A -615 GRADE 60 AND MADE FROM NEW BILLETS. REINFORCING TO BE WELDED SHALL BE ASTM A -615 GR. 60 WITH A CARBON EQUIVALENT (CE.) OF 0.55 OR LESS. OR ASTM A -706. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A -185. IMRE MESH SHALL LAP ONE FULL MESH AT SIDES AND ENDS. LAP ALL REINFORCING BARS 48 DIAMETERS AT ALL SPLICES, CORNERS, AND INTERSECTING WALLS. UNLESS NOTED OTHERWISE. COVER OVER REINFORCEMENT SHALL BE A MINIMUM OF 3 INCHES FOR CONCRETE PLACED ON GROUND. 2 INCHES FOR CONCRETE EXPOSED TO GROUND OR WEATHER AFTER REMOVAL OF FORMS, AND 1 1/2 INCHES UNLESS NOTED OTHERWISE. ANCHOR BOLTS. DOWELS. AND OTHER EMBEDDED ITEMS TO BE SECURELY TIED IN PLACE BEFORE CONCRETE 15 POURED. SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW BEFORE FABRICATION. •• NOTE: VINO SPEED —UP EFFECT DUE TO TOPOGRAPHY HAS NOT BEEN CONSIDERED IN THE WINO DESIGN. THE CONTRACTOR/HOMEOWNER SHALL CONTACT JRBE IF THIS STRUCTURE IS TO BE LOCATED ON AN ISOLATED HILL, RIDGE OR ESCARPMENT CONSTITUTING ABRUPT CHANGES IN THE GENERAL TOPOGRAPHY SO THAT REVISIONS MAY BE MADE IF REQUIRED. •• NOTE: THE DESIGN FOR WINO HAS BEEN ASSUMED TO BE EXPOSURE B. THIS I5 DEFINED AS URBAN AND SUBURBAN AREAS. WOODED AREAS OR OTHER TERRAIN WITH NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF SINGLE— FAMILY DWELLINGS OR LARGER. IF OTHER CONDITIONS EXIST THE OWNER /CONTRACTOR SHALL CONTACT JRBE SO THAT APPROPRIATE CHANGES CAN BE MADE TO THE DESIGN. I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV. DATE BY 3 z N G 01 F F� <4 z P21 O DESCRIPTION (EXPIRES 10/03/061 DRAWN BY MAG SHEET N0. S10F5 0 ROOF FRAMING PLAN S2 11" X 17" DRAWINGS - 1 /8" = 1' -0" 24" X 36" DRAWINGS - 1/4" = 1' -0" — WOOD COLUMN BELOW PER FNON PLAN, TYP. 206 DF /2 GIRTS 0 2. -0" 0.C. TYP. NAILED TO W000 COLUMN W/ (3) 16d GALV. NAILS 29 GA MTL ROOFING: GRADE E, Fy = 80,000 PSI. ATTACH MIL DECK TO PURUNS W/ j10 X 1 1/2" SCREWS 0 9" O.C., TYP. Etir ATTACH 29 GA MTL 9DING TO GIRTS W/ /10 X 1 1/2" SCREWS 0 9" 0.C.. ALTERNATE: T -111 SIDING. USE 2X6 DF/2 PURUNS 0 16" 0.C. OR 208 DF82 PURLDIS 0 24" 0.G BEARING ON 2x TRUSSES OR W/ 9MPSON LU 26 HANGER 0 EA. END TYP. TYP. 0 TYP. 1 "x1/8" SAW JOINT STRUCTURAL TIMBER LUMBER SHALL BE DOUG -FIR /2 GRADE. E =1500000 PSI, UNLESS NOTED OTHERWISE. STUDS, U.N.O. SHALL BE DOUG -FIR /3 OR STUD GRADE E- 1400000 PSI. ALL LUMBER SHALL BE GRADED AND STAMPED PER WWPA AND THE 2003 IBC. ALL LUMBER SHALL BE SEASONED WITH A MOISTURE CONTENT NOT OVER 192 (SEE SPECIAL INSPECTIONS O ROOF FRAMING. NAIL ALL FRAMING PER TABLE 2304.9.1. 2003 IBC, UNLESS NOTED OTHERWASE. ALL W000 EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED VATH A WATER BORNE PRESERVATIVE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE AMERICAN W000 PRESERVATIVE ASSOCIATION. PAINT CUTS MADE AFTER TREATMENT WITH 2 BRUSH COATS OF THE PRESERVATIVE. SUBSTITUTIONS FOR FRAMING HARDWARE SHALL NOT BE USED UNLESS APPROVED. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED. OR APPROVED BY THE STRUCTURAL ENGINEER. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS. SOLID BLOCK UNDER PARTITIONS PERPENDICULAR TO JOISTS. PROVIDE WASHERS UNDER HEADS OF LAG SCREWS. SUSPEND CEILINGS, SPRINKLERS. DROP SOFFITS OR ANY SIMILAR ELEMENTS SHALL NOT BE SUPPORTED BY 2 z 4 RAFTERS EXCEPT AS NOTED. FASTENERS FOR PRESERVATIVE- TREATED AND FIRE- RETARDANT - TREATED W000 SHALL BE OF HOT- DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICONE BRONZE OR COPPER PER SECTION 2304.9.5 OF THE 2003 IBC. WOOD WEB /WOOD CHORD TRUSSES TRUSSES SHALL BE MANUFACTURED WITH WOOD WEBS AND CHORDS. LUMBER SHALL BE STRESS -RATED AND KILN DRIED TO A MOISTURE CONTENT OF 162 OR LESS. TRUSS JOINTS SHALL BE MADE WITH GALVANIZED STEEL "TOOTHED" PLATES PRESSED INTO BOTH SIDES OF THE WOOD MEMBERS. TRUSSES SHALL BE DESIGNED TO FIT DIMENSIONS SHOWN ON THE PLANS AND FOR LOADS SHOWN ABOVE: INCLUDE ANY CONCENTRATED MECHANICAL LOADS ON ROOF (VERIFY WEIGHT AND LOCATION WITH MECHANICAL CONTRACTOR). ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY CURRENT ICB0 EVALUATION REPORT. DEFLECTION DUE TO LIVE LOAD SHALL BE LIMITED TO SPAN /240 PER 2003 IBC TABLE 1604.3. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND LOCAL BUILDING OFFICIAL FOR RENEW. PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BE STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON 4110 IS RESPONSIBLE FOR THE DESIGN. THE MANUFACTURER SHALL DESIGN AND PROVIDE ALL REQUIRED BRIDGING AND BRACING BETWEEN THE TRUSSES. TRUSSES SHALL BE ERECTED AND INSTALLED IN ACCORDANCE 81TH THE PLANS. APPROVED SHOP DRAWINGS AND MANUFACTURER'S INSTALLATION SUGGESTIONS. CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TO ENCLOSING THE TRUSSES TO PROVIDE OPPORTUNITY FOR REVIEW OF THE INSTALLATION. CUTTING OR FIELD ALTERATIONS IS NOT PERMITTED. ///���""" JOINT LOCATION PER / FOUNDATION PLAN CONC. SLAB PER PLAN .I II_III- ICI- In- nl-.I- = nI- 1IL =l�I= 1 1 II -II &I EII6IF 11�111JI�J11-I I-iT =u Ll I� 1 =� AT I-1 FI IIk�lEll 11 III�ICI -,11r- = III =I I � 111 E' I l l- 1= SEE SOILS REPORT FOR SUBGRADE PREPARATION W.W.F. PER PLAN CENTER IN SLAB (IF USED) 1/2" 0 x 3' -0 ". SMOOTH DOWEL 0 24" 0.C. CUT BOTH ENDS WITHOUT FLARE & GREASE ONE END. TYP. U.N.O. [JOINT LOCATION PER FOUNDATION PLAN CONC. SLAB PER PLAN JEMEI I4IT- 1_m =11 _111 1 J = =1 - 11-111 111= -11 III I I II I I I( iI �( �LL1TIE E= 111 - IC VIII "c11 II I II I 1 W.W.F. PER PLAN CENTER IN SLAB (IF USED) SEE SOILS REPORT FOR SUBGRADE PREPARATION CONSTRUCTION JOINT NOTE: CONSTRUCTION JOINT (S.J.) MAY BE USED IN PLACE OF CONTROL JOINT (C.J.). CONTROL JOINT N.T.S. N.T.S. I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV. DATE BY 0 0- N (EXPIRES 10/03/061 DESCRIPTION DATE OCT., 2004 DRAWN BY MAG DESIGN BY DML /MAG JOB N0. 04- 361.20 SHEET N0. S2 OF 5 36.-0. / 1.-o- / 1._ e 12 -0" 12' -0• 12'-0" , 1 1 1 1 1 1 1 I 1 1 1 1 I I I 8X12 IF 2 I 1 1 I I 1 1 1 1 1 I 1 1 1 _ 1) x12 'F 82 L srPE 1 1 1 III T 1 TIP I fLOPET • PV- E1IGNEEIRED 'WOOD ITRUSt[S (BY OTBERS)I THRU- BOLTED TD 8)00 8011641. Tr. I 1 1 1 1 I 1 1 1 1 1 1 TYP i 1 4 112 1 1 1 .A 11 :12 1 d 2 x12 1F , L -I !_I- -- 1- r 1 1- 4 _.1-_1- 0 24_0. I AM _ w `~(2) 12 IF �li� _ r 1 r—r— 1 r -1 -t—r -1 1 TIP. Ark }~ IV VP. © }YP. v Tfl'1 F© 1 1 ISINGLI: ENT} ITRUSt TYR. 1 1 1 1 I I I 1 1 1 iri TYP. ©I nn U x12 F /2 1 1 1 I I I I 1 1 1 i 1 1 N 1 1 `1 *1 11 / '\ 1 (1) 8x12 1F /2 l 1 1 I 1 1 1 1 1 1 1 1 1 1 J 1 1 1 1 i 1 1 I I 1 \ 12' -0" / 3' -7 3/4" TYP. 16'- 1/2" / S-7 3/4" 0 ROOF FRAMING PLAN S2 11" X 17" DRAWINGS - 1 /8" = 1' -0" 24" X 36" DRAWINGS - 1/4" = 1' -0" — WOOD COLUMN BELOW PER FNON PLAN, TYP. 206 DF /2 GIRTS 0 2. -0" 0.C. TYP. NAILED TO W000 COLUMN W/ (3) 16d GALV. NAILS 29 GA MTL ROOFING: GRADE E, Fy = 80,000 PSI. ATTACH MIL DECK TO PURUNS W/ j10 X 1 1/2" SCREWS 0 9" O.C., TYP. Etir ATTACH 29 GA MTL 9DING TO GIRTS W/ /10 X 1 1/2" SCREWS 0 9" 0.C.. ALTERNATE: T -111 SIDING. USE 2X6 DF/2 PURUNS 0 16" 0.C. OR 208 DF82 PURLDIS 0 24" 0.G BEARING ON 2x TRUSSES OR W/ 9MPSON LU 26 HANGER 0 EA. END TYP. TYP. 0 TYP. 1 "x1/8" SAW JOINT STRUCTURAL TIMBER LUMBER SHALL BE DOUG -FIR /2 GRADE. E =1500000 PSI, UNLESS NOTED OTHERWISE. STUDS, U.N.O. SHALL BE DOUG -FIR /3 OR STUD GRADE E- 1400000 PSI. ALL LUMBER SHALL BE GRADED AND STAMPED PER WWPA AND THE 2003 IBC. ALL LUMBER SHALL BE SEASONED WITH A MOISTURE CONTENT NOT OVER 192 (SEE SPECIAL INSPECTIONS O ROOF FRAMING. NAIL ALL FRAMING PER TABLE 2304.9.1. 2003 IBC, UNLESS NOTED OTHERWASE. ALL W000 EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED VATH A WATER BORNE PRESERVATIVE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE AMERICAN W000 PRESERVATIVE ASSOCIATION. PAINT CUTS MADE AFTER TREATMENT WITH 2 BRUSH COATS OF THE PRESERVATIVE. SUBSTITUTIONS FOR FRAMING HARDWARE SHALL NOT BE USED UNLESS APPROVED. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED. OR APPROVED BY THE STRUCTURAL ENGINEER. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS. SOLID BLOCK UNDER PARTITIONS PERPENDICULAR TO JOISTS. PROVIDE WASHERS UNDER HEADS OF LAG SCREWS. SUSPEND CEILINGS, SPRINKLERS. DROP SOFFITS OR ANY SIMILAR ELEMENTS SHALL NOT BE SUPPORTED BY 2 z 4 RAFTERS EXCEPT AS NOTED. FASTENERS FOR PRESERVATIVE- TREATED AND FIRE- RETARDANT - TREATED W000 SHALL BE OF HOT- DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICONE BRONZE OR COPPER PER SECTION 2304.9.5 OF THE 2003 IBC. WOOD WEB /WOOD CHORD TRUSSES TRUSSES SHALL BE MANUFACTURED WITH WOOD WEBS AND CHORDS. LUMBER SHALL BE STRESS -RATED AND KILN DRIED TO A MOISTURE CONTENT OF 162 OR LESS. TRUSS JOINTS SHALL BE MADE WITH GALVANIZED STEEL "TOOTHED" PLATES PRESSED INTO BOTH SIDES OF THE WOOD MEMBERS. TRUSSES SHALL BE DESIGNED TO FIT DIMENSIONS SHOWN ON THE PLANS AND FOR LOADS SHOWN ABOVE: INCLUDE ANY CONCENTRATED MECHANICAL LOADS ON ROOF (VERIFY WEIGHT AND LOCATION WITH MECHANICAL CONTRACTOR). ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY CURRENT ICB0 EVALUATION REPORT. DEFLECTION DUE TO LIVE LOAD SHALL BE LIMITED TO SPAN /240 PER 2003 IBC TABLE 1604.3. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND LOCAL BUILDING OFFICIAL FOR RENEW. PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BE STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON 4110 IS RESPONSIBLE FOR THE DESIGN. THE MANUFACTURER SHALL DESIGN AND PROVIDE ALL REQUIRED BRIDGING AND BRACING BETWEEN THE TRUSSES. TRUSSES SHALL BE ERECTED AND INSTALLED IN ACCORDANCE 81TH THE PLANS. APPROVED SHOP DRAWINGS AND MANUFACTURER'S INSTALLATION SUGGESTIONS. CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TO ENCLOSING THE TRUSSES TO PROVIDE OPPORTUNITY FOR REVIEW OF THE INSTALLATION. CUTTING OR FIELD ALTERATIONS IS NOT PERMITTED. ///���""" JOINT LOCATION PER / FOUNDATION PLAN CONC. SLAB PER PLAN .I II_III- ICI- In- nl-.I- = nI- 1IL =l�I= 1 1 II -II &I EII6IF 11�111JI�J11-I I-iT =u Ll I� 1 =� AT I-1 FI IIk�lEll 11 III�ICI -,11r- = III =I I � 111 E' I l l- 1= SEE SOILS REPORT FOR SUBGRADE PREPARATION W.W.F. PER PLAN CENTER IN SLAB (IF USED) 1/2" 0 x 3' -0 ". SMOOTH DOWEL 0 24" 0.C. CUT BOTH ENDS WITHOUT FLARE & GREASE ONE END. TYP. U.N.O. [JOINT LOCATION PER FOUNDATION PLAN CONC. SLAB PER PLAN JEMEI I4IT- 1_m =11 _111 1 J = =1 - 11-111 111= -11 III I I II I I I( iI �( �LL1TIE E= 111 - IC VIII "c11 II I II I 1 W.W.F. PER PLAN CENTER IN SLAB (IF USED) SEE SOILS REPORT FOR SUBGRADE PREPARATION CONSTRUCTION JOINT NOTE: CONSTRUCTION JOINT (S.J.) MAY BE USED IN PLACE OF CONTROL JOINT (C.J.). CONTROL JOINT N.T.S. N.T.S. I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV. DATE BY 0 0- N (EXPIRES 10/03/061 DESCRIPTION DATE OCT., 2004 DRAWN BY MAG DESIGN BY DML /MAG JOB N0. 04- 361.20 SHEET N0. S2 OF 5 H O P1 CIVIL AND STRUCTURAL CONSULTING AND DESIGN qJ Imo. 803 E. 3RD AVENUE SPOKANE, WASHINGTON 99202 (509) 534 -3929 / FAX (509) 534 -4014 'EXPIRES 10/03/061 DATE OCT., 2004 DRAWN BY MAC DESCRIPTION (1) 3/4 "0 A307 OR (1) 1" 0 BOLT, TYP. 1 ct BOLT LEDGERS TO COLUMN FOR TRUSS BEARING. 2X6 LEDGER SNUG TO UNDERSIDE OF TRUSS. WOOD COLUMN PER FNDN PLAN. CL OF WOOD COLUMN. 2X TRUSS BEARING ON 2X LEDGER. — 2x GIRT SHOWN DASHED (2) 3/4 "0 A307 BOLTS IN LEDGER, TYP. BOLT ALTERNATE (2) 1 "0 A307 BOLTS IN LEDGER, TYP. SEE DETAIL 2 & 5/53 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" NOTE: 2X PURLINS MAY BE HUNG FROM TRUSS TOP CHORD W/ SIMPSON LU26 HANGER 0 EA. END. OVERHANG PER ROOF FRAMING PLAN. FACE OF WOOD„....---'e COLUMN. MTL DECKING PER ROOF FRAMING PLAN. 2x PURLINS PER ROOF FRAMING PLAN. 4 12 100: BOT. OF TRUSS HEIGHT PER DETAIL 3/S4 SIDING PER ROOF FRAMING PLAN. 2X GIRTS PER ROOF FRAMING PLAN. 0 CL OF WOOD COLUMN. NAIL PURLINS FROM BOTH SIDES, TYP. 2X PURLIN PER PLAN. 2X TRUSSES PER ROOF FRAMING PLAN (BY OTHERS). 2% BLOCKING BETWEEN TRUSSES. 2X GIRT PER ROOF FRAMING PLAN. OVERHANG PER ROOF FRAMING PLAN. DETAIL FACE OF WOOD /— COLUMN. roln 2X LEDGER BNTH 2X TRUSS SEE DETAIL 1 & 5/S3 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" (4) 16d NAILS 0 EA. END OF PURLIN TYP. 2 ALTERNATE: 2X6 GIRTS SET BTWN COLUMNS 0 2' -0" 0.C. J� DETAIL 2X6 BLOCK W/ (3) 16d EA. SIDE (DOWN SLOPE). DOUBLE 2X WOOD TRUSSES PER PLAN (BY OTHERS) 2X LEDGER EA. SIDE OF COLUMN W /(2) 3/4 "0 BOLTS. PLACE SNUG TO BOTTOM OF 2X TRUSS. WOOD COLUMN PER FOUNDATION PLAN. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" BOLT ALTERNATE: USE (2) 1" 0 A307 BOLTS 0 LEDGER W/ 6" SPACING BETWEEN BOLTS, TYP. SEE DETAILS 1/53 & DTL 2/S3 FOR ADDITIONAL INFO. NOTE: 2X PURLINS MAY BE HUNG FROM TRUSS TOP CHORD W/ SIMPSON LU26 HANGER 0 EA. END. OVERHANG PER ROOF FRAMING PLAN. FACE OF WOOD COLUMN. GRID FACE OF W000/� COLUMN. FACE OF WOOD COLUMN. 2X PURLIN PER PLAN. 1.11__ 1 2x HORIZ. BLOCKING BETWEEN PURLINS 2% LEDGER BNTH 2X TRUSS WOOD COLUMN PER FNDN PLAN. DETAIL OVERHANG PER ROOF FRAMING PLAN. 2X6 VERT BLOCKS 0 4' 0.C. W/ 16d NAILS THRU TRUSS & HORIZ. BLOCKING. OVERHANG PER ROOF FRAMING PLAN. SIDING PER ROOF FRAMING PLAN. 2X GIRTS PER ROOF FRAMING PLAN. FACE OF WOOD COLUMN. P.T. WOOD COLUMN PER PLAN. CONC. SLAB PER PLAN. 11 �� �� I l -1 II il SEE DETAILS 6 /S3 & 7/S3 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" MTL DECKING PER ROOF FRAMING PLAN. 2x PURLINS PER ROOF FRAMING PLAN. 41 12 BOT. OF TRUSS HEIGHT `� PER DETAIL 3/54 SIDING PER ROOF FRAMING PLAN. 2X GIRTS PER ROOF FRAMING PLAN 0 ALTERNATE: 2X6 GIRTS SET BTWN COLUMNS 0 2' -0" 0.C. 2 %6 BLOCKING BTWN PURLINS W/ (2) 16D NAILS 0 EA. END. SINGLE 2X WOOD TRUSS PER PLAN 0 TYP. LOCATIONS (BY OTHERS). 2X LEDGER ONE SIDE OF COLUMN W /(3) 3/4 "0 BOLTS. PLACE SNUG TO BOTTOM OF 2X TRUSS. WOOD COLUMN PER FOUNDATION PLAN. DETAIL (GABLE END) SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" BOLT ALTERNATE: USE (2) 1" 0 A307 BOLTS 0 LEDGER W/ 6" SPACING BETWEEN BOLTS, TYP. SEE DETAILS 3/S3 & DTL 7/S3 FOR ADDITIONAL INFO. (1(1) 3/4 "0 A307 OR ) 1" 0 BOLT, TYP. H � -g BOLT LEDGERS TO COLUMN FOR TRUSS BEARING. 2X6 LEDGER SNUG TO UNDERSIDE OF TRUSS. WOOD COLUMN PER FNDN PLAN. PER PLAN DETAIL III -I Y=11 -I 1- 111 -111 =1: i = I-I I_i I lu IIIJI 11= III�a lu ILJIE 11y 111 111 .1.1,76-7[111 I 1j1- CONC. FOOTING PER PLAN. UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL BNTH ALL PIERS & SLABS. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = FACE OF WOOD COLUMN. 2X TRUSS BEARING ON 2X LEDGER. \__ 2x PURLIN SHOWN DASHED J 2x GIRT SHOWN DASHED DETAIL (3) 3/4 "0 A307 BOLTS IN LEDGER, TYP. BOLT ALTERNATE (2) 1 "0 A307 BOLTS IN LEDGER, TYP. SEE DETAILS 3/S3 & 6/S3 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV. DATE BY DESIGN BY DML /MAG .106 N0. 04- 361.20 SHEET NO. s3 OF 5 CIVIL AND STRUCTURAL CONSULTING AND DESIGN 4 r, 803 E. 3RD AVENUE SPOKANE, WASHINGTON 99202 ,4 (509) 534 -3929 / FAX (509) 534 -4014 FACE OF WOOD COLUMN. - OVERHANG PER PLAN. PER PLAN nnnnnnnnnnnnnnnnnnnnnnnn 2X BLOCK'G BTWN PURLINS. CL OF WOOD COLUMN. (4) 16d NAILS THRU BLOCKING INTO PURLIN. (NAIL FROM BOTH SIDES) 2X BLOCK'G BTWN PURLINS. MTL SIDING PER ROOF FRAMING PLAN. 2x VERT. BLOCKS 0 4' O.C. 2x PURLINS PER W/ 16d NAILS THRU TRUSS ROOF FRAMING PLAN. & HORIZONTAL BLOCKING. 2x TRUSS PER ROOF FRAMING PLAN (BY OTHERS) (4) 16d COMMON NAILS 0 LOWER END OF BRACE. WOOD COLUMN PER PLAN. 4 12 METAL ROOFING 2x GIRTS PER ROOF FRAMING PLAN. 2x4 BRACE EA. SIDE OF COLUMN. (2 TOTAL EACH COLUMN) DETAIL DOUBLE 2X TRUSS PER ROOF FRAMING PLAN. (BY OTHERS) BOT. OF TRUSS HEIGHT 4. PER DETAIL 3/S4 6X WOOD COLUMN BEYOND. I �� 1/2" =1' -0" WOOD TRUSSES PER ROOF FRAMING PLAN. (BY OTHERS) SCALE: 11 X 17 DRAWINGS - 1/Y - 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" •'' t2 4''`11%)-444. 1110 1111111 NQTE: PROVIDE BRIDGING FOR - TRUSSES AS REO'D PER MFR. i! 2X BLOCKING BTWN TRUSSES PER 5/S3. SIMPSON A35 0 TOP END OF BRACE. 2X6 LEDGER BNTH TRUSSES BEYOND. 2. PURUNS PER ROOF FRAMING PLAN. 12 TRUSSES TO BEAR ON 2X LEDGER, TYP. WOOD COLUMNS PER FNDN PLAN. DRILLED PIER PER FNDN PLAN. ///- -- CONC. SUB PER FNDN PLAN. 11 a -mot PER PLAN SECTION 1 PER PLAN NTS 2X8 DP #2 6x COLUMN DOOR JAMB, TYP. PER FNDN PLAN GIRTS PER ROOF FRAMING PLAN MTL SIDING PER ROOF FRAMING PLAN. SECTION A BOT. OF TRUSS HEIGHT 11' -0' MAX. A.F.F. 2x GIRTS PER ROOF FRAMING PLAN. 2X8 DF /2 DOOR JAMB, TYP. USE 10d NAILS ® 12" O.C., TYP. USE (2) 10d NAILS 0 EA. GIRT, TYP. USE (3) 10d NAILS PER GIRT. GIRTS PER ROOF FRAMING PLAN. 6x COLUMN BEYOND PER FNDN PLAN. SECTION El 2X6 DF #2 ® DOOR JAMB W /(4) 10d NAILS EA. END, TYP. MTL SIDING PER ROOF FRAMING PLAN. USE 10d NAILS 0 12" 0.C., TYP. GIRTS PER ROOF FRAMING PLAN. - 6x COLUMN PER FOUNDATION PLAN. 2X6 CONTINUOUS TO COLUMNS SEE DTL 1/S4 FOR ADD'L INFO. _._,,k__✓ OVERHEAD DOOR OPENINGS. -�� 2X6 DF #2 0 DOOR JAMB W/(4) NEND, EA. END, D, TYP. X8 DF#2® ' DOOR JAMB, TYP. e MTL SIDING NOT SHOWN FOR CLARITY, TYP. ra.. ul Qr 2X8 DF #2 0 DOOR JAMB, TYP. ..- LIIIIL -NF- III =11 11 11 111= 11IIL- 1- 111 = 111 =111- I I- 111 =11 1I I- 111 = 111 =111- E111011�- I1- li fft= F-1i�. = _.,III I --T "-=1 �II-�5�11 Ti li,- Ir=1". VARIES - PER PLAN PER PLAN DOOR OPENINGS N.T.S. 2X6 DF #2 WINDOW JAMB W /(2) 10d NAILS EACH END, TYP. GIRTS PER ROOF FRAMING PLAN. 2x6 GIRT SECTION C USE 10d NAILS 0 12" 0.C., TYP. 2X6 DF #2 WINDOW JAMB WINDOW OPENINGS 2X6 CONTINUOUS GIRT FROM COLUMNS TO WINDOW HEAD. 2x6 DF #2 WINDOW JAMB W /(2) 10d NAILS EACH END, TYP. 2X6 CONTINUOUS GIRT FROM COLUMNS TO WINDOW SILL. MTL SIDING NOT SHOWN FOR CLARITY, TYP. N.T.S. I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV DATE BY 3 41 xt w 0 L) uo 'EXPIRES 10/03/061 DATE OCT., 2004 DRAWN BY MAG DESIGN BY DML /MAG DESCRIPTION J08 N0. 04- 361.20 SHEET NO. S4 OF 5 I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV. DATE BY DESCRIPTION NOTE: 2X PURLINS MAY BE HUNG FROM TRUSS TOP CHORD W/ SIMPSON LU 26 HANGER ® EA. END. FACE OF WOOD COLUMN. ATTACH 2X GIRDERS TO 6X LEDGER W/ (2) 3/4 "0 BOLTS. ATTACH 6X6 LEDGER TO COLUMN W /(2) 3/4 "0 BOLTS. • BOT. OF TRUSS HEIGHT sr PER DETAIL 3/S4 2X GIRDERS PER PLAN. MTL DECKING PER ROOF FRAMING PLAN. 2x PURLINS PER ROOF FRAMING PLAN 12 (4) 16d NAILS 0 EA. END OF PURLIN TYP. METAL SIDING PER ROOF FRAMING PLAN. 2X GIRTS PER ROOF FRAMING PLAN. ALTERNATE: 2X6 GIRTS SET BTWN COLUMNS 0 2' -0" 0.0 DETAIL (1) 3/4 "0 A307 OR (1) 1° 0 BOLT, TYP. 2X6 BLOCK W/ (3) 16d EA. SIDE DOWN SLOPE). DOUBLE 2X WOOD TRUSSES PER PLAN (BY OTHERS) 2X6 LEDGER EA. SIDE OF COLUMN W /(2) 3/4 "0 A307 BOLTS OR (2) 1 "0 A307 BOLTS. PLACE SNUG TO BOTTOM OF 2X TRUSS. WOOD COLUMN PER FOUNDATION PLAN. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" NAIL PURLINS FROM BOTH SIDES, TYP. 2X PURLIN PER PLAN. 2X TRUSSES PER ROOF FRAMING PLAN (BY OTHERS). 2X BLOCKING BETWEEN TRUSSES. FACE OF WOOD COLUMN. 6%6 WOOD LEDGER BOLTED TO COL. 2X GIRT PER ROOF FRAMING PLAN WOOD COLUMN PER PLAN. 2X LEDGER BNTH 2% TRUSS 2X GIRDERS PER PLAN. DETAIL SEE DETAIL 6/S5 & 1/S5 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" SEE DETAILS 6 /S5 & DTL 4 /S5 FOR ADDITIONAL INFO. 2% GIRT PER ROOF FRAMING PLAN. FACE OF WOOD COLUMN. -\ NOTE: 2X PURLINS MAY BE HUNG FROM TRUSS TOP CHORD W/ SIMPSON LU 26 HANGER 0 EA. END. FACE OF WOOD COLUMN. ATTACH 2% GIRDERS TO 6X LEDGER W/ (2) 3/4 "0 BOLTS. ATTACH 6 %6 LEDGER TO COLUMN W /(2) 3/4 "0 BOLTS. BOT. OF TRUSS HEIGHT 4. PER DETAIL 3/S4 2X GIRDERS PER PLAN. GRID MTL DECKING PER ROOF FRAMING PLAN. 2x PURLINS PER ROOF FRAMING PLAN. 12 METAL SIDING PER ROOF FRAMING PLAN. 2X GIRTS PER ROOF FRAMING PLAN. ALTERNATE: 2X6 GIRTS SET BTWN COLUMNS 0 2' -0" 0.0 FACE OF WOOD COLUMN. SINGLE 2x WOOD TRUSS PER PLAN (BY OTHERS) 2X6 BLOCKING BTWN PURLINS W/ (2) 16D (1) 3/4 "0 A307 OR NAILS 0 EA. END. (1) 1" 0 BOLT, TYP. 2X6 LEDGER EA. SIDE OF COLUMN W /(3) 3/4 "0 A307 BOLTS OR (2) 1 "0 A307 BOLTS. PLACE SNUG TO BOTTOM OF 2X TRUSS. WOOD COLUMN PER FOUNDATION PLAN. DETAIL (GABLE END) SCALE: 11 X 17 DRAWINGS - 1/2" = 24 X 36 DRAWINGS - 1" = 1. -0" 1 1'IY 2X PURLIN PER PLAN. WOOD COLUMN PER FNDN PLAN. 6X6 WOOD LEDGER BOLTED 10 COL. DETAIL 2X6 VERT BLOCKS 0 4' 0.C. W/ 16d NAILS THRU TRUSS & HORIZ. BLOCKING. 2x HORIZ. BLOCKING BETWEEN PURLINS 2X LEDGER BNTH 2X TRUSS 2X GIRDER PER PLAN. SEE DETAIL 2/S5 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1 -0" SEE DETAIL 5/S5 FOR ADDITIONAL INFORMATION. 2X GIRDERS FOR LEAN -TO ROOF BOLTED TO 6X LEDGER NOTE: 2X PURLINS MAY BE HUNG FROM 2% RAFTER W/ SIMPSON LUP24 HANGER 0 EA. END. OVERHANG PER PLAN. FACE OF WOOD COLUMN. 12 MTL DECKING PER ROOF FRAMING PLAN. 2x PURLINS PER ROOF FRAMING PLAN. 2X GIRDERS PER PLAN (2) 3/4 "0 BOLTS THRU COLUMN. DETAIL 6X WOOD COLUMN PER FNDN PLAN. 6X LEDGER BOLTED TO COLUMN SCALE: 11 X 17 DRAWINGS - 1/2" = 1' -0" 24 X 36 DRAWINGS - 1" = 1' -0" CL OF WOOD COLUMN. (2) 3/4 "0 A307 BOLTS THROUGH 6X6 BLOCKING & 2X GIRDERS. (2) 3/4 "0 A307 BOLTS THROUGH 6X6 BLOCKING TO COL. BEYOND. BOLT LEDGERS TO COLUMN FOR TRUSS BEARING. 2X6 LEDGER SNUG TO UNDERSIDE OF TRUSS. DETAIL 2x GIRT SHOWN DASHED WOOD COLUMN PER FNDN PLAN. SEE DETAIL 1 & 4/S5 FOR ADDITIONAL INFORMATION. SCALE: 11 X 17 DRAWINGS - 1/2" = 1 -0" 24 X 36 DRAWINGS - 1 = CD LLJ U H • Q E4 DATE OCT., 2004 DRAWN BY MAC JOB NO 04- 361.20 SHEET N0. s5 OF 5