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BP, CO & DOCS - 03-00049 - American Family Entertainment Center - Theater
CITY OF REXBURG INSPECTION RECORD BUILDING ` 1st Layout ..................... 2nd Footing ................... 3rd Foundation .............. 4th Truss ....................... 5th Framing ................... 6th Drywall .................... 7th Sidewalk ................. ISSUED 8th Final ........................ 9th Occupancy .............. NAME: 7 — e — �tti R ► Ucr U�.I_�.p� PERMIT # ' U �—�� - / << FOR THE CONSTRUCTION OF: JOB ADDRESS: Y75 ELECTRICAL GENERAL CONTRACTOR: 'Pua_ 1st Groundwork ............ This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the 2nd Rough -in ................ City of Rexburg. It is specifically understood that this Permit does not allow any Variance to the regulations 3rd Final ........................ of the City of Rexburg Building or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. PLUMBING Date Approved Issued B 1 st Trench 15 2nd Service Connection Building Inspector -° 3rd Rough -in ................. THIS PERMIT MUST BE PROMINENTLY DISPLAYED AT THE BUILDING SITE 4th Heat Cable .............. THE BUILDING MAY NOT BE OCCUPIED OR USEDWITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY. 5th Final ........................ No work shall be done on any part of 1) A complete set of approved drawings along with permit must be kept on the the building beyond the point premises during construction. indicated In each successive NOTICEI. 2) The permit will become null and void in the event of any deviation from the Inspection without approval.. No accepted drawings. structural framework of any part of the 3) No foundation, structural, electrical, nor plumbing work shall be concealed building or any underground work without approval. shall be covered or concealed without approval. For Inspections Call 359 -3020 24 Hour Notice A CERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTIONS. CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No: R- 03 -08 -11 Applicable edition of c Site address: Use and occupancy: Type of construction: Design occupant load: ode: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 American Family Entertainment Theater Concrete /Masonry Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Teton River Village LLC 19.r,E600S American Fork, Ut. 8400a Contractor: Ellsworth Paulsen Const. Special conditions: Occupancy: ❑ Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section log of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date: May 12, 2004 C.O. Issued by: Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official as reviewed and approved said future changes. Water Departmen Fire Department _ State of Idaho Electrical Departin J - ( 208- 356-4830 ) ❑ Merlin Webster I f a C BUIL PERMIT APPLICA REXBURG, io x DATE . THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER s .. r JOB ADDRESS tr • -i" 0 PHONE j 6 , 4_11 a BUILDER �` I to t , *?i�,, '� ti ` - . ARCHITECT L� «�, t� t DESIGNER STRUCTURE: ❑ NEW ❑ REMODEL ❑ ADDITION ❑ REPAIR ❑ RENEWAL ❑ FIRE DAMAGE ❑ RESIDENCE ❑ COMM. ❑ EDUCATIONAL ❑ GOVT ❑ RELIGIOUS ❑ FENCE ❑ PATIO ❑ CARPORT ❑ GARAGE ❑ AWNING FOOTINGS FOUNDATION BASEMENT FLOORS E)Cr WALLS INT. WALLS CEILING ROOF HEAT INSULATED 19 CONCRETE WcoNcRETE ❑PARTIAL ❑,WOOD ❑ WOOD ❑ WOOD ❑ WOOD ❑ BUILT UP. GAS MASONRY MASONRY ❑ FULL CRETE ��W1ANRY ❑ MASONRY DRYWALL L3 WOOD SH. OIL ❑ OTHER ❑ OTHER (�VO EILING PRLOORS OTHER O�ONCRETE ❑ CONCRETE ❑ PLASTER L) COMP. SH. ❑ COAL ` ❑ VENEER RYWALL ❑ TILE ❑ TILE ❑ FIREPLACE ❑ PERIMETER Iff-METAL U PLASTER COUSTIC LL ROOF. ❑ ELECTRIC TUCCO ❑ TILE PEN METAL This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in accordance with the regulations pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. REMARKS: DEPARTMENT OF BUILDING & Z ONING VALUE FEE PAID / ❑c BUILDING WHITE —owners Copy CANKRY -13i _,Sp 16 2003 3 CASH S __ APPLICANT DATE ADDRESS 1 Department's Copy PINK— Assessoes Copy GOLDENROD- Inspector APPLICATION FOR BUILDP G PERINUT CITY OF RExB URG ID MHO r' Date of Application - O3 Permit No. - OWNER --(-n' Name 1 62171 Site Address 75 Al, Mailing Address � / � City /Statefzip _ �f'fm 1"j r n Telephone/Fax/Mobile 80 _ - 7 5_ Z2 -o4 1 / CONTRACTOR Name Ivf�ail rig City /Stai Telephone/Fax/Mobile f °'� � � ( - {� �L � / E 7, 6 1 - PROJECT IlVFORiyLAiTON DEPARIiv ENT APPROVAL Property Zone Is existing use compatible with zoning, (screening parking, When was this building last ccupied Architect/ Engineer Firm I S h i l k dp lan Name Subdivision Circle One Circle One Residential ommercial ) Educational Government Remodel New $Dose Addition/Remodel to House Neva Commercial ` Commercial Remodel Circle One Basement: Duel Finished / Unfinished Other. None/ Patio/ Carport/ Awning N/A Lot Square Fo9tage 4�_ Lot Width Square Feet Garage Square Feet Number of Stories , - Height of Building wnat will structure be used for: Rome Home Business Apartment o'`C mmercial Other Will there be an apartment? 1 I 1 , , If so,'how many units Total Estimated Cost , Are you in a flood plain Signature of Applicant y,, V I S M 80 I _ 5 ' D q t) t J Code Building Permit Fees 7. ....,, -� Zone Plan Check Fees A - Building Type OF v'rl =` ��� Plumbing Permit Fees o2 g! 9 9 9 spr,� g . � ZOO 3 Digging Pe t Fees SEp1 yD,5a8.L Water &Sewer Fees pR1F) CASH $ -- rout Footage Fee R �4CEC$ � ?i TOTAL S � 7, A /) Signature of Inspector Issued by Block Q - I e-f 11f l�u� -G Other fi 4 iT CITY OF RE BURG '7? 1-, APPLICATION FOR PLUMBING PERMIT OWNER Name. Address Z 5 4 Te i��% I Lot _ Bilk. Add:. PLUGHIER Name Y" Address i""i �4 i I" Tel Lb I,] - jMk NATIIRE OF IMSTALLATION Use L4 i, (' ; t i ] i lei i in" Rough Plumbing, Septic Tank OFF I X61 SEP SEP 62003 PAJD CASH $ S HECK$ —1=—HECK� Fixtures Water Piping Al (, Cr � TFT 7 Complete Sink. Trap Sewer 1MIM Plumbing Permit .................... $ Sewer Inspection .................... $ Inspection of Pipe ................... $ Inspection of Fixtures ................ $ TOTAL Received: Date By INSPECTOR'S RECORD N DESCRUMOK OF WORK OFF I X61 SEP SEP 62003 PAJD CASH $ S HECK$ —1=—HECK� Bath Tubs urinal Showers, Sink. Trap Laundry Treys. Wow Heater Wash Basin Other Toilet Slap:Sink & Kitchm Sinks, Rough Plumbing Sewer Other Finish Plumbing Floor Drain Drinking: Fountains. Lawn Sprinklers. Water Softeners, DishWashingMach. CIMS&VA"her scan f-un� f�nI�i�n�" 04- SUBCONTRACTOR LIST Excavation & Earthwork: Concrete: Et k ( _P J2 n5 Masonry: v�, on Roofing : _ Ctwma f Insulation: T(,r~,�Gr x217 n Drywall: Q Painting: rj ()n Con s frw_ k6o Floor Coverings: f On - Plumbing: l Dn m6G& nr a C Heating: /�►1 Electrical: ___ Roof Trusses: Floor / Ceiling Joists: Cabinets: Siding /Exterior Trim: Other: SPECIAL CONSTRUCTION (Manufacturer or Supplier) REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION TO: Building Official for the City of Rexburg Pursuant to the provisions of the International Building Code 2000, the undersigned requests that a building permit be issued for: Footings and Foundations only at: Teton River Village 485 N. 2 °d E. ( 4 175 V85, 50 5) q71 ? Rexburg, ID 83440 Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building or structure is finally granted. Dated: August 15, 2003 By oug Korth Approved: 24 July, 2003 CITY OF REX By Val Christensen pu-" Ae�k S� FF ;2(. 50. 000 C -P/A&Vtrr4 3oD, d ©o � Pr✓Ia. A?Cfe'L, %( 2 o e c-bc, z G o c--, 3 . 4c�L — s Sewer �, C C-7 k 1.75 x 0 -(4 L G47 V, zq, 10 0 V x , 00 X ( .S 2 y yam° — I t i-4 L �sq, acv q (.fr I ?3. -7S Amendment to City of Rexburg Planning and Zoning Ordinance 4.13 Desian Standards A. Purpose. The architectural standards are intended to provide detailed, human-scale design, while affording flexibility to use a variety of building styles. B. Applicability. This section applies to all of the following types of buildings, and shall be applied during Site Plan Review described in Section 6.11: 1. Multi - family dwelling; 2. Public and institutional buildings; and 3. Neighborhood commercial and mixed use buildings. C. Standards. All buildings which are subject to this Section shall comply with all of the following standards. Other building styles and designs can be used to comply, so long as they are consistent with the text of this section. An architectural feature may be used to comply with more than one standard. 1. Building Form. The continuous horizontal distance (i.e., as measured from end -wall to end -wall) of individual buildings shall not exceed 160 feet. All buildings shall incorporate design features such as offsets, balconies, projections, window reveals, or similar elements to preclude large expanses of uninterrupted building surfaces. Along the vertical face of a structure, such features shall occur at a minimum of every 40 feet, and on each floor shall contain at least two of the following features: a. Recess (e.g., deck, patio, courtyard, entrance or similar feature) that has a minimum depth of 4 feet; b. Extension (e.g., floor area, deck, patio, entrance, or similar feature) that projects a minimum of 2 feet and runs liiviuoittauy' fur a 11111111111 m lerlgtll of 4 bet; alldl C. Offsets or breaks in roof elevation of 2 feet or greater in height. 2. Eves on the Street. All building elevations visible from a street right of way shall provide doors, porches, balconies, and/or windows. A minimum of 60 percent of front (i.e., street - facing) elevations, and a minimum of 30 percent of side and rear building elevations, as applicable, shall meet this standard. "Percent of elevation" is measured as the horizontal plane (lineal feet) containing doors, porches, balconies, terraces and/or windows. The standard applies to each full and partial building story. 3. Detailed Design. All buildings shall provide detailed design along all elevations (i.e., front, rear and sides). Detailed design shall be provided by using at least 3 of the following architectural features on i all elevations, as appropriate for the proposed building type and style (may vary features on rear /side /front elevations): a. Dormers b. Gables C. Recessed entries d. Covered porch entries e. Cupolas or towers f. Pillars or posts g. Eaves (min. 6 -inch projection) h. Off -sets in building face or roof (minimum 16 inches) i. Window trim (minimum 4- inches wide) j. Bay windows I Balconies 1. Decorative patterns on exterior finish (e.g., scales /shingles, wainscoting, ornamentation, and similar features) M. Decorative cornices and roof lines (e.g., for flat roofs) n. An alternative feature providing visual relief, similar to options a. -m. 6.9 Permits Required The language of this Section would remain the same except for the following additional language at the end ofpoint 7. 7. Applications subject to Site Plan Review described in Section 6.11 shall also include detailed drawings of all elevations (front, rear and sides) in order to demonstrate compliance with Section 4.13 of this Ordinance. Job Truss Truss Type Qty Ply B09193 -3 A1A ROOF TRUSS 1 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:36 2003 Page 1 6 -3 -3 12 -6 -5 18 -9 -8 23 -9 -3 28 -8 -13 33 -8 -8 39 -11 -11 46 -2 -13 52 -6 -0 6 -3 -3 6 -3 -3 6 -3 -3 4 -11 -11 4 -11 -11 4 -11 -11 6 -3 -3 6 -3 -3 6 -3 -3 Scale = 1:66. 5.00 12 7x8 = 4x4 = 44 = 7x8 = E F G H 7x8 % 7x8 D I W 1 W 2 48 % 4x8 oc C W4 W4 J cc B K W6 W 7 A L R1 Ri to 48 11 4x4 44 -- 48 11 44 % S R Q P O N M 44 3x6 // 5x6 = 3x8 = 5x6 = 3x8 = 5x6 = 3x6 \\ 4 -9 -0 12 -6 -5 18 -9 -8 26 -3 -0 33 -8 -8 39 -11 -11 47 -9 -0 52 -6 -0 4 -9 -0 7 -9 -5 6 -3 -3 7 -5 -8 7 -5 -8 6 -3 -3 7 -9 -5 4 -9 -0 Plate Offsets (X,Y): [A:0-5-7,0-0-141, [D:0-4-0 (1:0-4-0 L:0- 5- 7,0 -0 -14 [MO-3-0,0-3-01, P:0 -3 -0 0 -3 -0 , [R:0-3-0 LOADING(psf) SPACING 2 -0 -0 DEFL in (loc) /deb Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 Vert(LL) -0.16 P >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 7BC0.57 Vert(TL) -0.27 O -P >999 180 BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.10 M n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 Weight: 306 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.6E TOP CHORD Sheathed or 5 -6 -15 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std *Except* WEBS 1 Row at midpt F -Q, F -P, G -P, G -0 W6 2 X 4 SPF 1650F 1.6E, W6 2 X 4 SPF 1650F 1.6E SLIDER Left 2 X 6 DF 1800F 1.6E 3 -3 -7, Right 2 X 6 DF 1800F 1.6E 3 -3 -7 REACTIONS (lb /size) S= 2730/0 -5 -8, M= 2730/0 -5 -8 Max HorzS= 153(load case 5) Max UpliftS=- 1132(load case 5), M=- 1132(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B =633, B -C =633, C -D= -2331, D -E= -2496, E -F= -2310, F -G= -2606, G -H= -2310, H -1= -2496, 1 -J= -2331, J -K =633, K -L =633 BOT CHORD A -S= -582, R -S =322, Q -R =2152, P -Q =2591, O -P =2591, N -0 =2152, M -N =322, L -M= -582 WEBS C -R =2029, D -R= -780, D -Q =204, E -Q =453, F -Q= -569, F -P =53, G -P =53, G -0= -569, H -0 =453, 1 -0 =204, I -N= -780, J -N =2029, C -S= -2793, J -M= -2793 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25f1; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1132 lb uplift at joint S and 1132 lb uplift at joint M. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply B09193 -3 Al B ROOF TRUSS 1 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:38 2003 Page 1 5 -11 -11 11 -11 -5 17 -11 -0 23 -5 -11 29 -0 -5 34 -7 -0 40 -6 -11 46 -6 -5 52 -6 -0 5 -11 -11 5 -11 -11 5 -11 -11 5 -6 -11 5 -6 -11 5 -6 -11 5 -11 -11 5 -11 -11 5 -11 -11 Scale = 1:66. 7x8 = 7x8 = 7x8 = 4x4 = 5.00 12 E F G H 4x4 4x4 I 7x8 W 4 W 1 W2 7x8 C W3 W3 J B K W6 W 7 A L Pt 1 Pt to LU 4x8 11 4x4 4x4 4x8 II 4x4 S R Q P 0 N M 4x4 3x6 // 5x6 = 3x8 = 5x6 = 3x8 = 5x6 = 3x6 \\ 4 -9 -0 4 -11 -12 11 -11 -5 17 -11 -0 26 -3 -0 34 -7 -0 40 -6 -11 47 -6 -4 47r8-0 52 -6 -0 4 -9 -0 0 -2 -12 6 -11 -9 5 -11 -11 8 -4 -0 8 -4 -0 5 -11 -11 6 -11 -9 0 -2 -12 4 -9 -0 Plate Offsets (X,Y): A:0- 5- 7,0 -0 -14 C:0 -4-0 0-4 -8 , [F:0-4-0,0-4-81, J:04-0 0A -8 L:0- 5- 7,0 -0 -14 [N:0-3-0,0-3-01, P:0- 3- 0,0 -3 -0 [R:0-3-0,0-3-0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 013 Vert(LL) -0.16 P >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.32 O -P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 M n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 301 lb LUMBER BRACING TOP CHORD 2 X 6 OF 1800F 1.6E TOP CHORD Sheathed or 5 -4-13 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std 'Except` WEBS 1 Row at midpt F -Q, F -P, G -P, G -0 W6 2 X 4 SPF 1650F 1.6E, W6 2 X 4 SPF 1650F 1.6E SLIDER Left 2 X 6 DF 1800F 1.6E 3 -1 -10, Right 2 X 6 OF 1800F 1.6E 3 -1 -10 REACTIONS (lb /size) S= 2730/0 -5 -8, M= 2730/0 -5 -8 Max HorzS= 146(load case 5) Max UpliflS=- 1122(load case 5), M=- 1122(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B =607, B -C =607, C -D= -2261, D -E= -2508, E -F= -2322, F -G= -2710, G -H= -2322, H -1= -2508, 1 -J= -2261, J -K =607, K -L =607 BOT CHORD A -S= -558, R -S =169, Q -R =2087, P -Q =2691, 0 -P =2691, N -0 =2087, M -N =169, L -M= -558 WEBS C -R =2138, D -R= -853, D -Q =308, E -Q =445, F -Q= -665, F -P =61, G -P =61, G -0= -665, H -0 =445, 1 -0 =308, I -N= -853, J -N =2138, C -S= -2744, J -M= -2744 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1122 lb uplift at joint S and 1122 lb uplift at joint M. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 809193 -3 Al C ROOF TRUSS 1 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:40 2003 Page 1 7 -11 -8 15 -11 -0 22 -10 -4 29 -7 -12 36 -7 -0 44 -6 -8 52 -6 -0 7 -11 -8 7 -11 -8 6 -11 -4 6 -9 -8 6 -11 -4 7 -11 -8 7 -11 -8 Scale = 1:66.1 6x8 = 7x8 = 48 = 7x8 = 5.00 12 C D E F T3 TA I 7x8 7x8 B W1 W2 W1 W1 G 4 W3 W3 W A H 1° � 4x8 11 4x8 11 R Q P 0 N M L K J I 3x6 = 5x8 = 4x8 = I 4 -9 -0 4- 1,1 -12 10 -5 -6 15 -11 -0 22 -10 -4 29 -7 -12 36 -7 -0 42 -0 -10 47 -6 -4 47r8 -0 52 -6 -0 4 -9 -0 0 -2 -12 5 -5 -10 5 -5 -10 6 -11 -4 6 -9 -8 6 -11 -4 5 -5 -10 5 -5 -10 0 -2 -12 4 -9 -0 Plate Offsets X Y : [A:0-1-9,0-1-21, [B:0-4-0,0-4-81, [C:0-5-4 [D:0-4-0,0-4-8], G:0 -4- 0,0 -4 -8 [H:0-1-9,0-1-21, J:0 -1-4 Ed e , K:0- 3- 0,0 -3 -0 M:0- 3- 0,0 -3 -0 [N:0-4-0,0-3-01, P:0 -3 -0 0 -3 -0 , Q:0- 1 -4,Ed e LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.19 M >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.32 M -N >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.12 J n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 296 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.6E TOP CHORD Sheathed or 4 -11 -2 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std WEBS 1 Row at midpt E -N, E -L, B -Q, G -J SLIDER Left 2 X 6 DF 180OF 1.6E 3 -2 -5, Right 2 X 6 DF 1800F 1.6E 3 -2 -5 REACTIONS (lb /size) Q= 2730/0 -5 -8, J= 2730/0 -5 -8 Max HorzQ= 131(load case 5) Max UpliftQ=- 1127(load case 3), J=- 1127(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -13=873, B -C= -2542, C -D= -3013, D -E= -3013, E -F= -2352, F -G= -2542, G -H =873 BOT'CHORD A -R= -782, Q -R= -782, P -Q =1268, 0 -P =1319, N -0 =2338, M -N =3013, L -M =3013, K -L =1319, J -K =1268, 1 -J= -782, H -1= -782 WEBS B -P =94, B -O =1139, C -0 =406, C -N =979, D -N= -614, E -N = -O, E -M =95, E -L= -970, F -L =304, G -L =1139, G -K =94, B -Q= -3356, G -J= -3356 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has'been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of 18C -00. 5) All plates are 5x6 M1120 unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 lb uplift aljoint Q and 1127 lb uplift at joint J. LOAD CASE(S) Standard Job Truss Truss Type Qt Ply B09193 -3 Al D ROOF TRUSS 1 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:42 2003 Page 1 6 -11 -8 13 -11 -0 20 -1 -0 26 -3 -0 32 -5 -0 38 -7 -0 45 -6 -8 52 -6 -0 6 -11 -8 6 -11 -8 6 -2 -0 6 -2 -0 6 -2 -0 6 -2 -0 6 -11 -8 6 -11 -8 Scale = 1:66.1 = = 5.00 12 7x8 4x4 = 7x8 = 4x4 = 7x8 C D E F G T-3 T3 7x8 7x8 B W4 W1 2 W 3 W1 W1 H u W5 W5 A PO I I° 4x8 I i 4x8 I I 5x6 = Q P O N M L K J 5x6 = 5x6 — 3x6 // 5x8 = 5x6 = 5x6 = 5x8 = 3x6 \\ 5x6 = 4 -9 -0 4 -11-12 13 -11 -0 22 -1 -11 30 -4 -5 38 -7 -0 47 -6 -4 47F8 -0 52 -6 -0 4 -9 -0 0 -2 -12 8 -11 -4 8 -2 -11 8 -2 -11 8 -2 -11 8 -11 -4 0 -2 -12 4 -9 -0 Plate Offsets X Y : A:0- 1- 9,0 -1 -2 , B:0-4 -0 D -0 -B , E:0 -4 -0 0-4 -8 H:0-4- 0,0 -4-8 , [1:0-1-9,0-1-2], [L:0-3-8,0-3-01, M:0 -3 -0 0 -3 -0 1, [N:0-3-0,0-3-01, 0:0- 3- 8,0 -3-0 LOADING(psf) SPACING 2 -0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.34 Vert(LL) -012 N >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.41 M -N >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.13 K n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 282 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.6E TOP CHORD Sheathed or 4 -9 -14 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 5 -8 -4 oc bracing. WEBS 2 X 4 SPF Stud /Std "Except' WEBS 1 Row at midpl D -0, F -L, B -P, H -K W5 2 X 4 SPF 1650F 1.6E, W5 2 X 4 SPF 1650F 1.6E SLIDER Left 2 X 6 DF 1800F 1.6E 3 -2 -8, Right 2 X 6 DF 1800F 1.6E 3 -2 -8 REACTIONS (lb /size) P= 2730/0 -5 -8, K= 2730/0 -5 -8 Max Horz P= 116(load case 5) Max UpliftP=- 1153(load case 5), K=- 1153(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B =743, B -C= -2457, C -D= -2271, D -E= -3286, E -F= -3286, F -G= -2271, G -H= -2457, H -1 =743 BOT CHORD A -Q= -662, P -Q= -662, 0 -P =757, N -0 =3161, M -N =3463, L -M =3161, K -L =757, J -K= -662, 1 -J= -662 WEBS B -O =1673, C -0 =344, D-O= -1297, D -N =411, E -N= -329, E -M= -329, F- M=411, F -L= -1297, G -L =344, H -L =1673, B -P= -2990, H -K= -2990 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1153 lb uplift at joint P and 1153 lb uplift at joint K. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 809193 -3 Al E ROOF TRUSS 1 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:45 2003 Page 1 5 -11 -8 11 -11 -0 17 -8 -14 23 -4 -15 29 -1 -1 34 -9 -2 40 -7 -0 46 -6 -8 52 -6 -0 5 -11 -8 5 -11 -8 5 -9 -14 5 -8 -2 5 -8 -2 5 -8 -2 5 -9 -14 5 -11 -8 5 -11 -8 Scale = 1:66.2 8x10 = 7x8 = 4x8 = 7x8 = 5x8 = 8x10 = 5.00 12 C D E F G H M T3 T4 6x12 -5- 6x12 B W W1 W1 W1 W1 W1 3 1 'n 4 W 5 u A J I90 6x8 11 6x8 11 T S R U V Q W X Y P Z AA AB O AC AD AEN AF AG M AH L K 4x12 // 10x10 M1120H= 8x10 = JUS26 JUS26 8x10 = JUS26 10x10 M1120H= 10x10 M1120H= JUS26 3x8 II JUS26 12x12 = 10x10 M1120H= 4x16 \\ JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 I I 4 -9 -0 4- 11-12 8 -5 -6 11 -11 -0 17 -8 -14 23 -4 -15 29 -1 -1 34 -9 -2 40 -7 -0 44 -0 -10 47 -6 -4 47 0-0 52 -6 -0 4 -9 -0 0 -2 -12 3 -5 -10 3 -5 -10 5 -9 -14 5 -8 -2 5 -8 -2 5 -8 -2 5 -9 -14 3 -5 -10 3 -5 -10 0 -2 -12 4 -9 -0 Plate Offsets (X.Y): C:0- 6- 8,0A -0 , D:0 -4 -0 0-4 -8 ], [F:0-4-0 [H:0-5-0,0-3-71 K:0 -6 -8 Ed e , [M:0-6-0,0-6-8] P:0 -5 -0 0 -6 -0 , R:0 -5 -0 0 -6 -0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.58 Vert(LL) 0.58 O -P >887 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.76 O -P >677 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.18 K n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 369 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.6E TOP CHORD Sheathed or 2 -5 -14 oc purlins. BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied or 3 -9 -14 oc bracing. WEBS 2 X 4 SPF 1650F 1.6E WEBS 1 Row at midpt C -S, C -Q, E -Q, H -L WEDGE 2 Rows at 113 pis G -M Left: 2 X 4 SPF Stud /Std, Right: 2 X 4 SPF Stud /Std REACTIONS (lb /size) T= 5509/0 -5 -14 (input: 0 -5 -8), K= 5655/0 -6 -1 (input: 0 -5 -8) Max HorzT=- 98(load case 6) Max UpliftT=- 3166(load case 3), K=- 3277(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD A -B =402, B -C= -4354, C -D= -8811, D -E= -8811, E -F =- 10306, F -G =- 10306, G -H= -6117, H -1= -4537, 1 -J =409 BOT CHORD A -T= -252, S -T =1348, R -S =5836, R -U =5871, U -V =5871, Q -V =5871, Q -W= 10289, W -X= 10289, X -Y= 10289, P -Y= 10289, P -Z= 10289, Z -AA= 10289, AA -AB= 10289, 0 -AB= 10289, O -AC =8947, AC -AD =8947, AD -AE =8947, N -AE =8947, N -AF =8947, AF -AG =8947, AG -AH =8947, M -AH =8947, L -M =6005, K -L =1403, J -K= -259 WEBS B -S =3786, C -S= -3576, C -R =1328, C -Q =4029, D -Q =-464, E -Q= -2052, E -P =870, E -0 =23, F- 0 = -494, G -0 =1886, G -N =927, G -M= -3930, H -M =4165, H -L= -3578, I -L =3954, B -T= -5340, I -K= -5547 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) All plates are M1120 plates unless otherwise indicated. 6) WARNING: Required bearing size at joint(s) T, K greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3166 lb uplift at joint T and 3277 lb uplift at joint K. 8) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0-0 oc max. starting at 12 -0 -12 from the left end to 40 -5 -12 to connect truss(es) J1 (1 ply 2 X 6 DF) to front face of bottom chord. Fill all nail where hanger is in contact with lumber. LL9) ` holes C n on D f �andard ft Job Truss Truss Type City Ply B09193 -3 A1E ROOF TRUSS 1 TJob r ence (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 Welk Industries, Inc. Fri Sep 26 15:32:45 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- C= -90.0, C- H= -90.0, H- J= -90.0, A- J = -14.0 Concentrated Loads (lb) Vert: R= -922.6 M= -922.6 U= -275.6 V= -275.6 W= -275.6 X= -275.6 Y= -275.6 Z= -275.6 AA= -275.6 AB= -275.6 AC= -275.6 AD= -275.6 AE= -275.6 AF= -275.6 AG= -275.6 AH= -275.6 Job Truss Truss Type Qty Ply B09193 -3 81A ROOF TRUSS 2 1 Job Reference J(optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:47 2003 Page 1 7 -10 -12 15 -9 -8 21 -10 -0 27 -10 -8 35 -9 -4 43 -8 -0 7 -10 -12 7 -10 -12 6 -0 -8 6 -0 -8 7 -10 -12 7 -10 -12 Scale = 1:55. 5x8 = 1.5x4 II 5x8 = 5.00 12 C D Ta E 6x8 6x8 8 W2 W F 4 W3 W3 W 5 A G i 1 0 3x12 11 5x6 = 5x6 = 3x12 11 P 0 N M L K J I H 5x6 = 3x6 // 5x6 = 3x4 = 5x8 = 3x4 = 5x6 = 3x6 5x6 = 4 -9 -0 4 -11 -12 10 -4 -10 15 -9 -8 21 -10 -0 27 -10 -8 33 -3 -6 38 -8 -4 38 11 -0 43 -8 -0 4 -9 -0 0 -2 -12 5 -4 -14 5 -4 -14 6 -0 -8 6 -0 -8 5 -4 -14 5 -4 -14 0 -2 -12 4 -9 -0 Plate Offsets (X,Y): A:0 -2 -11 0 -1 -2 6:0 -3 -12 Edge), [C:0-5-12,0-2-81 E:0 -5 -12 0 -2 -8 , F:0 -3 -12 Ede G:0 -2 -11 0 -1 -2 , [J:0-3-0,0-3-01, - [L:0-4-0 , 03-01, N:0- 3- 0,0 -3 -0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d GRIP TCLL 35.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.10 L >999 240 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.16 K -L >999 180 L7Weight: BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.06 1 n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) lb LUMBER BRACING TOP CHORD 2 X 4 OF 2400F 2.0E *Except* TOP CHORD Sheathed or 3 -9 -12 oc purlins. T3 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 1 Row at midpt B -0, F -1 WEBS 2 X 4 SPF Stud /Std SLIDER Left 2 X 8 DF SS 3 -2 -6, Right 2 X 8 DF SS 3 -2 -6 REACTIONS (lb /size) 0= 2271/0 -5 -8, 1= 227110 -5 -8 Max Horz 0=- 132(load case 6) Max UpliftO=- 1013(load case 5), 1=- 1013(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B =847, B -C= -1760, C -D= -1876, D -E= -1876, E -F= -1760, F -G =847 BOT CHORD A -P= -755, O -P= -755, N -0 =864, M -N =914, L -M =1619, K -L =1619, J -K =914, 1 -J =864, H -1= -755, G -H= -755 WEBS B -N =92, B -M =791, C -M= -267, C- L=404, D -L= -540, E -L =404, E -K= -267, F -K =791, F -J =92, B-O= -2729, F -1= -2729 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1013 lb uplift at joint 0 and 1013 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply B09193 -3 BIB ROOF TRUSS 2 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:49 2003 Page 1 6 -11 -8 13 -11 -0 19 -2 -5 24 -5 -11 29 -9 -0 36 -8 -8 43 -8 -0 6 -11 -8 6 -11 -8 5 -3 -5 5 -3 -5 5 -3 -5 6 -11 -8 6 -11 -8 Scale = 1:55. 5x6 = 5x6 = 5x6 = 3x4 = C D E T1 T3 F 5.00 F1 2 3x8 % 3x8 B W 4 W W1 G W W W3 5 A H i I !W11 Io Li 302 115x6 = 5x6 = 5x6 = 302 II O N M L K J I 5x6 = 3x6 // 5x8 = 5x6 = 5x8 = 3x6 \\ 4 -9 -0 13 -11 -0 21 -10 -0 29 -9 -0 38 -11 -0 43 -8 -0 4 -9 -0 9 -2 -0 7 -11 -0 7 -11 -0 9 -2 -0 4 -9 -0 Plate Offsets X Y : A:0 -7 -12 0 -1 -2 C:0 -3 -0 0 -2 -4 , D:0- 3- 0,0 -3 -0 [F:0-3-0 [K:0-3-8.0-3-01, L:0- 3- 0,0 -3 -0 [M:0-3-8 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TIC 0.86 Vert(LL) -0.19 J -K >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.34 J -K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 J n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 195 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 4 -2 -0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std WEBS 1 Row at midpt D -M, E -K SLIDER Left 2 X 8 DF SS 3 -2 -8, Right 2 X 8 DF SS 3 -2 -8 REACTIONS (lb /size) N= 2271/0 -5 -8, J= 2271/0 -5 -8 Max Horz N= 118(load case 5) Max UpliftN=- 932(load case 3), J=- 932(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD A -B =731, B -C= -1732, C -D= -1599, D -E= -2042, E -F= -1599, F -G= -1732, G -H =731 BOT CHORD A -0= -648, N -0= -648, M -N =504, L -M =2020, K -L =2020, J -K =504, I -J= -648, H -1= -648 WEBS B -M =1220, C -M =107, D -M= -675, D -L =59, E -L =59, E -K= -675, F -K =107, G -K =1220, B -N= -2459, G -J= -2459 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 932 lb uplift atjoinl N and 932 lb uplift at joint J. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply B09193 -3 131C ROOF TRUSS 2 1 J b Reference o tional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:52 2003 Page 1 5 -11 -8 11 -11 -0 16 -11 -6 21 -10 -0 26 -8 -10 31 -9 -0 37 -8 -8 43 -8 -0 5 -11 -8 5 -11 -8 5 -0 -6 4 -10 -10 4 -10 -10 5 -0 -6 5 -11 -8 5 -11 -8 Scale = 1:54. 6x8 = 5x6 = 3x8 = 1.5x4 II 6x8 = D E F G H TO 13 5.00 rl 2 5x8 % 5x8 C W W1 W W1 W 3 1 B 4 W 5 J A K B2 - Bi t o 5x8 I I 4x4 % 4x4 -- 5x8 I I 44 % T S R U V Q W X P Y Z 0 AA AB N M L 44 3x12 // 5x8 = 7x8 = JUS24 6x8 = JUS24 3x4 11 JUS24 8x10 = JUS24 7x8 = 5x8 = 3x12 \\ JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4 -9 -0 4 -11-12 8 -5 -6 11 -11 -0 16 -11 -6 21 -10 -0 26 -8 -10 31 -9 -0 35 -2 -10 38 -8 -4 38 11 -0 43 -8 -0 4 -9 -0 0 -2 -12 3 -5 -10 3 -5 -10 5 -0 -6 4 -10 -10 4 -10 -10 5 -0 -6 3 -5 -10 3 -5 -10 0 -2 -12 4 -9 -0 Plate Offsets X,Y : A:0- 3- 0,0 -0 -11 D:0 -5- 12,0 -2 -8 [E:0-3-0,0-3-0], H:0 -5- 12,0 -2 -8 , K:0 -0 -0 0 -0-0 , K:0 -6 -1 0 -0 -11 , -:OA -13,Ed a A-0 -4-8 , 0:0- 5 -0,Ed e , R:0-4 -0 0-4 -8 , T:0A -13,Ed e LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.74 Vert(LL) 0.34 P -Q >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.45 P -Q >897 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.13 L n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 250 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 2 -6 -0 oc purlins. BOT CHORD 2 X 6 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 4 -6 -15 oc bracing. WEBS 2 X 4 SPF 1650F 1.6E *Except* WEBS 2 Rows at 1/3 pts D -S, H -M W3 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std W2 2 X 4 SPF Stud /Std, W3 2 X 4 SPF Stud /Std SLIDER Left 2 X 6 DF 180OF 1.6E 3 -1 -14, Right 2 X 6 DF 180OF 1.6E 3 -1 -14 REACTIONS (lb /size) T= 4424/0 -5 -8, L= 4443/0 -5 -8 Max HorzT= 101(load case 5) Max UpliftT=- 2475(load case 3), L=- 2489(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B =365, B -C =476, C -D= -3169, D -E= -5904, E -F= -5904, F -G= -5915, G -H= -5915, H -1= -3185, I -J =475, J -K =365 BOT CHORD A -T= -334, S -T =937, R -S =4259, R -U =4290, U -V =4290, Q -V =4290, Q -W =6415, W -X =6415, P -X =6415, P -Y =6415, Y -Z =6415, O -Z =6415, O -AA =4317, AA -AB =4317, N -AB =4317, M -N =4285, L -M =943, K -L= -334 WEBS C -S =2929, D -S= -2734, D -R =1191, D -0=2419, E -Q =414, F -Q= -779, F -P =710, F -0= -763, G -0 =414, H -0 =2393, H -N =1234, H -M= -2754, I -M =2944, C- T =A331, I -L =-4349 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2475 lb uplift at joint T and 2489 lb uplift at joint L. 6) Use USP JUS24 (With 1 O nails into Girder & 1 O nails into Truss) or equivalent spaced at 2 -0-0 oc max. starting at 11 -11 -12 from the left end to 31 -6 -12 to connect truss(es) J1 (1 ply 2 X 6 DF) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Continued on page 2 Job Truss Truss Type Qty P B09193 -3 B1C ROOF TRUSS 2 1 Reference o tional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:52 2003 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A- D= -90.0, D- H= -90.0, H- K= -90.0, A- K = -14.0 Concentrated Loads (lb) Vert: R= -922.6 P= -275.6 N= -922.6 U= -275.6 V= -275.6 W= -275.6 X= -275.6 Y= -275.6 Z= -275.6 AA= -275.6 AB= -275.6 Job Truss Truss Type Qty Ply 809193 -3 J1 MONO TRUSS 38 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:54 2003 Page 1 4 -1 -12 11 -11 -11 4 -1 -12 7 -9 -15 7x8 Scale = 1:33. D 5.00 12 4x4 W I C B N 3 A 4x8 11 Special H F 5x6 % 3x6 11 3x8 = 3x4 i 11 Special 3 -11 -0 4 -1 -12 8 -0 -12 11 -11 -11 3 -11 -0 0 -2 -12 3 -11 -0 3 -11 -0 Plate Offsets (X,Y): A:0- 3- 0,0 -0 -11 D:0 -2 -5 Ed e LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.08 A >645 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.12 A -G >427 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) -0.01 E n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 68 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.0E TOP CHORD Sheathed or 7 -8 -6 oc purlins, except end verticals. BOT CHORD 2 X 6 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std 'Except` W1 2 X 4 SPF 1650F 1.6E SLIDER Left 2 X 6 DF 1800F 1.6E 2 -3 -3 REACTIONS (lb /size) E =- 271/0 -5 -8, G= 2798/0 -5 -8 Max HorzG= 232(load case 5) Max UpliftE=- 271 (load case 1), G=- 1258(load case 5) Max GravE= 106(load case 6), G= 2798(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A -B =2043, B -C =2090, C -D =693, D -E =351 BOT CHORD A- H= -1716, G -H= -1716, F- G= -1716, E -F =57 WEBS C- G= -2201, C -F =1383, D -F= -1054 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint E and 1258 lb uplift at joint G. 4) Special hanger(s) or other connection device(s) shall be provided starting at 0 -1 -12 from the left end to 1-8 -12 sufficient to connect truss(es) ? ?? (1 ply 2 X4 SPF) to front face of bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: A- D= -90.0, A -H =- 764.0, E- H = -14.0 Job Truss Truss Type Qty Ply 809193 -3 J1A ROOF TRUSS 12 1 FjobReference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:56 2003 Page 1 4 -11 -14 9 -11 -11 4 -11 -14 4 -11 -14 1.5x4 11 Scale = 1:28. D 5.00 12 3x6 C N i B 3 W2 A 3x12 II 5x6 I j 1.5x4 // 3x4 = 3 -11 -0 4 1 -12 9 -11 -11 3 -11 -0 0 -2 -12 5 -9 -15 Plate Offsets (X,Y): A:0 -3 -8 Ed e LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.07 A >741 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.09 A >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.00 E n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 46 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 9 -11 -11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std *Except* W1 2 X 4 SPF 1650F 1.6E SLIDER Left 2 X 8 DF SS 2 -8 -2 REACTIONS (lb /size) E= 144/0 -5 -8, F= 878/0 -5 -8 Max Horz F=201 (load case 5) Max UpliftE=- 154(load case 5), F=- 337(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B =471, B -C =471, C -D =O, D- E = -225 BOT CHORD A -F =-433, E- F = -221 WEBS C -E =252, C- F = -836 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift atjoint E and 337 lb uplift at joint F. LOAD CASE(S) Standard i Job Truss Truss Type Qty Ply 609193 -3 J1 B ROOF TRUSS 12 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:57 2003 Page 1 7 -11 -11 7 -11 -11 5x6 % Scale = 1:23. D 5.00 12 1.5x4 11 C 1 W W1 B W3 A e1 5x6 F E 3x12 II 3x4 = 1.5x4 II 4 -1 -12 4 -4-,8 7 -11 -11 4 -1 -12 0 -2 -12 3 -7 -3 Plate Offsets (X,Y): A:0 -3 -8 Ed e , D:0 -2- 12,0 -2-8 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.04 E >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.05 E >828 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.00 F n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 7 -11 -11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std 'Except' W1 2 X 4 SPF 1650F 1.6E SLIDER Left 2 X 8 OF SS 2 -3 -15 REACTIONS (lb /size) A= 45/0 -5 -8, F= 769/0 -5 -8 Max HorzA= 166(load case 5) Max UpliftF=- 328(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B =309, B -C =309, C -D =311, D -E =26 BOT CHORD A- F = -287, E -F = -O WEBS C- F = -403, D -F =423 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25f; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint F. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply B09193 -3 J1C ROOF TRUSS 12 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:58 2003 Page 1 5 -11 -11 5 -11 -11 C Scale = 1:17. 5.00 12 B T1 0 1 M A B1 3x4 3x4 E D 3x12 II 4 -1 -12 4 4 -$ 5 -11 -11 4 -1 -12 0 -2 -12 1 -7 -3 Plate Offsets X Y : A:0- 3 -8,Ed e LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.02 D >774 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.03 D >767 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 C n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Left 2 X 8 DF SS 3-4 -13 REACTIONS (lb /size) A= 282/0 -5 -8, C= 259/0 -5 -8, E= 60/0 -5 -8 Max HorzA= 130(load case 5) Max UpliftA=- 97(load case 5), C=- 131(load case 5), E=-21 (load case 3) Max GravA= 282(load case 1), C= 259(load case 1), E= 146(load case 2) FORCES (Ib) - First Load Case Only TOPCHORD A- B=- 116,B -C =78 BOT CHORD A -E =0, D -E =0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint A, 131 lb uplift at joint C and 21 lb uplift atjoint E. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 809193 -3 J1 D ROOF TRUSS 12 1 Job Reference (o l; BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:32:59 2003 Page 1 3 -11 -11 3 -11 -11 C Scale = 1:13. 5.00 12 B T1 A W1 B1 3x4 D 3x12 II 3 -11 -11 3 -11 -11 Plate Offsets ( X,Y): A:0 -3 -8 Ed e LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.01 A -D >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 A -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 C n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Left 2 X 8 DF SS 2 -3 -13 REACTIONS (lb /size) A=195/0-5-8,C=169/0-5-8,D=26/0-5-8 Max HorzA= 95(load case 5) Max UpliftA=- 64(load case 5), C=-91 (load case 5), D=-31 (load case 3) Max GravA= 195(load case 1), C= 169(load case 1), D= 64(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A- B = -86, B -C=49 BOT CHORD A -D =O NOTES 1) Wind: ASCE 7 -98; 9Gmph; h =25f; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint A, 91 lb uplift at joint C and 31 lb uplift at joint D. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply B09193 -3 J1E ROOF TRUSS 12 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:33:00 2003 Page 1 1 -11 -11 1 -11 -11 5.00 12 Scale = 1:9. B T1 HW1 Ci B1 3x4 D � 3x12 II 1 -11 -11 � 1 -11 -11 Plate Offsets (X,Y): A:0- 3 -8,Ed e LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 A >999 240 M1120 197/144 TCDL 10.0 Lumberincrease 1.15 BC 0.03 Vert(TL) -0.00 A -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Left 2 X 8 DF SS 1 -8 -5 REACTIONS (lb /size) A= 100/0 -5 -8, C= 87/0 -5 -8, D= 13/0 -5-8 Max HorzA= 64(load case 5) Max UpliftA=- 23(load case 5), C=- 57(load case 5), D=- 16(load case 3) Max GravA= 100(load case 1), C= 87(load case 1), D= 33(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A -13=49, B -C =25 BOT CHORD A -D =O NOTES 1) Wind: ASCE 7 -98; 90mph; h =25f1; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint A, 57 lb uplift at joint C and 16 lb uplift aljoint D. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. LOAD CASE(S) Standard Job Truss Truss Type Q( ply B09193 -3 K1 HJ ROOF TRUSS 6 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:33:02 2003 Page 1 3 -6 -10 7 -1 -4 11 -11 -12 16 -10 -4 3 -6 -10 3 -6 -10 4 -10 -8 4 -10 -8 3x4 11 Scale: 318 " =1 E 3.54 F1 2 3x4 D 4x4 rV C 5x6 % L W2 B K W4 A W6 WS B B2 F J 8x10 % M I N O P G Q C P 3x8 = 6x8 = 7x8 = 44 = 3 -6 -10 6 -9 -6 7 -1 -,4 11 -11 -12 16 -9 -8 16 -1 -4 3 -6 -10 3 -2 -12 0 -3 -14 4 -10 -8 4 -9 -12 0 -0 -12 Plate Offsets X Y : [13:0-3-0,0-3-0], G:0 -4 -0 0 -4 -8 H:0- 3- 8,0 -3 -0 [1:0-3-8,0-1-8], J:0 -2- 12,0 -2 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.04 J >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.06 J >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) -0.00 F n/a n/a BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 6 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std REACTIONS (lb /size) F= 661/0 -3 -8, H= 2080/0 -7 -12 Max Horz H= 203(load case 3) Max UpliftF=- 398(load case 3), H=- 979(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -J =31, A -K =336, B -K =385, B -L =808, C -L =909, C -D= -573, D -E =30, E -F= -184 BOT CHORD J -M =70, 1 -M =70, 1 -N= -325, H -N= -325, H -0= -813, O -P= -813, G -P= -813, G -Q =491, F -Q =491 WEBS A -1= -400, B -1 =45, B -H= -544, C -H= -1548, C -G =1493, D -G =92, D -F= -623 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint F and 979 lb uplift at joint H. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42.11b up at 2 -10 -4, and 78.51b down and 76.1lb up at 5 -8 -3 on top chord, and 0.61b down and 22.11b up at 2 -10-4, 29.71b down and 37.21b up at 5 -8 -3, 112.31b down and 4.51b up at 8 -6 -2, and 754.61b down and 311.71b up at 11 -4 -1, and 130.41b down and 137.31b up at 14 -2 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: A- E= -90.0, F- J = -14.0 Concentrated Loads (lb) Vert: K =3.2 L= -78.5 M =0.5 N= -12.2 0 =-46.3 P= -754.6 Q= -130.4 Job Truss Truss Type Qty Ply B09193 -3 TB1 FLAT 30 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:33:03 2003 Page 1 1.5x4 II A rX6 = 1 -10 -8 _ 1 -10 -8 T1 Scale = 1:14. W1 W1 B1 1 1.5x4 II 1 -10 -8 3x4 — 1 -10 -8 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 TCDL 10.0 BCLL 0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO TC 0.06 BC 0.23 WB 0.00 Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 C -D >999 240 C -D >999 180 C n/a n/a M1120 197/144 BCDL 7.0 Code IRC2000 /ANSI95 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 OF 2400F 2.0E WEBS 2 X 4 SPF Stud /Std TOP CHORD Sheathed or 1 -10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) D= 478/0 -5 -8, C= 478/0 -5 -8 Max UpliftD=- 229(load case 3), C=- 229(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A- D = -71, A -B =O, B -C = -71 BOT CHORD C -D =0 WEBS A -C = -O NOTES 1) Wind: ASCE 7 -98; 90mph; h =25f1; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp 2) Provide adequate drainage to prevent water ponding. C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint D and 229 lb uplift at joint C. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: C -D =- 514.0, A- B = -90.0 Job - Truss Truss Type Qty Ply B09193 -3 T62 FLAT 20 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.100 s May 30 2003 MiTek Industries, Inc. Fri Sep 26 15:33:04 2003 Page 1 1.5x4 II 5x6 — 1 -10 -8 B� 1 -10 -8 T1 Scale = 1:13. rZ W1 W1 B1 1.5x4 II 1 -10 -8 3x4 = Special 1 -10 -8 Special LOADING(psf) TCLL 35.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2000 /ANSI95 CSI TC 0.06 BC 1.00 WB 0.00 (Matrix) DEFL in (loc) I /defl L/d Vert(LL) 0.01 C -D >999 240 Vert(TL) 0.01 C -D >999 180 Horz(TL) 0.00 C n/a n/a PLATES GRIP M1120 197/144 Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 1 -10 -8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Stud /Std BOT CHORD Rigid ceiling directly applied or 2 -6-0 oc bracing. WEBS 2 X 4 SPF Stud /Std REACTIONS (lb /size) D= 478/0 -5 -8, C= 478/0 -5 -8 Max UpliftD=- 229(load case 3), C=- 229(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A- D = -71, A -B =O, B -C = -71 BOT CHORD C -D =O WEBS A -C = -O NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift atjoint D and 229 lb uplift at joint C. 5) Special hanger(s) or other connection device(s) shall be provided starting at 0 -1 -12 from the left end to 1 -8 -12 sufficient to connect truss(es) ? ?? (1 ply 2 X 4 SPF) to front face of bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: C- D=- 514.0, A- B = -90.0 .................. H1 B H1 C ........... . . . . . . . ..... . . . ... . . . . . . . . . . I Ea I I, m. ...... . .......... ......... ............. .......... ......... ... . . ..... r -DUMPSTZR 5)1 - A -�5z LOCATION 741-91 7 00 .1(� T 777 N 89 7 T 1 87.8 1 .56' R (T PL) S E D 77 T 0 T7 BUILDING =—D F= 486 .45 30.2' 5,4 4 s ft. 77, Ln 7 c) a-Z TYP', 0 ' oc 24.0' Typ. A- 8.0 - 7rp, Ln INST L R1 H TURN—/ 2, s3n 5 =---e 0' —L-65.6' ONL' MEDI N W/ 8. =---60, ==---60'- 24 "> 4 0 LEFT PROPOSED TURI S11 - R - 3 - 2) -frGHT -c BUILDING AND 36.7' FF=4866.50 TUR L 19,744 sq -- f t. 54,6 cn o 8.1 4 res r C7) — -- 7 CC) 28 LL > —AL 0 cy) Lo 77 C) 88 I X 1-3 U 0 N -Q--- Ln T 6 6- - T �e:s 9 T MUMS -- E- -- 6' 18.0' PRO S >1 G I I T Is, T 4 x 7 —4.7' ci 13,3' 3 ft 0 \6,� - 00 4.0 F T T CD CD \ i N 63,2' HE — 7 — REMOVE EXISTING CURB A oi ND GUTTER 41 0 WITHIN DRIVE . 50,.7' APPROACH -"Q 0 245.37' \ L1 S 89'34'44" E — — PROPOSED DUMPSTER Lu BUILDING CATION o FF=48136.0 -CiUMPSTER c� — \� �_ , \. I- rty 122.7���'� LOCATION 4,959 sq. ft. - -fT7T ERE= 22 CD O I y , l , 5 24,0' 57.c) � + I o � � L_!_ .� I _ 245.37 59.93 98�50' 206.57 --- 682.50 0 IN 8 9'3 4'4 4 W 451,94' N 8 8* 18 4/2 W 158. LOT PROPOSED 21,343 sq. ft. BUILDING TETO.�v RjrvFsR FF=4868.25 EXIST. SSMH 0.49 acres 2,100 sq. ft. POINT OF BEGINNING—