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2005, 01-12 Permit App: 05000126 Pole Building' S1$tiiane Valley ©6-Dl21, 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: ISO \ S . \' V- - P_ -Cry. Assessor's Tax Parcel Number(s): Li\, y • LS') R_ Legal Description: PERMIT DESCRIPTION: 1AO kf t,kl f o\g..n; Building Permit Relocation Change in Use ❑ Grading ❑ Manufactured Home ❑ Tenant Improvement ❑ Fire Safety ❑ Other OWNER/APPLICANT INFORMATION n Owner:_OE (Y\np_e1) Phone: 9j-51—?hAFQ b Fax: Address: Applicant: Phone: Address: Fax: City State Zip Code City State Zip Code Contractor: In tr3ct61/4A.I(\fl(' ❑ Architect: J or� f�n�--\--4— Phonea.-t1,op'4 Fax: v Phone: Fax: Address: 2--`10 2), EcISi ,s-J0Kf.tM 11 1aA 1.0g.Y) Citj• IState Zip Code Address: P-,cS F 3' `I oob31 u• A �`io ? State Zip Code WA State Contractor License #: Contact: - ccu'n'm PERMIT/BUILDING INFORMATION HEIGHT TO PEAK: DIMENSIONS: # OF STORIES: MAIN FLOOR TO SQ. FTG: DENS° 2N' FLOOR SQ FTG: UNFIN BASEMENT SQ. FTG' FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG. DECK/COV PATIO SQ. FTG' OCCUPANCY GROUP CONSTRUCTION TYPE: po-k HEAT SOURCE # OF BEDROOMS: TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AREA' (--------\ COST OF PROJECT: 30% SLOPES ON PROPERTY !J R R ON-SITE SEPTIC MANUFACTURED HOME Width: Manufacturer: Length: Year: Pit Set: RELOCATION Previous Address: Proposed Use: FIRE SAFETY Fire Sprinkler: Tent: Valuation: Above/Underground Storage Tank Size: # of Heads: Fire Alarm: Paint Booth: Fireworks Display: Blasting: Date/Time: WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE Plans Examiner: Address: Phone: Fax: City State Inspector: Phone: Fax: Address: Zip City State Zip SPECIAL INSPECTIONS ❑ BOLTING ❑ CONCRETE Firm Name: ❑ REINFORCEMENT Phone: Inspector(s): Fax: ❑ WELDING 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 prope Print Name Signature Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash ❑ Check ❑ Mastercard Bankcard #: Authorized Signature: ❑ VISA Expires: VIN#: ❑ Other fsol &LA -14.e. 0 -`l fF, Thls site plan is being subnitted obtaining a buil permit and li representation of the proposal, linea/dimensions. curb tines. tltrwr� have been identified. Also w10i� bodies of nater, sip MOlt1 Signed - or the purpose of a true and correct known property alp and easements are wetlands. tical areas. aTkAi \r\f_rcb 6a1 es to eaog1uq ortt iot battimdu2 enisdeltiT 139i1O3 bns 9.1.711,I B s bras iitnie gr1ibth iiud s grrinInpijatn9&Ido ylisgo}q nwonA KA .tssoq 4 srti ztnemeass bnsae ,mrd dwp •artoienemiblaonil .zbnslisoi sis OWaibni ost .bsOttnebi Hoed evil wlsw to od .ase+s tsoitn� teega W �e ' S-uM 130 f,ke (JO(thi 3 9 0 0 lg b a 'es Vc Pcofe-4'64- )-15 Q0- i4 1,00,\ re v e�-� "7v�� 2xja,esil SiheA•ctd- 2100t1 I(D\ bkc,YE._ A.„„ .3-ta3-L2 C,e)a aao- LPV�a- MOM ---.___alq KfQAUA T1100.14 w 0 O N . FOR M Y0400* PAAMING INFORMATION SEE OETA1 4/S4 SQ1. FOR M. MM -DOOR FRAMING NEClMAN N SEE DETAE 2/S4 FOUNDATION PLAN 11" X 17' DRAWINGS - 3/32• 24' X 36' DRAWINGS - 3/16" FACE W COLUMN. 2'-0'P X 7-0' CRAZED CONCRETE PER AUK GRID A TIPICAL r 11' • 12' DOOR OPE1040 LOCATED 8EIWFEN COLUMNS 1111CAL (SEE DETAIL 2/54 FOR 8110II0NAL INFpV114108) 1-6'1 X 5'-8' D10110) 02401ETE PER A1040 GRIDS B - F, MIC& r 11' • 12' 0 0 0 8 10014940 LLIGIFD BLNEEN COLU1111S MCA. (SLE W1N1 2/54 FOR 51010181 WM/AD ML) 2'-0'1 X 3-0. DRUID CONCRETE PER A104C URD G. TYPICAL. ❑ - P T 6X6 or 12 COLUMN - P.T 6X10• DF/2 COLUMN • - REQUIRES common PT 2110 MENDER ATTACHED TO WE 10' 900 Of WO POST 2% MEMBER SHAH MA1W 10.4ER GRADE OF 6% PWT 29 MEMBERS MAL EXTEND N10 CWC PERS 2-0' MNMUM, PINEAL 591(2)80961640 NAILS1t 0C ECR FULL HUNT OF LEDGER 210ER 10 EXTEND TO A HEIOR O B'-0 ABOVE 90919100 R.00R. MN DESIGN LOADS ROOF SNOW LOAD 30 PSF WINO SPEED (FASTEST MILE VELOCITY) 70 MPR WINO SPEED (3 -SECOND 0)5T Almon) 85 /APR WINO EXPOSURE CATEGORY D 5019110 DE5GN CATEGORY C REMRED SOIL BEARING CAPACITY ((MEL) 2.000 PSF (8551ME0) 50 PSF (ASSUMED) REQUIRED LATERAL SOIL BEARING CAPAOIY FOUNDATIONS ALL F00111105 SHALL BEM ON UN ISIURBED GROUND OR STRUCTURAL FILL All FOOTINGS SHALL BE A 14242.1081 OF 36 410105 BELOW GRADE UNLESS 80100 OMERW50 ON DRAWINGS FELL UNDER FOOTINGS AND SLABS SHALL BE COMPACTED TO 952 MINIMUM OF MAXIMA 06? DENSITY PER AST/ D-1557 COMPACTION Of FILL SHALL BE IN LIFTS 1401 TO EXCEED 8 INCHES LOOSE THICKNESS EACH LIFT MALL BE TESTED FOR COAPUANCE MTH COMPACTOR REQUIREMENTS BY AN APPROVED LABORATORY. TIE FOUNDATION DE991 15 BASED ON ASSUMPTIONS DRAWN FROM ENGINEERING E0EMEHCE 9115 RECOMMENDED THAT THESE A59JMPO9i5 BE VERIFIED BY A 01ALIFIEO 0001E01141GL ENGINEER. 111E OM.NER SHALL BE RESPONSIBLE FOR RETAINING A GEOTEONICAL ENGINEER AND TO PRESORT CC110001210 INEORMATDN TO ABE 50 THAT PROPER REVISIONS MAY BE MADE W RE00WE0 INADEQUATE BEARING 5015 MAY CAUSE EXCESSIVE 4T11£MENTS OF ME FOUND/210K JRBE DOES NOT ASSUME LIABILITIES A5500A1E3 MM NACC01A10 SOIL CONDITIONS LOCATED ON ME SITE IF A GEOTECHNICAL REPOT 5 PROVIDED, FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS REPORT TIE REPORT 15 PART OF MIS PLN AND SHOULD BE KEPT OR ME JA 9TE AT ALL TIES FOUNDATION EXCAVATORS SHALL BE EXAMINED AND 0RTECO BY T2 SOILS EN0NEER OR 115 REPRESENTATIVE PRIOR TO 1141 PLACEMENT O ANY REINFORCING STEEL OI CONCRETE CONCRETE NL CAST IN PLACE CONCRETE SHALL WET ME faLOMNG REQUIREMENTS WAOTY CO CONCRETE MALL BE CE1ERM16100 BY CHAPTER 19. 2003 IBC IIMWM 28 DAY COMPRESSIVE - STRENGTH MALL BE 2500 PSI, U N 0 USE 5 1/ - 94/ SACKS PER YARD Of TYPE I CEMENT NM 68 GALLONS OF WATER PER SACK CC OYENf AMIUI SLUMP - 3 TO 4 N01E5 M. OR - 9/2"). ALL MEMW5 AND MATERIALS PER ME 2003 IBC. SUBMIT 8111 DESIGNS TO JR BMNETT ENGINEERING PROVIDE ONE 9:T CF 3 CHARGER TESTS FOR EACH FOUR HOURS OF CONCRETE PLACEMENT OR FOR EACH POUR OR PER LOCAL BUIIEKNG DEPARTMENT REP-MEMO/TS COPIES OF TEST N✓EPOIMS 91ALL BE SERI 10 ME ENGNEEA MO THE 692101NG DEPARTMENT S LAB ON 011550 2.500 PSI CONTINUOUS 0001805 2500 PSI PAO FOOTINGS 2.500 PSI CONOW90 SHEAR WALLS NA FOUNDATION WALLS 2,500 PSI CONCRETE 91AL1 BE MAINTAINED IN A MUST CONDITION FOR A MINIMUM O FIVE (5) OARS AFTER PLACEMENT. ALTERNATE MEDICOS RILL BE APPROVED M SATISFACTORY PERFORMANCE CM 60 ASSURED. KEYED CONSTRUCTION JOINTS SHALL BE USED IN AL CASES EXCEPT SLABS ON GRADE. AL CCNSTNCTCN JOINTS SHALL 80 THOROUGHLY CLEANED AND ALL AAJTMCE SHALL BE REMOVED ALL VERTICAL JOINTS 91N-1 BE THOROUGHLY W11ED AND SLUSHED MM A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CP/CRETE. SLABS ON GRACE: SLABS SHALL HAVE 1111004055 PER PLM MO BE PLACID OVER 4" OF 5/6" MINUS CRUSHED RCOG, UNLESS 081010D OTHERWISE BY SOLS REPORT POM JOINTS MALL HAVE I4 SM00111 51RA911 COWLS X 24' AT 12' ACROSS THE 000 JOINT 111E50 COWLS 91111 BE COATED MM GIWASE ON ONE SIDE 10 PREVENT 801I13910, dR COERED MM A PAPER OR PLASTIC SLEEVE. CRACK CONTROL JOINTS SHALL BE RACED AT 20 FEET O1 CENTER MAMMW 94 EACH DIRECTION ACCEPTABLE JOINTS SHAH DE EIMER A POUR MINT A5 NOTED ABOVE, DP -STRIP INSTALLED PER MANUFACTURERS RECOMMEND/ 1041. OR SAW OM I/& K 1/4 OF ME SLAB MICKNE55 (BUT 1401 LESS THAN 9") P SAW a15 ME TO BE 5500. ME CUT MUST BE MACE A5 SINN A5 ME SLAB MILL SUPPORT ME SAW AND ME SAY/ NEL NO1 RAVEL THE OJT (14I5 5 U93NLV 4 TO 12 LIWRS AFTER FINISHING) CONTROL JOINTS SNAG OCCUR AT RE-ENTRANT CORNERS CR AT OTHER ABRUPT 01MCE5 IN DIMENSIONS. JOINTS 9001 INTERSECT 0310.111 CENIERONES AND AT COLUMNS, BE N A DIMOND PATTERN ALL CONCRETE MM A 0E5CNA1EO STRENGTH EXCEEDING 2500 PSI SNA1 REQUIRE CONTINOU5185PEC11014 BY AN INSPECTOR APPROVED 8Y ME BUILDING DEPARTMENT MO RYE E NGINEER PIPES OTHER MM 100019ICAL CONDUITS SINAL 1101 DE EMBEDDED IN STRUCTURAL 00NCRE1E E XCEPT INHERE 9'UFICALLY APPROVED REINFORCING REINFORCEMENT SHALL RE DEFORMED BARS N ACCONMCE MM ASN A-615 CRAPE 40 AND MADE FROM NEW BILLETS REINFORCING TO BE 9E0DED SHALL BE ASN A-615 OO 60 MM A CARBON Ea/VW-ENT (0 0) OF 055 OR LESS OP A5114 8-706 WELDED WIRE FABRIC SHALL BE 94 ACCORDANCE MM AST/ A-185 WIRE ME91 SHALL LAP ONE FV I. MESH Al SIDES AM ENDS LAP ALL REINFORCING BARS 48 DIAMETERS AT ALL SPLICES, CORNERS AND INTERSECTING WALLS OML55 NOTED OMERM5E. COVER OVER REINE98CEMEM SHALL BE A MNMIN O 3 N OES FOR CONCRETE PLACED ON GROUND. 2 INCHES FOR CONES/Tr EXPOSED 10 GROUND M W EATHER AFTER REMOVAL O FCRM5, AND 1 1/2 INCHES UNLESS N01E0 OMFRMSE ANCHOR BOLTS DOWELS, AND OTHER EMBEDDED ITEMS ID BE SECURELY TED IN PLACE BEFORE CONCRETE 15 POURED SUBMIT SHOP DRAMNG5 TO ME ENGINEER FOR RENEW BEFORE FABRICATOR •• NOTE: SOILS ASSUMED TO BE 5M0. 911Y SM0. CLAYEY SAND. SILTY RRAVEL AND 0.4YEY GRAVEL WITH A LATERAL BEARING PRESSURE O 150 PSI h FOUNDATION PRESSURE OF 2.000 PSF P CLAY, SANDY CLA1. 1111Y CLAY, 0.AXEY 5RT, SILT OR SAVDY 9LT ME ENC00NIWED, ME GINNER/CDNIRACTCR SMALL CONTACT JIBE 50 THAT APPROPRIATE MOIMAM245 TO ME PLANS MAY BE MACE •• NOTE: WIND SPEED-UP EFFECT WE TO T1000%WNY HAS 1401 BEEN CONSIDERED IN ME 111140 DESIGN ME CCNIRACTOR/MOJEDPMER SHALL CONTACT JRBE IF THIS STRUCTURE 15 TO BE LOCATED ON M 150AIE0 NEL RIPE OR ESCARPMENT CCNSTNTNG ABRUPT CHANCES. 1N ME GENERAL TCPDA.WNY 50 THAT RE99945 MAY BE MADE I' REQUIRED •• NOW. THE DESIGN ECR NW HAS BEEN ASSUMED TO BE EDIN1ME B MIS 15 DEFINED A5 URBAN AND SUBURBAN AREA5, WCCCE0 AREAS OR OTHER TERRAIN WITH NUMEROUS CLOSELY SPACED 06591.10110.15 HAVING 1110 112E OF SINGLE-FAM2Y DIEWNCS W LARGER If OTHER 008090095 EXIST THE OMER/CONTRACTOR 91NL CONTACT RBE 50 THAT APPROPRIATE CHANCES CM BE MALE 10 ME DESIGN I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV DATE BY DESCRIPTION 65 0 E ^a O W 'EXPIRES 10/03/051 DATE .UPN. 2005 DRAM BY MAC 00909 BY OML/IAAG 05-004 20 Si OF 4 - } — T a -a } I2-0' 12-0'} III -0'} I8-0' AGE OF COLUMN } I? `_ `-PT6S60f/2 ` Li Q PT 6110. Of 12 CONS 9AR-W- 0�I y I / FF - FIN. FLOOR C CONC sM PROVIDE 1(6'X1' 58 OMAN 25 0C EA SEE OR IA t IB = 0.0' 1 OR BP STRIP WAY. FOR ANT ROAR I f -• / -A— I 7 L Ft `a e PIP. Te _ FACE COLUMN Cf JJ 11' N . FOR M Y0400* PAAMING INFORMATION SEE OETA1 4/S4 SQ1. FOR M. MM -DOOR FRAMING NEClMAN N SEE DETAE 2/S4 FOUNDATION PLAN 11" X 17' DRAWINGS - 3/32• 24' X 36' DRAWINGS - 3/16" FACE W COLUMN. 2'-0'P X 7-0' CRAZED CONCRETE PER AUK GRID A TIPICAL r 11' • 12' DOOR OPE1040 LOCATED 8EIWFEN COLUMNS 1111CAL (SEE DETAIL 2/54 FOR 8110II0NAL INFpV114108) 1-6'1 X 5'-8' D10110) 02401ETE PER A1040 GRIDS B - F, MIC& r 11' • 12' 0 0 0 8 10014940 LLIGIFD BLNEEN COLU1111S MCA. (SLE W1N1 2/54 FOR 51010181 WM/AD ML) 2'-0'1 X 3-0. DRUID CONCRETE PER A104C URD G. TYPICAL. ❑ - P T 6X6 or 12 COLUMN - P.T 6X10• DF/2 COLUMN • - REQUIRES common PT 2110 MENDER ATTACHED TO WE 10' 900 Of WO POST 2% MEMBER SHAH MA1W 10.4ER GRADE OF 6% PWT 29 MEMBERS MAL EXTEND N10 CWC PERS 2-0' MNMUM, PINEAL 591(2)80961640 NAILS1t 0C ECR FULL HUNT OF LEDGER 210ER 10 EXTEND TO A HEIOR O B'-0 ABOVE 90919100 R.00R. MN DESIGN LOADS ROOF SNOW LOAD 30 PSF WINO SPEED (FASTEST MILE VELOCITY) 70 MPR WINO SPEED (3 -SECOND 0)5T Almon) 85 /APR WINO EXPOSURE CATEGORY D 5019110 DE5GN CATEGORY C REMRED SOIL BEARING CAPACITY ((MEL) 2.000 PSF (8551ME0) 50 PSF (ASSUMED) REQUIRED LATERAL SOIL BEARING CAPAOIY FOUNDATIONS ALL F00111105 SHALL BEM ON UN ISIURBED GROUND OR STRUCTURAL FILL All FOOTINGS SHALL BE A 14242.1081 OF 36 410105 BELOW GRADE UNLESS 80100 OMERW50 ON DRAWINGS FELL UNDER FOOTINGS AND SLABS SHALL BE COMPACTED TO 952 MINIMUM OF MAXIMA 06? DENSITY PER AST/ D-1557 COMPACTION Of FILL SHALL BE IN LIFTS 1401 TO EXCEED 8 INCHES LOOSE THICKNESS EACH LIFT MALL BE TESTED FOR COAPUANCE MTH COMPACTOR REQUIREMENTS BY AN APPROVED LABORATORY. TIE FOUNDATION DE991 15 BASED ON ASSUMPTIONS DRAWN FROM ENGINEERING E0EMEHCE 9115 RECOMMENDED THAT THESE A59JMPO9i5 BE VERIFIED BY A 01ALIFIEO 0001E01141GL ENGINEER. 111E OM.NER SHALL BE RESPONSIBLE FOR RETAINING A GEOTEONICAL ENGINEER AND TO PRESORT CC110001210 INEORMATDN TO ABE 50 THAT PROPER REVISIONS MAY BE MADE W RE00WE0 INADEQUATE BEARING 5015 MAY CAUSE EXCESSIVE 4T11£MENTS OF ME FOUND/210K JRBE DOES NOT ASSUME LIABILITIES A5500A1E3 MM NACC01A10 SOIL CONDITIONS LOCATED ON ME SITE IF A GEOTECHNICAL REPOT 5 PROVIDED, FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS REPORT TIE REPORT 15 PART OF MIS PLN AND SHOULD BE KEPT OR ME JA 9TE AT ALL TIES FOUNDATION EXCAVATORS SHALL BE EXAMINED AND 0RTECO BY T2 SOILS EN0NEER OR 115 REPRESENTATIVE PRIOR TO 1141 PLACEMENT O ANY REINFORCING STEEL OI CONCRETE CONCRETE NL CAST IN PLACE CONCRETE SHALL WET ME faLOMNG REQUIREMENTS WAOTY CO CONCRETE MALL BE CE1ERM16100 BY CHAPTER 19. 2003 IBC IIMWM 28 DAY COMPRESSIVE - STRENGTH MALL BE 2500 PSI, U N 0 USE 5 1/ - 94/ SACKS PER YARD Of TYPE I CEMENT NM 68 GALLONS OF WATER PER SACK CC OYENf AMIUI SLUMP - 3 TO 4 N01E5 M. OR - 9/2"). ALL MEMW5 AND MATERIALS PER ME 2003 IBC. SUBMIT 8111 DESIGNS TO JR BMNETT ENGINEERING PROVIDE ONE 9:T CF 3 CHARGER TESTS FOR EACH FOUR HOURS OF CONCRETE PLACEMENT OR FOR EACH POUR OR PER LOCAL BUIIEKNG DEPARTMENT REP-MEMO/TS COPIES OF TEST N✓EPOIMS 91ALL BE SERI 10 ME ENGNEEA MO THE 692101NG DEPARTMENT S LAB ON 011550 2.500 PSI CONTINUOUS 0001805 2500 PSI PAO FOOTINGS 2.500 PSI CONOW90 SHEAR WALLS NA FOUNDATION WALLS 2,500 PSI CONCRETE 91AL1 BE MAINTAINED IN A MUST CONDITION FOR A MINIMUM O FIVE (5) OARS AFTER PLACEMENT. ALTERNATE MEDICOS RILL BE APPROVED M SATISFACTORY PERFORMANCE CM 60 ASSURED. KEYED CONSTRUCTION JOINTS SHALL BE USED IN AL CASES EXCEPT SLABS ON GRADE. AL CCNSTNCTCN JOINTS SHALL 80 THOROUGHLY CLEANED AND ALL AAJTMCE SHALL BE REMOVED ALL VERTICAL JOINTS 91N-1 BE THOROUGHLY W11ED AND SLUSHED MM A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CP/CRETE. SLABS ON GRACE: SLABS SHALL HAVE 1111004055 PER PLM MO BE PLACID OVER 4" OF 5/6" MINUS CRUSHED RCOG, UNLESS 081010D OTHERWISE BY SOLS REPORT POM JOINTS MALL HAVE I4 SM00111 51RA911 COWLS X 24' AT 12' ACROSS THE 000 JOINT 111E50 COWLS 91111 BE COATED MM GIWASE ON ONE SIDE 10 PREVENT 801I13910, dR COERED MM A PAPER OR PLASTIC SLEEVE. CRACK CONTROL JOINTS SHALL BE RACED AT 20 FEET O1 CENTER MAMMW 94 EACH DIRECTION ACCEPTABLE JOINTS SHAH DE EIMER A POUR MINT A5 NOTED ABOVE, DP -STRIP INSTALLED PER MANUFACTURERS RECOMMEND/ 1041. OR SAW OM I/& K 1/4 OF ME SLAB MICKNE55 (BUT 1401 LESS THAN 9") P SAW a15 ME TO BE 5500. ME CUT MUST BE MACE A5 SINN A5 ME SLAB MILL SUPPORT ME SAW AND ME SAY/ NEL NO1 RAVEL THE OJT (14I5 5 U93NLV 4 TO 12 LIWRS AFTER FINISHING) CONTROL JOINTS SNAG OCCUR AT RE-ENTRANT CORNERS CR AT OTHER ABRUPT 01MCE5 IN DIMENSIONS. JOINTS 9001 INTERSECT 0310.111 CENIERONES AND AT COLUMNS, BE N A DIMOND PATTERN ALL CONCRETE MM A 0E5CNA1EO STRENGTH EXCEEDING 2500 PSI SNA1 REQUIRE CONTINOU5185PEC11014 BY AN INSPECTOR APPROVED 8Y ME BUILDING DEPARTMENT MO RYE E NGINEER PIPES OTHER MM 100019ICAL CONDUITS SINAL 1101 DE EMBEDDED IN STRUCTURAL 00NCRE1E E XCEPT INHERE 9'UFICALLY APPROVED REINFORCING REINFORCEMENT SHALL RE DEFORMED BARS N ACCONMCE MM ASN A-615 CRAPE 40 AND MADE FROM NEW BILLETS REINFORCING TO BE 9E0DED SHALL BE ASN A-615 OO 60 MM A CARBON Ea/VW-ENT (0 0) OF 055 OR LESS OP A5114 8-706 WELDED WIRE FABRIC SHALL BE 94 ACCORDANCE MM AST/ A-185 WIRE ME91 SHALL LAP ONE FV I. MESH Al SIDES AM ENDS LAP ALL REINFORCING BARS 48 DIAMETERS AT ALL SPLICES, CORNERS AND INTERSECTING WALLS OML55 NOTED OMERM5E. COVER OVER REINE98CEMEM SHALL BE A MNMIN O 3 N OES FOR CONCRETE PLACED ON GROUND. 2 INCHES FOR CONES/Tr EXPOSED 10 GROUND M W EATHER AFTER REMOVAL O FCRM5, AND 1 1/2 INCHES UNLESS N01E0 OMFRMSE ANCHOR BOLTS DOWELS, AND OTHER EMBEDDED ITEMS ID BE SECURELY TED IN PLACE BEFORE CONCRETE 15 POURED SUBMIT SHOP DRAMNG5 TO ME ENGINEER FOR RENEW BEFORE FABRICATOR •• NOTE: SOILS ASSUMED TO BE 5M0. 911Y SM0. CLAYEY SAND. SILTY RRAVEL AND 0.4YEY GRAVEL WITH A LATERAL BEARING PRESSURE O 150 PSI h FOUNDATION PRESSURE OF 2.000 PSF P CLAY, SANDY CLA1. 1111Y CLAY, 0.AXEY 5RT, SILT OR SAVDY 9LT ME ENC00NIWED, ME GINNER/CDNIRACTCR SMALL CONTACT JIBE 50 THAT APPROPRIATE MOIMAM245 TO ME PLANS MAY BE MACE •• NOTE: WIND SPEED-UP EFFECT WE TO T1000%WNY HAS 1401 BEEN CONSIDERED IN ME 111140 DESIGN ME CCNIRACTOR/MOJEDPMER SHALL CONTACT JRBE IF THIS STRUCTURE 15 TO BE LOCATED ON M 150AIE0 NEL RIPE OR ESCARPMENT CCNSTNTNG ABRUPT CHANCES. 1N ME GENERAL TCPDA.WNY 50 THAT RE99945 MAY BE MADE I' REQUIRED •• NOW. THE DESIGN ECR NW HAS BEEN ASSUMED TO BE EDIN1ME B MIS 15 DEFINED A5 URBAN AND SUBURBAN AREA5, WCCCE0 AREAS OR OTHER TERRAIN WITH NUMEROUS CLOSELY SPACED 06591.10110.15 HAVING 1110 112E OF SINGLE-FAM2Y DIEWNCS W LARGER If OTHER 008090095 EXIST THE OMER/CONTRACTOR 91NL CONTACT RBE 50 THAT APPROPRIATE CHANCES CM BE MALE 10 ME DESIGN I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV DATE BY DESCRIPTION 65 0 E ^a O W 'EXPIRES 10/03/051 DATE .UPN. 2005 DRAM BY MAC 00909 BY OML/IAAG 05-004 20 Si OF 4 0 0 0 0 0 1VO IPO I0-0' 100. SINGLE END TRUSS, OR. ROOF FRAMING PLAN S2 10" 3 17' DRAWINGS - 3/32" = 1•-0' 24' X 36' DRAWINGS - 3/16' - 1•-0' 6000 MINN BELOW PER FWN R.W. TIP. 266 OF 02 CR150 0C 1YP. NAILED TO W00 COLUMN W/ (3) 16d WLV NAILS ATTACH 29 GA MIL SONG 100RI5 W/110611/2' SCREWS 0 9" 0.C. ALIERNATC T-111 SIDING PRE -ENG FRE( WOO IRISES (BY 013ER5) 1130) -BOLTED 10 W W COLYN IVP. USE 266 ❑R 1019)15 016' OC (R 268 OF R RAINS O N' 0C BEARING ON 2o MUSSES OR W/ 9MPS0N XV 16 HANIQR 0 OK ENI T19. 29 GA MR ROOFING GRADE E. Fy . 00.0110 P9. ATTACH 1111 MCR 10 R.RIN5 W/ 11061110' S0S4509' 0 C. TIP. STRUCTURAL TIMBER LUMBER SHALL BE DOUG -FR /2 GRADE. ( 1500000 P9. UNLESS NOTED OTHERWISE S1LIO5. U N 0 SHALL BE DOUG -FIR /3 09 5100 GRACE 6-1400000 PSI ALL LIBBER SHALL BE GRADED AND STAMPED PER WMA AND MIRE 2003 IBC µ1 LUMBER SMALL BE SEASONED NM A MOISTURE CONTENT NOT OVER 19Z (SEE MEDAL INSPECTIONS 0 ROT FRAMING NAIL µL FRAMING PER TABLE 230491. 2E43 IBC, UNLESS NOTED OTHERWISE ALL MLCO EXPOSED TO MEATIER OR IN MENACE 00111 CONCRETE OR MASONRY SHALL BE PRESSURE TREATED NTH A WATER BORNE P10ESERVATYE N ACCORDANCE NM ME STANDARD SPEORCA1ICHS OF ME AMERICAN 9003 PRESERVABLE ASSOCIATION PAINT 0115 MADE AFTER TREATMENT WIN 2 WR1511 COATS OF TK PRESERVATIVE SUBSTITUTIONS FOR FRAMNC HARDWARE SHALL NOT BE 05ED UNLESS AP9RTEO NO STRUCTURAL MEMBER SHALL BE WT OR NOTCHED UNLESS SPECIFICALLY 910AN. NOTED. OI APPROVED BY 111E STRUCTURAL EHOKER USE DOUBLE AM515 UNDER MALLS CR p*RBTIOIS PARALLEL TO 31515 STOLID BLOCK( UNDER PARTITIONS PERPENDICULAR TEL .0515 PROVDE WASHERS UNDER HEADS OF LAC SCREWS SUSPEND CEILINGS SPRINGERS. DRCV 50TT5 M ANY SIMILAR ELEMENTS SHALL NOT BE 92909100 BY 2 4 RASTERS EXCEPT A5 NOTED FASTENERS FOR PRESERVATIVE -TREATED MC FIRE -RETARDANT -TREATED MCAT 91HL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL. STAINLESS STEEL 5RICONE BRONZE OR COPPER PER SECTION 230495 0 ME 203 IBC WOOD WEB/WOOD CHORD TRUSSES 1RU5605 SHALL BE MANUFACTURED NM 40]0 WEBS AND CHORDS LUMBER SHALL & STRESS -RATED AND KILN DRIED TO A 405TURE CONTENT O 196 OR LESS. 19055 JOINTS SHALL BE MADE 94111 Gµ1AN2E0 STEEL "T00THE0' PLATES PRESSED INTO BOM SIDES Cf THE TRW MEM9015. 1RU55E5 SHALL BE DE904E0 TO FIT DI4EN94N5 9MONN ON ME PLANS AW FOR LOADS 91OVN ABTE. INCLUDE ANY CONCENTRATED MECHANICAL LOADS M RCC, (TEMFY WLGHT AND LOCATION WITH MECHANICAL CONTRACTOR) ALL DESIGNS SHALL BE IN ACCORDANCE NM ALLOWABLE VALUES ASSIGNED BY CURRENT 1E20 EVALUATION REPORT CEFILCTICH WE TO LIVE LOAD SHALT. BE LIMITED TO SPAN/240 PER 2003 IBC TABLE 19043 SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND LOCAL BUILLW0 OR104L FOR RENEW. PRIOR TO FABRICATOR 910P DRAWINGS SHALL BE STAMPED BY AN ENGINEER RE05TE&O N ME STATE Cr WASINGTOR MHO IS RESPONSOLE FOR 30 (0901 ME MANUFACTURER SHALL (0904 AND PROVIDE NL REWIRED BM00NG AND BRACING BETWEEN ME MUMS. TRUSSES SHALL BE ERECTED AND INSTALLED IN ACCORDANCE NM THE PLANS APPROVED SHOP DRAWN= AND MANUFACTURERS INSTAWMN 91O£STNS CONMACT(R 90ML NODES ME ENGINEER PRIM TO ENCLOSING. ME TRUSSES TO PRONCE OPPORTUNE), FOR RENEW O ME INSTALLATION GUTTING CR FIELD .ALTERATIONS 5 NOT PERMITTED rJOINT LOCATION PER / FOUNDATION PLAN CONC. SLAB PER PLAN SEE SOILS REPORT FOR SUBGRADE PREPARATION W W.F PER PLAN CENTER IN SLAB (10 USED) /2' 0 x ]-0" SMOOTH DOWEL 0 24. 0 C. CUT BOTH ENDS W1HOUT FLARE k GREASE ONE END. THP U.N 0 • JOINT LOCATION PER FOUNDATION PLAN CONC. SLAB PER PLAN W.W.F. PER PLAN CENTER IN SLAB (IF USED) SEE SOILS REPORT FOR SUBGRADE PREPARATION CONSTRUCTION JOINT NOTE: CONSTRUCTION JOINT (5.3) MAY BE USED IN PLACE OF CONTROL JOINT (C J ) CONTROL JOINT N.T 5 N.T B I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE. WA 99037 90 (EXPIRES 10/03/061 DAZE JAN., 2005 CRAW BY MAC DESIGN BY DML/MUG 05-004.20 REV DATE BY &SCRP11 4 BEET NO. S2 0F 4 OR 1 I -I-- J_L_J_LJ_LJ —I-1-1thE'-1-1 I LJ_1J H—+ LLL II J._LJ t--1-1 L `. -I - Trr 1 T r Tr -i Tr 1T THP r �-1 r _.�L J 1--1— L J__LJ L J� J LJ_ L J JJ L_ l 1 rTr 1T1 sort r -7---r- 'A -1Tr- ack r 1T fr _.L -Th -J_ I --1—L -I —1--J rr LTJ_ 10 Fr 1 201 J 1 1 L_LL -I —L-1 L 1 r-7— r 1 T r TT 1 T r 1 T r J_ L_L L J ._LJ L J --L J L—L_ L J JI_J" L 1 1 41 1-ITr1T J_ l_L r rT—r1 1_L J rr—r1T J_ r 2' I 1 H-1-1 ' T r I —LJ 7 1---1-11---1-1-4-4-r4 T -1—I-71—l—f-I-f—E--lam r`T r—T —1 H- _r_L Tr 1T P- i _r_ op r 1 I /50 WI y_ I Y L` - 100. SINGLE END TRUSS, OR. ROOF FRAMING PLAN S2 10" 3 17' DRAWINGS - 3/32" = 1•-0' 24' X 36' DRAWINGS - 3/16' - 1•-0' 6000 MINN BELOW PER FWN R.W. TIP. 266 OF 02 CR150 0C 1YP. NAILED TO W00 COLUMN W/ (3) 16d WLV NAILS ATTACH 29 GA MIL SONG 100RI5 W/110611/2' SCREWS 0 9" 0.C. ALIERNATC T-111 SIDING PRE -ENG FRE( WOO IRISES (BY 013ER5) 1130) -BOLTED 10 W W COLYN IVP. USE 266 ❑R 1019)15 016' OC (R 268 OF R RAINS O N' 0C BEARING ON 2o MUSSES OR W/ 9MPS0N XV 16 HANIQR 0 OK ENI T19. 29 GA MR ROOFING GRADE E. Fy . 00.0110 P9. ATTACH 1111 MCR 10 R.RIN5 W/ 11061110' S0S4509' 0 C. TIP. STRUCTURAL TIMBER LUMBER SHALL BE DOUG -FR /2 GRADE. ( 1500000 P9. UNLESS NOTED OTHERWISE S1LIO5. U N 0 SHALL BE DOUG -FIR /3 09 5100 GRACE 6-1400000 PSI ALL LIBBER SHALL BE GRADED AND STAMPED PER WMA AND MIRE 2003 IBC µ1 LUMBER SMALL BE SEASONED NM A MOISTURE CONTENT NOT OVER 19Z (SEE MEDAL INSPECTIONS 0 ROT FRAMING NAIL µL FRAMING PER TABLE 230491. 2E43 IBC, UNLESS NOTED OTHERWISE ALL MLCO EXPOSED TO MEATIER OR IN MENACE 00111 CONCRETE OR MASONRY SHALL BE PRESSURE TREATED NTH A WATER BORNE P10ESERVATYE N ACCORDANCE NM ME STANDARD SPEORCA1ICHS OF ME AMERICAN 9003 PRESERVABLE ASSOCIATION PAINT 0115 MADE AFTER TREATMENT WIN 2 WR1511 COATS OF TK PRESERVATIVE SUBSTITUTIONS FOR FRAMNC HARDWARE SHALL NOT BE 05ED UNLESS AP9RTEO NO STRUCTURAL MEMBER SHALL BE WT OR NOTCHED UNLESS SPECIFICALLY 910AN. NOTED. OI APPROVED BY 111E STRUCTURAL EHOKER USE DOUBLE AM515 UNDER MALLS CR p*RBTIOIS PARALLEL TO 31515 STOLID BLOCK( UNDER PARTITIONS PERPENDICULAR TEL .0515 PROVDE WASHERS UNDER HEADS OF LAC SCREWS SUSPEND CEILINGS SPRINGERS. DRCV 50TT5 M ANY SIMILAR ELEMENTS SHALL NOT BE 92909100 BY 2 4 RASTERS EXCEPT A5 NOTED FASTENERS FOR PRESERVATIVE -TREATED MC FIRE -RETARDANT -TREATED MCAT 91HL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL. STAINLESS STEEL 5RICONE BRONZE OR COPPER PER SECTION 230495 0 ME 203 IBC WOOD WEB/WOOD CHORD TRUSSES 1RU5605 SHALL BE MANUFACTURED NM 40]0 WEBS AND CHORDS LUMBER SHALL & STRESS -RATED AND KILN DRIED TO A 405TURE CONTENT O 196 OR LESS. 19055 JOINTS SHALL BE MADE 94111 Gµ1AN2E0 STEEL "T00THE0' PLATES PRESSED INTO BOM SIDES Cf THE TRW MEM9015. 1RU55E5 SHALL BE DE904E0 TO FIT DI4EN94N5 9MONN ON ME PLANS AW FOR LOADS 91OVN ABTE. INCLUDE ANY CONCENTRATED MECHANICAL LOADS M RCC, (TEMFY WLGHT AND LOCATION WITH MECHANICAL CONTRACTOR) ALL DESIGNS SHALL BE IN ACCORDANCE NM ALLOWABLE VALUES ASSIGNED BY CURRENT 1E20 EVALUATION REPORT CEFILCTICH WE TO LIVE LOAD SHALT. BE LIMITED TO SPAN/240 PER 2003 IBC TABLE 19043 SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND LOCAL BUILLW0 OR104L FOR RENEW. PRIOR TO FABRICATOR 910P DRAWINGS SHALL BE STAMPED BY AN ENGINEER RE05TE&O N ME STATE Cr WASINGTOR MHO IS RESPONSOLE FOR 30 (0901 ME MANUFACTURER SHALL (0904 AND PROVIDE NL REWIRED BM00NG AND BRACING BETWEEN ME MUMS. TRUSSES SHALL BE ERECTED AND INSTALLED IN ACCORDANCE NM THE PLANS APPROVED SHOP DRAWN= AND MANUFACTURERS INSTAWMN 91O£STNS CONMACT(R 90ML NODES ME ENGINEER PRIM TO ENCLOSING. ME TRUSSES TO PRONCE OPPORTUNE), FOR RENEW O ME INSTALLATION GUTTING CR FIELD .ALTERATIONS 5 NOT PERMITTED rJOINT LOCATION PER / FOUNDATION PLAN CONC. SLAB PER PLAN SEE SOILS REPORT FOR SUBGRADE PREPARATION W W.F PER PLAN CENTER IN SLAB (10 USED) /2' 0 x ]-0" SMOOTH DOWEL 0 24. 0 C. CUT BOTH ENDS W1HOUT FLARE k GREASE ONE END. THP U.N 0 • JOINT LOCATION PER FOUNDATION PLAN CONC. SLAB PER PLAN W.W.F. PER PLAN CENTER IN SLAB (IF USED) SEE SOILS REPORT FOR SUBGRADE PREPARATION CONSTRUCTION JOINT NOTE: CONSTRUCTION JOINT (5.3) MAY BE USED IN PLACE OF CONTROL JOINT (C J ) CONTROL JOINT N.T 5 N.T B I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE. WA 99037 90 (EXPIRES 10/03/061 DAZE JAN., 2005 CRAW BY MAC DESIGN BY DML/MUG 05-004.20 REV DATE BY &SCRP11 4 BEET NO. S2 0F 4 1 SEE DETAILS 6/53 & 7/53 FOR ADDITIONAL INFORMATION. JI (1) 3/4'0 A307 OR 1 1 0 BOLT, TYP. DOLT LEDGERS TO COLUMN FOR TRUSS BEARING. 2%6 LEDGER SNUG TO UNDERSIDE OF TRUSS. WOOD COLUMN PER FNDN PLAN. DETAIL SCALE: It 17 DDRAWINGS -11' 2 1 = 24 % 36 .00' NUL 2% PURLINS MAY BE HUNG FROM TRUSS TOP CHORD W/ SIMPSON LU26 HANGER O EA. ENO. OVERHANG PER ROOF FRAMING PLAN. CL OF W000 COLUMN. 25 TRUSS BEARING ON 2% LEDGER. 24 GIRT SHOWN DASHED (4) D7 BOTS IN LEDGER, TYP. B0L T ALTI~RNATE (2) 1'0 A307 BOLTS IN LEDGER, TYP. ISEE DETAIL 2 & 5/53 FOR ADDITIONAL INFORMATION. MTL DECKING PER ROOF FRAMING PLAN. 24 PURUNS PER ROOF FRAMING PLAN. CL OF WOOD OLUMN. NAIL PURUNS FROM BOTH SIDES, TYP. 2X PURLiN PER PLAN. �I� -moo .I n 25 GIRT PER ROOF �O��I FRAMING PLAN. OVERHANG PER ROOF FRAMING PLAN. 2% BLOCKING BETWEEN TRUSSES. 25 TRUSSES PER ROOF FRAMING PLAN (BY OTHERS). DETAIL FACE OF W000 COLUMN. 2X LEDGER BNTH 25 TRUSS ISEE DETAIL 1 & 5/5.3 FOR ADDITIONAL INFORMATION SCALE: 11 X 17 DRAWINGS - 1/2' 1-0' 24 X 36 ORAWNGS - 1' n FACE OF WOOD COLUMN, 12 (4) 16d NAILS O EA. END OF PURUN TYP. BOT. OF TRUSS FOCHT PFR DEMI 3/S4 SIDING PER ROOF FRAMING PLAN. 2% ORIS PER ROOF. FRAMING PLAN. ALTERNATE: 2X6 GIRTS SET SPAN COLUMNS 0 2'-0' 0.0. DETAIL 2%6 BLOCK W/ (3) 16d EA. SIDE (DOWN SLOPE). DOUBLE 22 WOOD TRUSSES PER PLAN (BY OTHERS) 22 LEDGER EA. SIDE OF COLUMN W/(4) 3/4'0 BOLTS. PLACE SNUG TO SOT -10M OF 22 TRUSS. w00D COLUMN PER FOUNDATION PLAN. 5CAL: 11 X 17 DRAWINGS - 1/2 = 1-0' 24 X 36 DRAWINGS - t' - 1'-0' DOLT ALTERNATE: USE (2) I' 0 A307 BOLTS 0 LEDGER W/ 6' SPACING BETWEEN BOLTS, TYP. SEE DETAILS 1/53 & oil 2/53 FOR ADDITIONAL 1100 NOTE: 2X PURLINS MAY BE HUNG FROM TRUSS TOP CHORD W/ SIMPSON LU26 HANGER 0 EA. END. OVERHANG PER ROOF FRAMING PLAN. FACE OF W000 COLUMN. SIDING PER ROOF FRAMING PLAN, 2% GIRTS PER 8002 FRAMING PLAN. FACE OF WOOD COLUMN. WOOD COLUMN PER NON PLAN. DETAIL OVERHANG PER ROOF FRAMING PLAN. 256 VERT BLOCKS 0 4' 0.C. W/ 161 NAILS THRU TRUSS & HORIZ. BLOCKING. 2x HORIZ. BLOCKING BETWEEN PURUNS 214 LEDGER BNTH 2% TRUSS OVERHANG PER ROOF FRAMING PLAN. SIDING PER ROOF FRAMING PLAN. 2% GIRTS PER ROOF FRAMING PLAN. - P.T. WOOD COLUMN PER PLAN, CONC. SLAB PER PLAN. SCALE;, 11 X 17 DRAWINGS - 1/2' = F-0" 24X36 DRAWMIGS - 1' e 1' -Or MIL DECKING PER ROOF FRAMING PLAN. 24 PURLINS PER 800E FRAMING PLAN 3 12 ALTERNATE: 2X6 GIRTS SET BTWN COLUMNS 0 2--0 0.0- 2%6 BLOCKING BTWN PURLINS W/ (2) 160 NAILS 0 EA. END. 0 PER PLAN 72-2. LOCATIONS (BY OTHERS). 2% LEDGER ONE SIDE OF COLUMN w/(5) 3/4'0 BOTS. PLACE SNUG TO BOTTOM OF 2X TRUSS. WOOD COLUMN PER FOUNDATION PLAN. DETAIL (GABLE END) SLIAEL 11 X 17 ORAWNGS - 1/2 = 1'-0' 24 X 36 DRAWINGS - 1' . RLL T ALT RNATEi USE (3) 1 0 A307 BOLTS 0 LEDGER W/ 6 SPACING BETWEEN BOLTS, TYP. SEE DETAILS 3/53 & DTI, 7/53 FOR ADDITIONAL INFO. OR (1) 34.0 A 1" 0 BOL3T..7TYP. PER PLAN DETAIL CONC. FOOTING PER PLAN UNDISTURBED NATIVE SOIL 013 COMPACTED STRUCTURAL FILL 814TH ALL PIERS & SLABS. SCALE: 11 X 17 DRAWINGS - 1/2' - 1'-0' 24 X 36 DRAWINGS - 1 - 1'-0' FACE OF W000 COLUMN. 2X TRUSS BEARING ON 2% LEDGER. BOLT LEDGERS 10 COLUMN FOR TRUSS BEARING. 2X6 LEDGER SNUG TO UNDERSIDE OF TRUSS. WOOD COLUMN PER FNDN PLAN. DETAIL 5 -CAUL 11 X 17 DRAWINGS - 1/2' 24 X 36 DRAWINGS - 1' a 1'-0' 2x PURLIN SHOWN DASHED 2x GIRT SHOWN DASHED (5) 3/4'0 A307 BOLTS IN LEDGER, TYP. DOLT ALTERNATE (3) 1'0 A307 BOLTS IN LEDGER. TYP_ SEE DETAILS 3/53 & 6/53 FOR ADDITIONAL INFORMATION. I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 0 P4 CML AND g A XPIR£S 10/03/051 DATE JAN„ 2005 DRAWN BY MAO DE9Lt1 BY DMI/MAG X8 NO 05-004.20 REV, DATE BY DESCRIPTION SLEET N0. S3 OF 4 FACE OF WOOD COLUMN. OVERHANG PER PLAN. 2% BLOCK•G BTWN PURLINS CL OF WOOD COLUMN. 2% BLOCK'G BTWN PURLINS. MTL SIDING PER ROOF FRAMING PLAN. 2x VERT. BLOCKS 0 4' 0 C. 2r 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 LONER END OF BRACE. W000 COLUMN PER PLAN 2x GIRTS PER ROOF FRAMING PLAN 2,4 BRACE EA SIDE OF COLUMN. (2 TOTAL 0 EACH COLUMN) DOUBLE 2% TRUSS PER ROOF FRAMING PLAN (BY OTHERS) (4) 16d NAILS THRU BLOCKING INTO PURLIN. (NAIL FROM BOTH SIDES) 2% BLOCKING ERIN TRUSSES PER 5/53 SIMPSON A35 0 TOP END OF BRACE 6% W000 COLUMN BEYOND. DETAIL 2% PURIAS PER ROOF INNING PIAN. SCALF: 11 % 17 DRAWINGS - 1/2' - Y-0 24 % 36 DRAWINGS - 1' - 1'-0' METAL ROONG 2%6 LEDGER BNTH TRUSSES BEYOND. ' 3t12-#4---'11111 1` �` a (BY ERS)TRUSSES PER 00114 ROBE FRAMMG PLN (BY 0 -■-�=1_ ; BOR. 0 TTUSS NE%HI W000 E011181s PER RCN PLA. 0811E0 PIER PER FONOA1IQN PIMA I%„ I © SECTION _�-- UNDISTURBED NAME SCA CR COMPACTED STRUCTURAL RLL BENEAM ALL FOOTINGS 6, COLUMN PER ENGIN PLAN GIRTS PER ROOF FRAMING PLAN MTL SIDING PER ROOF FRAMING PLAN 'RCM 2%6 DF /2 0 DOOR JAMB, TYP. 2%0 DF p2 0 DOOR JAMB, TIP USE 106 NAILS O 12' O C., TYP. USE (2) IOU NAILS O EA. GIRT. TYP. USE (3) IOL NAILS PER GIRT. GIRTS PER ROOF FRAMING PLAN. fix COLUMN BEYOND PER FNDN PLAN. 3TETION R 2%6 DE B2 0 DOOR JAMB W/(4) 10d NAILS EA END, TYP. MTL SIDING PER ROOF FRAMING PLAN. USE 1OB NAILS GIRTS PER ROOF FRAMING PLAN - 6x COLUMN PER FOUNDATION PLAN ----- 2%6 2%6 CONTINUOUS TO COLUMNS DOOR OPENINGS NTS 2%6 DF A2 0 WNDOW JAMB W/(2) 10d NAILS EACH END, TYP GIRTS PER ROOF FRAMING PLAN 2x6 GIRT SFCDON C USE 10d NAILS 0 12" ac.. TIP. 2%6 DF /2 0 WINDOW JAMB WINDOW OPENINGS 2%6 CONTINUOUS GIRT FROM COLUMNS TO WINDOW HEAD 2%6 DF 820 WINDOW JAMB W/(2) 1OE NAILS EACH END, TYP. 2%6 CONTINUOUS GIRT FROM COLUMNS TO WINDOW SILL. MIL SIDING NOT SHOWN FOR CLARITY, TYP. NTS I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV DAR BY OESCRPBON !EXPIRES ID/03/06j DATE JAN., 2005 DRAM BY MAO 0(501 BY OML/MAG JOB N0 05-00420 9E51 NO S4 OF 4 i2%6 DF p2 0 DOOR JAMB W/(4) 10d NAILS EA. END, TYP. 2BDF#20 e DOOR JAMB. TYP. MTL SIDING NOT SHOWN FOR CLARITY, OP. a. R. 0 LI / 2%6 DF #2 0 DOOR JAMB• TYP - 1.1= 7-. E= .11— 41-I"" a 1 VARIES 1 PI - PER �I�][ _-1Fg_ u. i1W11=. PLA PER PVN FOUNDATION PLAN ----- 2%6 2%6 CONTINUOUS TO COLUMNS DOOR OPENINGS NTS 2%6 DF A2 0 WNDOW JAMB W/(2) 10d NAILS EACH END, TYP GIRTS PER ROOF FRAMING PLAN 2x6 GIRT SFCDON C USE 10d NAILS 0 12" ac.. TIP. 2%6 DF /2 0 WINDOW JAMB WINDOW OPENINGS 2%6 CONTINUOUS GIRT FROM COLUMNS TO WINDOW HEAD 2%6 DF 820 WINDOW JAMB W/(2) 1OE NAILS EACH END, TYP. 2%6 CONTINUOUS GIRT FROM COLUMNS TO WINDOW SILL. MIL SIDING NOT SHOWN FOR CLARITY, TYP. NTS I.C.S. STEEL BUILDINGS 2403 S. BEST SPOKANE, WA 99037 REV DAR BY OESCRPBON !EXPIRES ID/03/06j DATE JAN., 2005 DRAM BY MAO 0(501 BY OML/MAG JOB N0 05-00420 9E51 NO S4 OF 4