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PERMIT 2260 Arapaho Rd Single Family Dwelling 2001-07-12
'ss BUILDING ,ADDRESS Legal Description TOWN OF ESTES PARK uildring Department PID • NAME w E • MAVLING ADDRESS R L D E • PHONE NUMBER TOWN LICENSE NO, PHONE NUMBER Valuation (5 9 4 Building Permit & Plan Review Ss3. , Other Certificate of Occupancy Total NAME ADDRESS EC NAME 0 L N E T ADDRESS C. R. TOWN LICENSE NO. Arch/Designer/Engineer Name P C L 0 LJN MT • R NAME ADDRESS TOWN LICENSE NO. Type of Construction II FR, II FR, 01 1-Hr., Address Phone Number ZONONIG INFORMATION Zoning District BUREAU OF THE CENSUS ITEM # Front Yard Setback N, ID 1-Hr„, 111 N, IV HT, V 1-Hr., V-N Side Yard Setback Occupancy Group A, 8, E, F, IH, 1, M, R,i S, U Division 1, 2, 2,1/ 3, 4 5, 6, 7 CLASS OF WORK New Demolish Alteration Repair Addition Remove Use of Building Floor Area Basement „„t;,, list 2 / 2nd Garage Rear Yard Setback FLOOD PLAIN CHECK Approved , Disapproved Comments Flood Zone: Size of Building Height Maximum Occupancy Number of Families By Date / I hereby acknowledge that have read this application and state that the above is correct and agree to comply with ail Town Ordinances and State Laws, regulating building' onstruction and zoning, Permitted,: Number of Baths Fu 3/4, 2 n y2 Size of Lots Number of Floors No. Bedrooms Number of Buildings Now on Lot Use of Buildings Now on Lot Building Inspector Certificate of Occupancy Number The Building Department will make every effort to prevent errors in your application and permit, but cannot be responsible for your failure to corn* with all Building, Zoning and other applicable codes. WHITFNFLL OW - BUIL MG DEPARTMENT PINK - CUSTOMER f TOWN OF ESTES PARK NG DEPART 2261 CERTIFICATE OF OCCUPANCY This is to certify that the Use: Single Family Detached Dwelling Owner: Phillip and Ann Ball ERECTED On Lot No. Lot 2 Block No. .B Addition Arapaho Meadows Subdivision Building Address 2260 Arapaho Road Owner Mailing Address 1707-2 Fish Hatchery Road, Estes Park, CO 80517 Designer J. Pedersen Construction Contractor J. Pedersen Construction Building Permit No. 6964 Type Construction V-N Occ. Gr. R-3 Zoning E has been inspected and the following occupancy thereof is hereby authorized: Maximum Allowable Floor Loads, Occupancies Lbs. Per Sq. Ft. Basement R-3 125 lst Floor R-3 2nd Floor 40 N/A Date Corratiercia.1: Post irk a. (-:„',onspicucius pra.ce. http://www.estesnet.com (970) 586-5331 • P.O. BOX 1200 • 170 MAC GREGOR AVENUE • ESTES PARK, CO 80517 • FAX (970) 586-0249 Property Record Information Page 1 of 2 ne Hot Topics Polpfr:c Databases Parcel Number: Account Number: ThekrrtUal%00,Urtt10U,SeiOftfXkOetg#90tVIFM#t101111 Jobs Databases How To, Services DepartmentS News Property Infor 3402106002 R1236601 ation Ge tr 1nnr ation Owner unc Address Owner Name: Owner Name: Mailing Address: Mailing Address: City: State: Zip Code: MAXWELL, ROSS ROE DEBORAH SUE Tax Year: 2001 Tax DistrArt: 3304 Property Locat Location Address: Location City: Location Zip Code: Propenty Tclx 14530 OLD HALLS FERRY RD Mobile Home Space: FLORISSANT Subdivision Number: 31871 MO Subdivision ARAPAHO MEADOWS PHASE 63034 Description: 1 Deed Type Sale Date QC 06/01/1993 WD 02/01/1995 WD 10/01/1998 Actual Value: Assessed Value: Value Iutor dto II! II Sale Informatio It tor Sale Price 0 55,000 85,500 Reception Number 9.3043,49$ 95.008.813 9.80.8.8152 ation is as ot ay 1, 2 01) 68,820 Tax Roll Actual Value: 62,000 19,960 Tax Roll Assessed Value: 17,980 Total Mill Levy: 74.294 Abstract Code and Description Value Type Actual Value Assessed Value Gross Acres Gross SqFt 1118 Res unimp pud Land 68,820 19,960 1.01 43,996 Total Acres and Sqft Legal flesrptwn LOT 2, BLK B, ARAPAHO MEADOWS PH 1 SUB PUD, EP 1.01 43,996 http://ww.../Detail.cfm?PropertyTypeVar=&BuildingIDVar=&NumVar=R1236601&direct= 6/7/2001 IJJJllllllllllliiai�• - 7!llJlii))IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIUI(6'r� ««<o Nome Contractor (Colorado Inspection AG EN CY PLAN REVIEW CHECKLIST Date: Address: 22100 Vknrc our drawings, we sugoeisiT yOU ccKku fONOV cc dEiii references for cornpliance 1997 UMC (Unifo m Mechanical Code) 1997 UPC (Uniform Pkimbing Code) CECS (Colorado Energy Conservation Standards) 1997 UBC (Uniform Building Code) 1996 NEC (National Electric Code) No REQUIREMENT A-2 All cedroornc - On.e. (1) escape, windowor iclOiCir. Vc•firicdoiiv veils .shai I' have cd :36" rill iinirriurn cross dimen.sion. CODE REFERENCE B.0 :310 A-2 Smoke detector - Electrm zmicl shall die eqUipped vvith iJec 310,9 1.3 id clattery backup, A-3 Smoke deTector shall bu ir. siTo!ed ouch, Sepor oire sleeping roam and at a po:entrally located !r1 the corridor or area vino ace TO each separate sleeping area. A-4 Smoke detector shali be cc n basiamenTS and at each level of diNelling uriTs - detectors snail sound cr alarm in the sleeping orea. A-5 Guardrail - Minimum height 36 inches - Maximum ooeninii94 inches, See Ame.ndment for window wells, A-6 Handrails 32 inches to 38 .nCHES CIbOVE Inosco-F treads - Width minimum 1 nches. - maximum 2 inchescross-section or provide equivalent oripping srface. Return ends or orcwiae rounded terminations, Not less Thcr, 1 f inches cleTween and handraii. A-7 Stairs - Minimum height es i.3 feet 8 inches headroom, A-8 Fireblack chimney and stdies. See Amendment for loundry_ehutes, A-9 2.f underneath cf stairs iS for stiorcae, 5/8 inch Fire fade sheetrosik under stairs and sidewalls. Towin Arriericlimier.ir 310.9.1..2 J30 310.9..1.4 222 310.9.1.4 Towin Amendment 310,9_1_2 UBC 509 TcinAmendment 1509 liiPC 1003.3.3.cl • Tovvri Amendc 1003 .3..3.6 UBC 1003.3 UBC 708.2 (...„ie,c 1003.3 339 ii4310 Stairs must conform to di! building coca I,JBC 10(' hecuirermionlosiiiiis Minimum 22 re h cy 30 iron cliitic scoot io .cootiod in a UBC 150531 corridor hcisivoy, or other reac111y (ice'aSSi hi U:)Cotion. A-12 Vent birecOlv to the iexthricir bath, 0112,(11 1203,3 A-13 Hallway minimum. 36 lncrie„usi wlde finished. liJSC 100,4,3.3.2 A-14 ti,Ailniirourri heiaht 7 feet 6 iriChiSh. a URC 310,6.1 Amendment for basements. Town Amendment iscii 310.61 A -la Liant and ventilation in rooms minimum. 333e.e. UBC 1203 Amendment for basemenos. Town Amendment to 1203.2 A-16 Shower areas shall be flrished with nicrishas;371:UBC 80713 rriaterial to a heiont of 70 inches above omoh) ' A-17 :Socials Mr j mum 24 inches in front, minimum, 15 lisilBC 2904 inches i2-cm its center TO orlySdeViefl ,T,!r TTOSTr1 ' Air aca - 'dishwasher dish throe UPC 807.4 4-19 A furnace or water heater iiih1ch. deceras -re isombustion of fuel shall not be installed: na 1,)MC.‘ r1:iiO4.1T 1JPC 509 bathroom, bedroom, or closet, UMC 1003,1 A-20 Fineplace or solid fuel .stoMUST he t-TTHT.zr, TT 2 Table 3143 feet above cry ibdrit of the building wiTimo :0 TECT A-21 A framing and brywall nc Inspection she: da 013C 108.515 reauireb cn cif one -hour T He -rated C_SEOT- Amenameino 108,5.5 4-22 A minimum 1 3/8" soles or firemooss: sies- 080 302.4 (3) closinaiidoor. A-23 5/8" fire cotessretocto Under roof E inCT 1,..;BC 302.4 (3) A-24 Firebreak soffits. UBC 302,4 (3 UBC 708 (2) (3) A-75 .5/8 " fire .shee,trook :selling and s era UBC 302,4 fMetilock cerrro, UBC 708 4-23 SoffiT vents. ,,l8/11505,3 A-27 Minimum 1 Hch clearn. ance for attic ye. :mar - UBC 1505,3 insulation baffles. A-28 Caulk or flash opennos In brick. l.JBC 1.402,2 4-119 Flash behind steps. UBC 1402.2 A-30 Picifters - See lJBC span tchie iiii 30 la uve oThO UBC dead load 4 1 FOCT jCTST - 080 span tease. See Ar "r .: 220 23-IV-331 manufactured Tsjolists Town Amendment Table 23- TV-j-1. and 2320.8,1 .4-32 Cna ost uec 23-1V-J-3 A-33 A1MC ventdaTion UBC 1505,3 4-34 Basement escope window iorii door, See A mOrboTanT UBC 310.4 for window well protectlor. Town Amendment 509.1 4-35 co nos to be approved ocoonaing to arizirezo, If UBC180O) noT engineered then, to pions- and soil :oc t rrs AH PAC 108.1 brio:7,2,-17y pins must be 'Wsipie„ 6 BOTTOM Of fooTm8suno ZarS- onm/mum nf 30 mchcs beinwfinishaoorode 4-37 Foundations supportingncoo shoU Ext,-no or|eos- 6 UPC lHObl inches r�,h 'i h grace ,; 38 AU exterior ondin3sono WON shoU be odequoTziy To�n anchored 17he buildirg - ravantdis | camcnT A-39 EiTherSOrn/runengmearzd foundolunoruse re2ur as requ/red tycodc. Pac:r ShoU be�uccuroTe|y p|ncedand o,-.aquoTe|y scZ,rorTad'to prcvenT A-40 Dumppnnof fcjn�;oi,i000c'� A4l Combustinn Ornz iremWH A'02 Check onwu�a~ never - msro|| pEr manufacturers msTuUoQur mslucnmnrondcoca rqe r A-43 Check clearances onfurrzce- WsToU per nnunufocturzry inswUoTicr /nstruclinnsond ccdz ins7�oUotinn ins�ructionszroU be on site A'44 VenTto exterior - dryer - toTo| combined hortzonTo/ n��n ondvor�ico| length l4fT rc/u din lo/bo 9O ws �-�+ A45 Iosto|| factory built stoves Areplace |ogs.und fir«p|occsus permonufcc-urors insro||ur/on /ostruc�ionscoo code ��� A-46 Roof ingusczmb|i�s'roof �cvarings.ondroof srructurosshci| beossqz: �iad bycode onc monufucturcrs insto||oric' nsTruc+,ions � 47 CrnwispccevznTi|otionis ~zouirad 8'08 Crow|spocainsu|chonrec. 'ornents' differcnr methods check w0thb-o sec�ondcuor�mwrT A'�� Znsui�turim ioiST m/nir:_rnP'll foclormboszmenf UMC5O432 Ux/C907 UB�l5O1 U8[ 2306.7 CECS �c�|a1 5� U8C7O7 CE05 To�|e6-�� UBC7O7 ____ 4-fO ��in'mumR-l� �oc�orinsi �-mnmcuUinus CECS To�|«6-�A U8C7O7 CECS tob|e b-l6 UGC707 U8fl4O3 �-52 VVhcrzbr/ck Ps msTuUed cc� ',here is noTo,ccEssud br��ck|cdno, ins�cU f|oshir: zahindshzothinyorcuu/k ad A-53 6irder �oinjs ,joU occur :`zryupports A-14 Brickcannot s�Tonporcr -�oor- must caon foundation _____ A 55 VVotzrpipe 5round - coppz~ pipe inconTocT with so/| nmmimumof lO fr A-tb LiahtfixTure� inc|orhes��cseTs A-57 Locator and c|zoronce of z!ac�r incheswi6eond 3 ft in f-c.r � � � A-58 E|�ctr�co|recapru�/es dtaGF[Z �'59 Firabiockond troft sTo� -zou/reme*rs UB[18O6.l Am�n�rn�nr�o l003]l6 U8Cl9Ol U8Cl9O75,1 U8Cl4024 1824 Ch r UPC 508 UPC51l U/%[30l UB�l5O1 U@CZ3ZO7 U8[l4O10Z NEC HOW -- NEC 4IO 8 [AEC llO l� NEC2lO Q UBC7O6 cc! pone/shoi|be3O N�C llO-l� not install brick veneer or srding before wincie c checked A - 1 Install protection plates on plumbing and electricc before framing inspection - minimum 1/16 inches thick A 62 Glass and glazing r eqy glazing, Amendment for bathroom requirements onform to all codes not previously stated All beams and headers r ust designed to carry all applicable loads A n Minimum . inch anchor baits maximum 6 feet apart embedded at least 7 inches - bolts to be located within 12 inches of each era. A properly sized nut and washer shall be tightenedon each bolt A �r Addresses shall be posted, plainly visible and legible from the street or road f r nt'inc9 the property_____ A r,7 Exterior doors shall be prc,,iided with approved landings not more than 8 inches below finished floor fad Exterior doors may open at stairs having not mare than two risers at other then main entrance, Check with building inspection department A 69 Floor joist of deck shah be designed to 60 lb love load A 7r, An studs bearing or non -bearing interior or exterior shale be maximum of 16 inches on center A- 71 AH engineered floor joists shall be spaced a max mum of 19.2 inches an center or rave a 1 inch deck installed A m2 irrraow weds with a vertigo_ enth on more than 44 inches shall be equipped with an affixed' ladder or stairs A-73 AH area wells, stair wells, aro light wells attached to any building and located less than 36 inches from the. nearest walking surface, arc deeper than 48 inches ng t o code shall havea g uara°ail come yi.... ._..__. _..._...... A-74 A backwater valve is required on all waste lines located below the next upstream manhole cover __.�..___..,..._serving the system...._. .._....�_..._ _..__......._._._.._ A-75 Equipment which has a flame, generates u spark or uses a glowing ignition source must be elevated et least 18'" above the aarage floor Per town ordinance, all basement window wells on new construction must meet the thirty-six (36) inch mum requirement for ecress windows with a shed sill height below theudj_acent oround level UBC 108.7,3104 NEC 300-4 UPC 313 UBC 2406 Town Amendment to 2406.4 UBC 108 1 Town Amendments UBC - Chapter 23 BC Town Amendment 'to 1003.3.1,6 (1.4) UBC- TownAmendment to Table 23-1V...p wn Amendment to Tiede 23-.IV-J.1 UBC09 Town Amendment PC 710.1 Town amendmen 310.4 (1) 71:A ES A UILDING PERMIT APPLICATION R NEW CONSTRUCTION OR REMODEL Ici,)rinydiNc ;Mu\d f n wdSL6 BIM kfi filT OM C4 DEPARTMENT OWNER rfOLLi MAr 11.1.-- PHONE 5 '7'7 -- S' 7) 6 DATE /$ Mailing Address /70 7 H fir( fi:EA, BUILDING ADDRESS/JOB SITE ,a).“) 1-11,(1' /41)14 Lot 0-,d1 Block Fi Sub /119-1414 t, ME/4,00 GENERAL CONTRACTOR Tr, 47: E — Parcel # 3 G9Gli OZ, 0 PHONE 9 7 0 - -21 7 So 7 Mailing Address 1,1C 77.S7k1 K s'(:,j4j TOWN LICENSE # j I 7 9 DESCRIPTION OF WORK C Q Iv -CT 1(( 7 (C_ A.; .1-- A,/ 6: vti BUILDING HE 'HT VALUATION: ; OVERALL SQUARE FOOTAGE (Basement I" Floo Pik( 116.' 0 , 2"d Floor PUBLIC WORKS DEPARTMENT ENGINEERING/Right-of-Way Permit AMOUNT DUE 0 Remarks Approved WATER DEPARTMENT AMOUNT DUE Remarks Approved 2. LIGHT & POWER DEPARTMENT Remarks Ce04,6Fi7— -0- ( A, Approve AMOUNT DUE 24c, 00 7"-e '7/0 / Z-412.4c-J, ?"; COMMUNITY DEVELOPMENT DEPT. DATE In / Out AMOUNT DUE .5/ a3 73 Remarks Approved TOTAL DUE 7 6Z 3.73 4. TOWN CLERK Prior to the issuance of any Final Inspection or Certificate of Occupancy: (I) the owner or general contractor shall provide the Town with an affidavit listing all contractors and subcontractors who provided labor for construction, repair, and/or remodeling, and (2) all contractors and subcontractors listed on this Affidavit shall obtain a Business License. ►J BUILDING PERMIT APPLICATION FOR NEW CONSTRUCTION OR REMODEL ,h,..No,c con ' ':IvcR.° „ rcA ,al t'o, ; arlid ,�aV�nu��ut u�.� ���duuuV�liiuus� Gv1tl � u�°o 11 Helier OWNER r 1 „ � y-5i4 ! L PHONE . 7 7I - v 71 11 DATE Mailing Address 1 '70 '7 BUILDING ADDRESS/JOB SITE Lot L. Block Sub 5N ) ,r(. HE A° Via^ Qfi.aiihl �4 f n G_ jl A 110 a Parcel # GENERAL CONTRACTOR 1 v- °' t C "' PIIONE Cl% J 7- `to, ,%I Mailing Address 0,0 c /1 YHA �D ,7 Coe_ r, " 5).11 TOWN LICENSE #) d1 DESCRIPTION OF WORK (' i 5 j" r C' 7 + )-(, t VALUATION: UPPER THOMPSON (2220 Mall Road) OR 'E`FES Pal RK—SANITA-T'ION...HISTR-ICT (1201,. Remarks p .� i'�.u���d ��; ..9 it P�'� �1�� l �n L1. 4) es Avenue) Approved r °i COUNTY HEALTH DEPARTMENT Remarks (F3uilding,Torras\lapplica.res.wpc3llanuar°y01200'1) Approved Page 2 ( C5 /8----1 ?I ' cz9 8 „8 C9L, 4 t Owner: Ct, Date: -6- - Contractor: 7-ecie„ e,,(,-i ci/ ) Legal: L7- IN„..4, Address: :zc 4 4k4 PID: 4 (C).7c,70 Is it a legal lot? N 2. Check Larimer County web site for current improvements - check for garages and kitchens. 3. Development Plan Required? Y 4. Any special requirements on the plat/status books? Y If yes, what? 5. Hazard area (geo, wildfire, flood)? If yes, what? 6. Steep slope (>30%)? 7. Ridgeline? YN) 8. Multiple kitchens or accessory dwelling unit? Y 9. Accessory structure? e 1 O. Height: Z7,' 11. Setbacks: Zone District Front: " Rear: Side: 12. Adequate public utilities?(Y ) N (Check with Greg about any outstanding work) 13. Stanley District? Y (,N) 2Z40 PA VALUATItN Basement — Unfinished Basement — Semi -finished Basement — Finished Dwellings: (Good) Average V — Masonry Average V — Wood Frame Garage: Wood Frame Masonry Open Carports Decks — Open Porches — Roofed (2) SC Single Family April 2001 Sq. Ft. 4.09 = Sq. Ft. @ $18,47 = Sq. Ft. @ $22.85 = Sq. Ft. @ 241,5) Sq. Ft. @ $73.39 = 735 Sq. Ft. @ $19,28 = Sq. Ft. @ $21,79 = Sq. Ft. @ $13.20 = Sq. Ft. © S12.50 = /Pa Sq. Ft. @ $25,70 = Other: Gas Fireplace or Factory Fireplace (X. @ $2,250 = @ $1,000 = TOTALVALUATION Gas Log Set Only Plan Review Lidding Permit Larim.er Co. Tax. C.O.'s Total / 2 Yerp_-.47( $ i?/7. 75- $ .0 .5 , Z . VI e,4-' Fre' cl 3 11, 3 2 B u dingjForm VaIuaion Schedule 2001 3 6 1 41,. 37,t7 Municipal & Private Inspections 561 E. Garden Drive, Unit 8• Windsor, Colorado 80550 • (970) 686-'7511 • 1-800-400-1581 • Fax (970) 686-9248 BILL TO 2260 Arapahoe Road Estes Park, CO 80517 DESCRIPTION Plan Review Fee for 2260 Arapahoe Road Invoice DATE I INVOICE # 6/15/2001 AMOUNT 934,9 J. PEDERSEN CONSTRUCTION, INC. 1205 JAYHAWK DRIVE FT. COLLINS, CO 80524 (970) 224-4909 PAY TO THE Colorado Inspection Agency ORDER OF Nine Hundred Thirty -Four and 91/100*********************************************** FIRST NATIONAL BANK FT, COLLINS, CO 80521 82-26/1070 MEMO Portion of permit Town of Estes 000 39 I: 1017000 26 21: 0 L La 570 300..:. **934 91 3958 Municipal & Private Inspections 561 E. Garden Drive, Unit B • Windsor, Colorado 80550 • (970) 686-75110 1-800-400-1581 • Fax (970) 686-9248 BILL TO 2260 Arapahoe Road Estes Park, CO 805 17 DESCRIPTION Plan Review Fee for 2260 Arapahoe Road ^ -^ [ All work is complete! Total Invoice rDATE INVOICE # 6/15/2001 AMOUNT 934.91 $934.91 Owner Service Address in NCWCD? WATER TAPS Z., No 10-digit Parcel Id A building perm!t iiut be obtained within one year of the drje of the paymen -a.,ater tap fees. PF/WR Residential 1.0 D.U. 53,340.00 x ME Meter/ R0 5ize 'A" 250.00 x MA Labor/Tap FF Filing Fees (521 for first 4 pages, 53 for each adonal) \VR Contact Line Agreement 5-L.) Sub -total: PF/V\:'R :v.fulti-familv 0.7leer D.U. = 52;690.00 x ME 'Meter/RC MA Labor/Tal,.) WR Contact Line Ag;reement PR/WR Accommodatcns 0.6 per D.U. = 52,300.00 x ME Meter/R0 5 \fA.Labor/Tap \VR Contract Line .Agreement Sub -total -- PR/WR Non-accommodatons Commercial 0.6 per P.F.V.S. = 5190.00 x ME Meter/RC Size MA Labor/Tap WR Contact Line Agreement *Must have fixture value unit sheet Pched. Sub -total = 3,30 Job _. B7151 Superior Tnrs rus,o Cor'esado 80015_ 3X10 +- 10 Tr ass Typo ROOF TRUSS 11 6.3.15 6 3.15 7 2 0,0.1-8] .... 3x10 11 12 LOADING (psi) SPACING 2-0-0 CSI TCLI. 40.0 Plates Increase 1.15 TC 0,56 TUX. 8.0 Lumber Increase 1.15 BC 0.70 BCLL 0.0 Rep Stress Ina NO WB 0.80 BCOL 8.0 Code UBC97/ANSI95 (Matrix) 5-8-1 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 6 OF 1950E 1.7E WEBS 2 X 3 SPF Stud 'Except" 3-8 2 X 4 SPF 1650F 1 5E REACTIONS(lb/size) 1=7442/0-3 8, 5=8780/0.3-8 Max Horz 1=-320(load case 5) Max Uplift 1=-1240(load case 7), 5.-1408(load case 7) FORCES(Ib) - First Load Case Only TOP CHORD 1I-2=-10862, 2-3=-7484, 3-4=-7482, 4-5--11322 BOT CHORD 11-10=89113, 10-11=8913, 9-11=8913, 9-12=8913„ 12-13=8913, 6-13=8913, 8-14=9289, 7-14=9289, 6-7=9289, 6-15=9289, 15-16=9289, 5-16='9289 WEBS 2-9=3410, 2-8=-3497, 3-8=7592, 4-8=-3964, 4-6=3956 13 Oty PLY- 1...,.J PEDERSEN CONST. • BALL RE1 J.#5,500 (option'al') 4 20f SR1 s brio 22 2001 IUITek Induslnes; fnOO Tu O ;f 2 3 8 800 1t-8-1 55-8-1 14 7 6 5*13 3w10 II 17-£f-1 5-8-1 DEFL in (loc) 1/defl Vert(LL) -0,17 6-8 >999 Vert(TL) -0.23 6-8 >999 Horz(TL) 0,06 5 n/a ist LC LL Min Udell = 360 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 24.11-0 6.315 244.1-+ 6-3-t5 I9 2 14 50i 3x10 NOTES 1) This truss has bon designed for the wind loads generated by 100 mph winds al 22 ft above ground level, using 8.0 tap chord dead load and 8,0 bottom chord dead load, 1500 mi,from hurricane oceanline, on an occupancy category L cond lion I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind, The lumber DOL increase is 1.33, and the plate grip increase is 1,33 2) Design Toad is based on 40,0 psf specified roof snow load. 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1240 lb uplift at joint 1 and 1408 lb uplift al joint 5, 6) This truss has been designed with ANSI!TPI 1-1995 criteria. 7) 3-pfy truss to be connected together with 10d Common(148-x3") Nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-4-0 oc, Bottom chords connected as follows. 2 X 6 - 3 rows al 0-4-0 oc, Webs connected as follows: 2 X 3 - 1 row at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc, 8) Special hanger(s) or connection(s) required to support concentrated load(s) 1250.1lb down and 180.61b up at 2-0-12, 1250.1lb down and 180,61b up at 4-0-12, 1250,11b down and 180.61b up al 6-0-12, 463.31b down and 180.6Ib up al 8-0-12, 1183,31b down and 181.6Ib up at 9-11-4, 1183.31b down and 181,61b up al 11-11-4, 1183.31b down and 181.61b up at 13-11.4, 1183.3lb down and 181.61b up at 15-11-4, 1183.31b down and 181.61b up at 17-11-0„ 1181.8Ib down and 182.01b up at 19-11-4, and 1181.81b down and 182,01b up at 21-11-4, and 1197.81b down and 166.01b up at 23-10-4 on bottom chord. Design fur unspecified connection(s) is delegated 10 the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Inc ease=1,15, Plate Inc✓ease=1.15 Uniform Loads (plf) Vert: 1-3--96,0, 3-5=-96,0, 1-5---16.0 ARNYNO - Ver(fy dse49n paranweters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. n valid for use only wllh MITel: connectors, This desgn is based only upon parameters shown, and is for an Indivksual buYdIng component to be and loaded vertically. Applicability of design parameters and proper Incorpolalion of component 6 responsibility of building designer • not truss er. Bracing shown k for lateral support of Individual web members only.. Addllbnal temporary bracing to insure stability during construction Is the nsiblltty of the erector, Additional permanent bracing at the ovetoll structure is the lesponslb1ilfy or the building designer. For general guktance regarding labrica1kin,quality control„ storage, delivery,erection and bracing, consult 057•88 ©ualtly Standard, DS$-89 gracing Spee101caIIon, and 111841 handling Irutalling and Bracing Recommendation avolfable from Truss Plots Ins111ute, 583 D`Onoirb Drive, Madison, WI 5371e,. Scale _. 1 53 4 October 24,2001 MiTek® oh Truss A Tr: u gym;. Fato 11 mass Type ROOF TRUSS 4,9-4 ya-s 4,9,4 6_4.,8 O frets-. 5 j2 d 0.0 0-0-4J, [" LOADING (psf) SPACING 2-0-0 TCLL 40,0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code UBC97/ANSI95 3x4 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 3 SPF Stud 'Except' 6-14 2 X 4 SPF1650F 1 5E 6,4,7 16-041 9 7-8 15 14 13 3.4 11, 3v8 w:: 3w4 ty . _. P y J PEDP"RsrN CONST. _ ByaC_1. R pion 22 2001'MTak Indus( 3) 4.7 6...4.7 20 7-8 9D, 7.8 CSI DEFL fn (Voc) 1/doll TC 0.66 Vert(LL) -0.27 14-16 >999 BC 0.81 Vert(TL) -0.52 14-16 >733 WB 0.82 1 Horz(TL) 0-09 10 n/a 1st LC LL Min I/defl = 360 I)mm c s 1n 11 3.4 Tun 1.'-0,0 4-sr-4 32-00 6.4-8 PLATES M I I20 Weight: 129 lb 11558714 2001 Page t 2-0-0 BRACING TOP CHORD Sheathed or 3-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 1 Row at midpt 5-14, 7-14 REACTIONS(Ib/size) 2=1982J0-3-8, 10=1982/0-3-8 Max Horz 2=-482(load case 5) Max Uplift 2=-481(toad case 7), 10 481(load ease '7) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=53, 2-3=-2631, 3-4=-2411, 4-5'=-2411, 5-6--1579, 6-7=-1579, 7-8=-2411, 8-9=-2411, 9-10=-2631, 10-11=53 BOT CHORD 2-16=2156, 15-16=1799, 14-15'-1799, 13-14=1.799, 12-13=1799, 10-12=2156 WEBS 3-16=-322, 5.16='402, 5-14=-692, 6-14=1140, 7-14=-692, 7-12=462, 9-12=-322 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or caniltevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 2) Design load' is based on 40.0 pot specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 2 and 481 It) uplift at joint 10. 6) This truss has been designed with ANSI/TPV 1-1995 criteria. ,OAD CASE(S) Standard WARNING . Verjfy de+lyn parumetare and READ NOTES ON THIS AND REVERSE SIDE BEFORE (/SE. Design valid for use only with Mitek. connectors, Ink design is based only upon parameters shown, and Is tor an Individual building component to be installed and loaded vertically, Appucabtirty of design parameters and proper Incorpoiallonof component a tesponstblblty of building designer • not truss designer. Bracing shown is for lateral support of Ind7 $dual web members only. Addl9onal temporary bracing to Insure stability during construction Fs the responsibility of the erector. Additional permanent bracing of the overall structure 4 the responslblllly of the building designer. For general 9 uk0ance l egofding lobricalbn, qually control, storage, delivery, election and bracing,. consult QS1478 Quality Standard, DSt•89 Bracing Speclficatlon„. and H10.91 Hondlrng InAallIn9 and Rsocing Recomm.ndal Von avollable from truss Prate Institute„ 583 D'©nofrb Dalve, Madison, W 15371©. .': C310 r1 73 2 GRVP 197/144 October 24,2001 MiTek® AF 21"1tln Ccalrtira,1o806-f-5.,. ('i.0J-rl 16-0-0 ly. _.. Ply 1 y� )rt al 4 201 SRt 5 h5u1,1 22 ?C01 Mira) 1r iust0fi 8 I.K1 2 3=4 4x4 1' BALL RCS .Jf5569 Oot 23 1?.14 runs 1"ypr DROP '1 C C„GA13FL. 7 1 0-l7.0 .01 52 51 50 49 48 47 46 45 444342 41 439 31i 37 .3(i 35 34 .33 32 31 33 Plate Offsets (x,Y) [2 0-r -7 d ei :.[28 0 rs e; LOADING (psi) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.15 TCDI. 8.0 Lumber Increase 1.15 BCL-L. 0,0 Rep Stress Incr YES I3CDL, 8,0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 3 SPF Stud 'Except' 15-41 2 X 4 SPF 16501 1_5E CSI rc 0 44 BC 011 WB 0.27 (Matrix) IOEFL in (Ioc) 1/defl Verl(1.1.) nla nia. Verl(TL.) 0.06 1.2 >396 Horr(TL) 0..02 28 n/a 1st L.0 LL Min 1/defy. 360 2001 PLATES GRIP MI120 197/144 Weight: 185 lb, BRACING TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpl 15-41, 14.42, 12-44, 16-39, 18-38 REACTIONS(Ib/size) 2=417/32-0-0, 43.5/32-0-0, 41=144/32.0-0, 42' 133/32-0-0, 44=149/32-0-0, 45=151/32-0-0, 46w.149/32-0-0, 47=149/32-0-0, 48=149/32-0.0, 49=150/32-0-0, 50.149/32-0-0, 51-149/32-0-0, 52°-161/32-0-0, 39=131/32-0-0, 38=153/32-0-0, 37.:,150/32-0-0, 3f= 149/32-0-0, 35-149/32-0-0, 34=149/32-0-0, 33=149/32-0-0, 32•=149/32-0-0, 31=149/32-0-0, 30=1,61/32-0-0, 28=417/32-0-0, 40=5/32-0-0 Max Horz 2= 468(load case 6) Max Uplift 2= 195(load case 7), 42=-30(load case 6), 44=-75(load case 7),. 45=-61(load case 7), 46---58(load c1se 6), 47=-59(load case 6), 48=-58(load case 7), 49=-61(load case 6), 50=-49(Ioad case 7), 51 120(load case 6), 39=-7(load case 5), 38= 71(load case 7), 37--62(load case 7), 36= 58(load case 5), 35=-59(loadcase 5), 34=-58(load case 7), 33=-61(load case 5), 32=-49(load case 7),. 31= '111(load case 5), 28=-195(load case 7) Max Gray 2=495(load case 2), 43=11(load case 4), 41=334(Ioad case 7), 42=164(load case 2), 44>w178(load case 2), 45=177(load case 2), 46=176(load case 2), 47=176(load case 2), 48=176(load case 2), 49=176(load case 2),„ 50=175(load case 2), 51=178(load case 2), 52=184(load case 2), 39=162(load case 3)„ 38=182(Ioad' case 3), 37=176(load case 3), 36=176(load case 3), 35=176(load case 3), 34=176(load case 3), 33=176(load case 3), 32=175(load case 3), 31=178(load case 3), 30=184(load case 3), 28=495(load case 3), 40=11(load case 4) FORCES(Ib) • First Load Case Only TOP CHORD 1-2=104, 2-3=-97, 3.4=-22, 4-5=-59, 5,6=-58, 6-7=-58, 7-8=-58, 8.9.-58, 9-10=-58, 10-11=-58, 11-12=-58, 12-13=-60, 13-14=-22, 14-15=19, 15-16=-52, 16-17--22, 17-18=-60, 18-19--58, 19-20=-58, 20-21=-58, 21-22=-58, 22-23=-58, 23-24=-58„ 24-25=-58, 25-26=-59, 26-27=-22, 27-28=-97, 28-29'=104 BOT CHORD 2-52=19, 51-52=19, 50-51=19, 49-50=19, 48-49=19, 47-48=19, 46-47=19, 45-46=19, 44-45=19, 43-44=19, 42-43=19, 41-42=19, 40-41=19, 39-40=19, 38-39=19, 37-38=19, 36-37=19, 35-36=19, 34-35=19, 33.34=19, 32-33=19, 31-32=19, 30-31=19, 28-30=19 WEBS 15-41=-124, 14-42=-115, 12-44=-131, 11-45=-129, 10-46=-128, 9-47=-128, 8-48=-128, 7-49=-128, 6.50=-128, 5-51=-125, 4-52=-142, 16-39=-115, 18-38=-131, 19-37=-129, 20-36=-128, 21-35=-128, 22-34=-128, 23-33= 128, 24-32=-128, 25-31=-125, 26-30=-142 NOTES 1) This truss has been designed for Ihe wand loads generated by 100 *mph winds at 22 11 above ground level, using 8.0 lop chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or canlilevers. exist, they are exposed to wind'. If porches exist, they are not exposed to wind, The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MoTek, "Standard Gable End Detail" 3) All plates are 1,5x4 M1120 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1.4-0 oc;, 4 *� WARNfNG • Verify design parameter* and READ NOTES ON' THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mllek connectors. This deslan is based only upon parameters shown, and Is for an Individual building component to be insla14ed and loaded vertically. Applicability of design parameters and proper Incorporations of component k respanslblltly a1 building designer • not truss desrgner. Bracing shown k for klfera0 support of Individual web members only. Additional temporary bracing to Insure stability during construction is the lesponslblllty of Ihe erector. Additional permanent bracing of the overall slruafure is the responsibility of the building designer. For general guidance regarding fabrication, quality contra*, storage, delivery, erection and blacing, consult OST-88 Quality Standard, DSB-69 Bracing Specification, and HIS-91 Handling Installing and Bracing. Necornmendaflan available horn buss Pule Inslllvte, 583 D'Onofrb Drive, Madison, WI 5371,9. 2r 4 t 0P A4� October 24,2001 iTek® job"'..... .. ..... .Truss Tr ss Ty �x ".-_, .-.._ ..... ... City Foy P PI DF.1 S' 8715 Ar:: DROP TC GAf3L.1:: v 1 (optional) . Suj>enorTruss, .:attbn,'C©loradol3f)fx`'f5 4 201 5 d s v�'22 2601 M'Te indus16es, lyre. Tue c1 23 1 14 31 2i -NOTES, truss6) This tdesignedua 10 0 last txitlorn chord live load nonconcurrent with any other live load; per Table No. 16.13, U€3C-97,. 7) Provide mechanic mechanical connection (by others) of truss to teafinq plate capable of withstanding 195 Ib uplift at joint 2, 30 Ib uplift at joint 42, 75 lb uplift at joint 44, 61 Ib uptifl at joint 45, 58 Ib uplift at joint 46, 59 Ib uplift at joint 4 7, 58 Ib uplift at joint 48„ 61 Ib uplift at joint 49, 49 lb uplift al joint 50, 120 Ib uplift at joint 51 '7 to uplift at joint 39, 71 Ib uplift art joint 38, 62 Ib uplift at joint 37, 58 Ib uplift at joint 36, 59 Ib uplift al joint 35, 58 lb uplift at joirll 34, 61 Ib ul' lift at joint 33, 49 Ib uplift at joint 32, 1 1 1 Ib uplift a1 joint 31 and 195 Ib uplift at joint 28. 8) This truss has been designed with ANSITTP1 1-1995 criteria. LOAD CASE(S) Standar a WARNING - Verify designparameters and. READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Destgn valid 10P use only with MfTek connectors. The design Is based only upon parameters shown, and is for an individualbuilding componenl to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component 4s tesponsIblltty o1 building designer - not puss designer. Bracing shown is for lateral suppoil of Individual web members only, Addlllonat temporary bracing to Insure stobetty during construction is the responsubnlly of the erector. Additional permanent btocing of the overolI structure Is the responsibility of the building designer. For general guidance regolding fabrication, quailty control, storage, deilvely, erection and brocing, consul¢ QST-be Quality Standard„ DSI.89 tracing Specification, and HtI.91, Handling installing and Bracing itvcommendalIon available from truss Plate Institute, 583 D'Onohb Drive, Madison, W 153719. Truss B71 1 B1 uper r'Truss, 'a oai'Colorado 80615 5x6 Plate CifUsets 4-9.4 4-9-4 Truss. Type ROOF TRUSS 3x4 LOADING (psf) SPACING 2-0.0 TOLL 40.0 Plates Increase 1,15 TCDL 8.0 Lumber Increase 1.15 BOLL 0.0 Rep Stress Incr YES BCOL. 8.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 1650F 1,5E TOP CHORD Sheathed or 3-4-13 oc pud'ins, except BOT CHORD 2 X 4 SPF 1650F 1,5E 2-0-0 oc puffins (5-0-14 max,): 5.6. WEBS 2 X 3 SPF Stud *Except' BOT CHORD Rigidceiling directly applied or 9.•8-1 oc bracing. 5.15 2 X 4 SPF 1650F 1.5E, 6-15 2 X 4 SPF 1650F LSE WEBS 1 Row al rnidpt 3-15, 6-15, 8-14 6-14 2 X 4 SPF" 1650F 1 5E 4.20 20-0,.0 4-0.t 5xr, 5 5x13 .... 16 1'1$ 14 346 164',0 20,04) 6-4-8 9-7-8 4. 0 t EdgeJ,,jS:O 4'4 0 141, [ 0-4.0,0-2-0jITU:D-0=T 3 d CSI DEFL in (loc) 1/dell TO 0.72 Vert(LL) -0.28 12-14 >999 BC 0.72 Vert(TL) -0.54 12-14 >801 WB 0.82 Horz(TL) 0,12 10 nla 1st LC LL Min 1/dell = 360 Ply tg 22 2001 I+ATI 3x4 :;:.:. 3x6 26.4- 7 13.4.7 3x6 2g. 7.8 J PEDERSEh1 CONST - Optional) TTntfuslrrr` ti, Inc T.Cie-OcC 23 12.14 ;11 200 All R. 37,2,12 4"16.rs 3x4 4.9.4 5,4✓/ 36-0-0 6-4-8 PLATES MI120 Weight: 160 lb 38 ():d 2,00.0 BRACING REACTIONS(lb/size) 1=2000/0-3-8, 10=2206/0.3-8 Max Hors 1=-544(load case 5) Max Uplift 1=-367(load case 7), 10=-522(load case 7) Max Gray 1=2000(foad case 1), 10=2214(load case 3) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-3022, 2-3=-2801, 3-4=-1976, 4-5=-1976, 5-6=•1643, 6-7=-1975, 7-8=-1975, 8-9=-2801, 9-10=-3022, 10-11=53 BOT CHORD 1-17->2477, 16.17=2127, 15-16=2127, 14-15=1640, 13-14=2127, 12-13=2127, 10-12=2477 WEBS 2-17=-314, 3-17='453, 3-15=-690, 5-15=595, 6-15=16, 6-14=603, 8-14--694, 8-12- 453, 9-12=-314 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds al 22 It above ground level, using 8.0 lop chord dead load and 8.0 bottom chord dead load, 1500 rni from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are riot exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 2) Design load is based on 40,0 psf specified root snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 Ib uplift al joint 1 and 522 Ib uplift at joint 10. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins a1 oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Verify design panameterr arscl REAd) NOTES ON THIS AND REVERSE SfI)E BEFORE D valka for use only with MI1ek connectors. This design is bused only upon parameters shown. and Is for an indlvkfual building component to be inslol0e'd and loaded vertically, Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral tuppoll of individual web members only, Addlional temporary bracing to Insure stability during construction is the respon J•••.bf4ly of the erector. Additional permanent bracing of the overall struclure k the iesponslbtilty of the building designer. For general guidance regordVng fobrrcalbn, quality control, storage, delivery. erection and bracing, consuls OST-88 Quality Standard, DSB-59 Bracing Specification, and 1416-91 Handling Installing and Bracing Recommendation avolrabe from iruss, Plate lnsillu1e, 583 D"Onofrlo Drive, Madison, WI $3719, 11558716 October 24,2001 iTeke Truss B7151 Trues Type MODI[TIED QUE.ENPC ay CONST - B4TL I1358'717 Sat( rn it Trusb, Era�itrn, CoIK:rrr44d1 80615 2.4 tr 4 4..44 4 4 04 4201 SRf"<w`T;u720MiTuy(i`11uhanbid v 00 I,dt,Str'iesTprra: Tuff 073t 2.31,rr.54 13"2001 Parlr 1 __ th, rh 15 ,,,(1 f3 r.4-7 r, I1{T C3Tfse!9 XY OADIING (psf) 40.0 DT 8,0 'LT 0,0 DI-.. 8,0 6-4-8 8-44S 20 _(50-0.4H6622 :3x4 0 f70e ,_[9.0-2.0. SPACING 2-0-0 Plates Increase '1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 1650F 1,5E 'Except* 10-21 2 X 4 SPF 2100F 1.8E. OT CHORD 2 X 4 SPF 1650E 1.5E EBS 2 X 3 SPF Stud *Except* 6-30 2 X 4 HE Stud-G, 6-27 2 X 4 SPF 1650F 1.5E 6-7 2 X 4 HF Stud-G, 45-46 2 X 4 HF Stud-G 24-30 2X 4 SPF 1650E 1.5E 9,1-8 2 CSI TC 0,84 BC 0,56 WO 0.96 (Matrix) 22.4 7 10n 2-10. tl2 5xf3'', 7 9.7.8 410 -3) DEFL in (toc) 1/dell Verl(Lt.) -0.16 25-27 >999 Ver1(Tl.) -0.31 25-27 >999 Horz(TL) 0,09 21 n/a 1st LC LL Min 1/dell = 360 27,2 12_ 4.1.01 8 4 4...3 8 PLATES M112.0 Weight: 183 Ib BRACING TOP CHORD Sheathed or 3 9-2 oc purlins. BUT" CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpl 4-27, 27-35 3 Rows at 1/4 pls 6-24 REACTIONS (Ib/size) 2= 1867/0.3-8, 23=163/4-3-8, 22=24/4-3-8, 20=367/4-3-8, 21=-11/4.3-8, 24=1478/4-3-8 Max Horz 2=540(load case 6) Max Uplift 2=-409(load case 7), 23=-269(load case 5), 22=-82(luad case 5), 21= 13(Ioad case 3), 24=-372(load case 7) Max Gray 2=1941(load case 2), 23=232(load oase 3), 22=47(load case 4), 20.395(load case 3), 2.1=26(load case 7), 24=147 FORCES(Ib) - First Load Case Only TOP CHORD 1-2=106, 2-3=-2545, 3-4=-2326, 4-5=-1568, 5-6=-1366, 7-8=-368, 8-9=-388, 9-10=-288, 10-11=-345,11-127-351,12-13=-401,13.1.4=-436,14-15=-334, 15-16=-353,16-17=-436, 17-18=-438, 18-19=-314, 19-20- -409, 20-21=35 BOT CHORD 2-29=1975, 28-29=-1668, 27-28=1668, 26-27=1526, 25-26=1526, 24-25=1979, 23-247292, 22-23='292, 20-22=-292 WEBS 6-32=-1028, 32.33=-1064, 33-37=-965, 30-37=-1023, 30-38=-1023, 35-38�-1130, 35-39=-1722, 39A0=--1787, 40-41=-1808, 36-41=-1850, 36-42=-1977, 42-43--2022, 43-44=-2017, 24-44=-2086, 31-32=-65, 33-34=177, 3-29=-268, 4-29=405, 4-27=-758, 6-27=1106, 27-357-554, 25-35=561, 25-36 436,'8-37=-104,9-38=-192„ 11-39=-118, 12-40=-38, 13-41=-77, 14.36=-322, 15-42=-60, 16-43=9, 17-44=-125, 18-23=-352, 19-22=26, 6-31=-286, 31-347-286, 7-347-307 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds al 22 ft above ground level, using 8.0 top chord dead load and 8,0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 f1 with exposure C ASCE 7-93 per UBC97/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 M1120 unless otherwise indicated, 5)This truss has been designed for a 10,0 psf bottom chord live load noneuncurrent with any other live loads per Table Nu. 16-B, UBC-97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 Ib uplift at joint 2„ 269 Ib uplift at joint 23, 82 Ib uplift at joint 22, 13 Ib uplift at joint 21 and 372 Ib uplift at joint 24, 8) 'This truss has been designed with ANSI/TPI 1.1995 criteria. 9) Design assumes 4x2 (feat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2.10d nails. LOAD CASE(S) Standard NO - Verify derign parameters and READ NOTES ON TRIS AND REVERSE SIDE BEFORE USE. n valid for use only with Mlek connectors. This design Is based only upon parameters shown, and h for an individual building component to be InstaNBed and loaded vertically. Applicability ol design paharneteaand propel Incoepolatbn of component is responslblilly of building designer - not truss designer. Bracing shown is for lateral support of Indlvkival web members. only. Additional temporary bracing Io Insure stabllely during conshucIbn is Inc responsfb4Rty od the erector. Additional permanent bracing of the overall structure is the responslblllty ol the building designer. For general guk]once regarding fabrication, quality control, 4tofage, delivery, erecfkon and bracing, cansufl QST•66 Qualify standard, Dill-69 Brocdng Sp.clflcatIon, and HIB•91 Handling Instilling and 8rocinq 4ecommerrdotIcnt available from Truss More Institute, 583 D'Onotrb Drive, Madison, WI 53719 GRIP 1857144. 25°a46 "It •r.SN ONAL \Ltti= October 24,2001 Tek® f"G (.tenor Truss, L 3un, C.DI47rad0 Truss' Type.: ROOF TRUSS 4;201..._ s d 0422 Ply J PEDERSENC pptiona) n�cu frog,"Inc.. TueOcf2 LOAD CASE(5) Standard Cane ntrated Loads (II0) Vert: 5='-1197,8 7_,-1183..3 9'--1250.1 8=-1183.3 6..1183.3 10=-1250.1 11'=-1 '50.1 12=-338.7 13=-1183.3 14=-11133,3 15=-1181:8. 16=-1181.8 A WARNIN©- Verify design parameters and READ NOTZS ON THIS AND REVEIISE SIDS BEFORE USE. Deskln valid tor use only with Mrlek connectors. Thee design is based only upon paiama@ecs shown, and Is for an 'Individual busdfng component to be Installed and tooded vertically. Applicability of design parameters and propel Incorporatfeon of cam panent Is responsibility of building designer - not truss designer. Bracing shown Vs tot lateral support of individual web members only. Additional temporary bracing to insure s1abllly during construction is the responsibility of the erector. Additional pelmonenl bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality controt, storage, delivery, erection and bracing, consul ©S1.68 Dually Standard. ©SS•89 ;racing Specification, and H1S•41. Handling Installing. and (racing Reoammehddlgn avoibble from truss Plata Institute,583 D'Onotilo Drive, Madison, W153719.. 2Cr01 f ac 11558737 7151 upper 5 Trus ,E; frnrl, Col'su 45 5-117.13 10 2.24 II 10 11 10 10 10 15.10-13 4-11-13 PIatPa Pots (Y1 5:0 a 6 a-4-4, '4[[10 0-2-- LOADING (psf) TCLL 40.0 TCDL 8.0 BCLL 0.0 BCDL 8,0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1..15 Rep Stress Incr NO Code U'BC97/ANSI95 Ao(1llonal) 4.201 SR1 s Aug 22 2 0 SMiT l Fod rrics'Iis Tue Ocl 23 T2 14,34 21 0i Pagii, 1? 15 1,`a 19 14 20 13 12 21 22 23 428 12 42.4 .. 628 .... 646 224 II 4.28 200-0 'fix 1 Fa 30 1-3 36-04 4-0-1 5.1.6 4-11.13 12 141-13 2 0-,-(0-441114 0-40,0 414] ..:: CSI TC 0.34 BC 0.56 WB 0.95 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.19 12-14 >999 Verl(TL) -0.2'712-14 >999 Horz(TL) 0.08 10 n/a 1st LC LL Min I/dell - 360 42,8 LUMBER BRACING TOP CHORD 2 X 4 SPE' 1650E 1.5'E TOP CHORD Sheathed or 6-0-0 oc pudins, except BOT CHORD 2 X 6 SPF 1650F 1.5E 2-0.0 oc puffins (6-0-0 max,): 5-6, WEBS 2 X 3 SPF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-152X4 SPF 1650F 1.5E„ 5-142X4 SIP 1650F 1.5E 6-14 2 X 4 SPF 1650E 1.5E REACTIONS(lb/size) 1-4643/0-3-8, 10=6186/0-3-8 Max Horz 1=-428(load case 5) Max Uplift 1=-955(load case 7), 10=-1721(load case 7) FORCES(lb) - First Load Case Only TOP C11ORD 1-2=-7886, 2-3--7378, 3.4=-6887, 4-5=-6755, 5-6=-6153, 6-7=-7351„ 7-8=-7476, 8-9= 9688, 9-10=-10720 BOT CHORD 1-18=6399, 17-18=6399, 16-17=6029, 15-16=6029, 15-19=5633, 14-19=5(333, 14-20=7952, 13-20=7952„ 12-13=7952, 12-21=8739, 21-22=8739, 11-22=8739, 11-23=8739, 23-24=8739„ 10-24=8739 WEBS 2-18=95, 2.17=-469, 3-17=353, 3-15=-717, 5-15=1901, 5-14=1527, 6-14=3626, 8-14=-3140, 8-12=3274,9-12=-1000„9-11=741 NOTES 1) This truss has boon designed for the wind roads generated by 100 mph winds at 22 f1 above ground level, using 8.0 top chord dead load and 8,0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category 1, condition I'' enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16-B, UBC-97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 1 and 1721 lb uplift at joint 10. 7) "(his truss has been designed with ANSI/TPI 1.1995 criteria. 8) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-5-0 oc. Webs connected as follows: 2 X 3 - 1 row al 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Special hanger(s) or connection(s) required to support concentrated load(s) 975.71b down and 194.21b up at 16-0-12, 975.71b down and 194.21b up at 18-0-12, 975.7Ib down and 194.21b up at 20-0-12, 975.71b down and 194.211) up al 22-0.12, 975.716 down and 194.21b up at 24-0-12, 975.71b down and 194.21b up at 26-0-12, 975.71b down and 194.21b up at 28-0-12, 194.21b up at 30-0-12, and 194.21b up al 32-0-12, and 194.21b up at 34-0-12 on bottom chord, Design for unspecified connection(s) is delegated to the building designer- CASE(S) Standard .» BVARNINO - Verify design parameters and READ NOTES ON TUTS AND REVERSE SIDE BEFORE USE. Design valid 1o1 use only with Mlek connectors.. This design Is based only upon parameters shown, and Is lot an Individual bulkting component to be rnslolted and loaded vertically, Applicability of design parameters and proper Incorporation of component is lesponslblIlfy of building designer not Truss designer. Bracing shown a for lateral support of Individual web members onPy. Additional temporary bracing to Insure slablliy during construction h the r esponslblllty or the erector, Additional permanent bracing o1 the overall structure Isthe responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection and blaoing, consult OST-ea Quality Stondord, OS8.89 Bracing Specification, . and 80.91 HondlIng Indal4ing and Bracing Recommendation available from truss Plate Institute. 583 D'©nolilo Drive, Madison, W r 53719. Scale ... 1.78. pf. October 24,2001 O1y �PIy Truss Tvhr 7151" B2G ufiericarTau s, ..aIonr„ C o;ado 90615 ©AD CASE(S) Slandard Snow: Lumber Inc cease=-1.15, Plate Increase=.1.15 Uniform Loads (pit) Vett 1-5=•96.0, 5-6=-96..0,.6.10=-96,0, 1-10--160 Concentrated Loads (lb) Vert: 15=-9'75.7' 14--975.7 13.-975.7 19=-975,7 20=-975,7 2'1=-975,7 22- 5,7 NG - Ver( dmatgn Itarateseters and REhD NOTES ON rills AND REVERSE SIDE BE'. n valid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an Ind/victual buUdinQ component to bar d loaded vertically, Applicability ol design parameters and proper Incorporation of component Is responsibility ol building designer - nol truss. clap strewn Is for lateral support or Individual web members only. Additional temporary bracing 10 Insure stability during construction Is the bllrly of the erector. Addllionol permanent bracing 01 the overall structure is the responsiblilly of the building designer. For general guidance regardrnQ lobricallon, quality control, storage, delivery. erection and bracing, consult QST•56 Quality Standard, OSt-134 tracing Speclficallon, and HI11•91 Handling Installing and tracing Recommendalron ovolsable from Tcuss Plate institute, 563 D'©nick Drive, Madison, WI53719. PEDERCh3 CONST: = BAI:I: RES I1551S718 ,.(optional) iTeIndustries,, Inc. iva OSc;t 21 12.14'15 2001 Page 2 iTek' Tru 7151 .raper it Trusty, T aersal, Colorado i0515 - FussType...-_..,. ROOF TRUSS 3x4 .. is (X Y.)" 4. LOADING (psf) SPACING 2.0.0 TOLL 40,0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0,0 Rep Stress Incr YES BCDL 8,0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 3 SPF Stud 'Except" 4.52X4SPF 1650E1.5E REACTIONS (lb/size) 1=77210-3-8, 5 = 772/0-3-8 Max Horz 1=491(load case 4) Max Uplift 5= 308(load case 4) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-611, 2-3=0, 3-4=0 BOT CHORD 1-6=504, 5-6=504 WEBS 2-6=110, 2-5=-660, 4-5_-296 7-9,3 7.9,3 7-9.3 CSI TC 0.92 BC 0.38 WB 0.52 Oiy .._ Ply, ➢ PE1DE F 4 1 optional) 201 .. SRI's Aug322 2 01 fvliTe indusTrie , Inc. TtieOct u 5,9 4 Pi 14-1.0 6-3-11 14-1-q 6.3-13 3x4 DEFL in floc) t/deft Vert(LL) -0.09 1-6 >999 Vert(IL) -0,16 1-6 >999 Hor'z(TL) 0,01 5 n/a 1st LC LL Min 1/deft = 360 PLATES MIA20 Weight: 56 lb BRACING TOP CHORD Sheathed or 4-5-7 oc purtins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpl 2-5, 4-5 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds a1 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead Load„ 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UB'C97/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads per Table No. 16-B, UBC-97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 5 6) This truss has been designed with ANSI/TPI 1-1995 criteria, LOAD CASE(S) Standard NO - Ver(fy dun perarnetera and REAfi NOTES ON TWS AND REVERSE, SIDE' BEFORE 1.1 Design valid for use only with Mltek Connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component to be installed and loaded vertically. Applicability al design parameters and proper hcorporatlon of component Is responslibIllty of building designer - not truss designer, Bracing shown Is for lateral support of Individual web members only. Addltbnal temporary bracing 10 Insure stability during constructbn is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulging designer, For general guidance regarding lobricatbn, quality control, storage, delivery, erection and bracing, consult QST-Re Quollly Standard, ©S11-89 OracIng Speclficallon, and H111•91 Handling Inst©llirsgand lvoeInp Recommendation available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53719. Scale ,+. 1 59 7 GRIP 197/144 October 24,2001 MiTek® LOADING (psf) TCLL. 40.0 T`CDf. 8.0 BCLL. 0.0 BCDL 8.0 n, Colorado 8 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code U6C97/ANS19S 7 3_9-8 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 3 SPF Stud "Except' 4.5 2 X 4 SPF 2100F 1.8F.., 1-7 2 X 4 HF Stud-G 7-10-7 4-C1-15 4 II kopluri Fri 5 uo 22 2 01 Mire Indu s1Tries, 4 1-u 5.2'9 { 11 4 /10-7.,.._., ......._.. _._ ,� .....,,.._._. 1.4:-1 i1 .......{ 7-10-7 6-2-9 CSI TC 0.86 BC 0.39 WB 0.72 REACTIONS (lb/size) 5=772/0-3-8, 7=77210-3-8 Max Horz 7=839(load case 6) Max Uplift 5=-422(load case 6), 7=-219(load case 5) Max Gray 5=910(load case 2), 7=910(load case 2) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=0, 2-3=-522, 3-4=0, 4-5=-291, 1.7=-169 BOT CHORD 6-7=488, 5-6=493 WEBS 2-6=11, 3-6`4103, 3-5=-656, 2-7=-729 DEFL in (loc) Udell Vert(LL) -0.10 6-7 >999 Verl(TL) -0.18 6-7 >937 Horz(TL) -0.01 5 n/a 1st LC LL Min I/dell = 360 CONST. -13ALL RE 1155872/) 23 12.14.36 001 Page 1 PLATES M1120 Weight: 6610 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end vertica BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing WEBS 1 Row at midpt 4-5, 3-5 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level„ using 8.0 lop chord dead load and 8.0 bottorn chord dead load, 1500 mi frorn hurricane oceanline, on an occupancy category 1, condition 0 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other Live loads per Table No. 16-8, UBC-97. 5) A plate rating reduction of 20% has been applied tor the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 5 and 219 lb uplift at joint 7. 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify deefpn pa swrrrattcr a and READ NOTES ON T>FnS AND REVERSE SIDE BEFORE USE. Design voild for use only with Muck connectors. The design 6s based only upon parameters shown, and Is tor an Individual butiiing component to be rnstarted and loaded vertically. Applicability of design parameters and proper kdcorporatron of component k responsibalty or bulldlnQ designer - not truss designer. Bracing shown a for lateral support of Individual web members only. AddBbnaf temporary bracing to Insure stability during construction is the esponsK,Ntty of the erector. Addltbnat permanent bracing o1 the overall structure is the responsibiliy of the building designer. For general guidance regarding fabrication, quality control, storage, deltvery, erection and bracing, consult f3ST-&8 ©uallty Standard, DS8,119 Bracing Specification, and 1.11BA1 Handling Installing and Bracing Recommendationavalkrble from Truss Prole Institute, 58-3 D'Onolrb DrYve, Madison, W153719, Scale 159 GRIP 185/144 October 24,2001 Tr ss 7151 84A uperiorTruss, aTtiit Goland« r, Truss Type ROOF TRUSS 4-!;,12 2 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code UBC97/ANSI95 V 1st LC LL Min I/dell = 360 Weight: 941b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.SE TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid cev'ling directly applied or 5-2-0 oc bracing. WEBS 2 X 3 SPF Stud *Except* WEBS 1 Row at midpt 8-9 8-9 2 X 4 SPF 2100F 1.8E,4.122X6SPF 1650F 1.5E 5-122X4SPF 2'100F1.8E 3-841 12 7xx..10 1.,.-SRi s 3-6.9 1C+-ll 7 7-8.11 a-'10.7 4-2-2 11 `8EN CONST - A. FiES 2Nr r69 ....._ 1155872 1 )oplfronal) I ok Industries; Inc. Tue Oct 23 12' 14.36r 21 Page 1 10 3x4 . 3,,4 21.0 6 ',29 22-1-0 8 s1 3s4 Scale 160 B. CSI TC 0.86 BC 0.53 WB 0.69 DEFL in (loc) Ildefl PLATES Vert(LL) 0.23 2 >431 MI120 Vert(TL) -0,25 2 >388 Horz(TL) 0,02 9 n/a REACTIONS (lb/size) 9=390/0-3-8, 12=2259/0-4-3 (input: 0-3-8) Max I"iorz 12=879(load case 6) Max Uplift 9=-173(load case 6), 12-w-1239(load case 5) Max Gray 9=456(load case 2), 12=2672(load case 2) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=29, 2-3=1436, 3-4=2028, 4-5=2028, 5-6=-50, 6-7=-50, 7-8'-0, 8-9--291 BOT' CHORD 2-12=-1359, 11-12--510, 10-11--510, 9-10"-56 WEBS 3-12=-603, 4-12=-356, 5-12=-2109, 5-10=775, 7-10=-427, 7-9 -74 NOTES This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind- The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40,0' psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-B, UBC97, 5) WARNING Required bearing size at joint(s) 12 greater than input bearing size. 6) Provide mechanical connection (by others) of truss 10 bearing plate capable of hstanding 173 lb uplift at joint 9 and 1239 It) uplift at joint 12. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. GAD CASE(S) Standard NG - Verfjy design psarssrnsters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. D exrgn valid for use only with MfIek connectors. this design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertkkolly. Applicability of design parameters and proper incorporation of component ss responsibility of building designer -not 'truss designer, Bracing shown is for lateral support of Individual web members orll Addflkonob temporary bracing to Insure slablbify during construction is the responsibility of the erector. A,ddllk nal permanent bracing of line over00 structure is the responsibility of the building designer. For general gukionce regarding fabrication, quality control, storage, delivery, election and bracing, consult GST-M Quallty Standard, DSa-59 tracing Specification, and HI11.91 Handling Installing and !racing Recommendation avalkabte from Truss Role institute, 583 D"ono010 Dave, Madison, WI 53719, GRIP 197/144 N AL October 24,2001 Teke uss 67151 ROOF 'TRUSS 'SUperfor Truss, 2-0.0 4,45 ::..... 1i-1-12 21 2x4 (1 8112 8-1-12 Pfate OTrsets X 4) ]i Cl 6-4T0 2.4j, ]t b 1 4 0 -4] LOADING (psf) SPACING 2-0-0 f CLL. 40.0 Plates Increase 1.15 TCDI. 8.0 Lumber Increase 1.15 BOLL 0.0 Rep Stress lncr NO BCDL 8.0 Code UBC97/ANS195 'I -94Y-7 7.8 27 4,3 Sx0r R ..,24-00 4-0-12 4-0-91 80,112.. 5r;a 7 1 f1f. ug 222fi01 M0.I.ek I 32 VA 4d9-1 4-1.8 5x6 s::... a :9x6 3x3 tfi 17 22 16 15 14 4x4 :-. 0x/' -:- 4✓..$=," 4x5 ;:.. af62 4-4-90 CONST BAL"I. 11558722 ue Or,( 23i2 14 3fl 2001 Page 1 213 25 44 7-5.14 �,".G. 27 4x17 28-0-0 32.18 .._.. 366.2 _L..-.. 44-06 4-U-12 4-0-12 4-0-1 44-10 7,5-14 340E-:f_2 [16.0-40 40] CSI TC 0.92 BC 0,79 WB 0.86 (Matrix) DEFL in (hoc) I/dell Vert(LL) -0.24 12-13 >999 Vert(TL) -0.33 12-13 >999 Horz(TL) 0.06 12' n/a 1st LC LL Min i/cleft = 360 PLATES MI120 Weight: 711 Ib GRIP 197/144 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-10-10 oc purlins, except BOT CHORD 2 X 6 SPF= 2100F 1.8E 'Except" 2-0-0 oc purlins (6-0-0 max.): 7-8. 15-20 2 X 6 SPF 1650F 1,5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF 1650F 1,5E 'Except" 6-0-0 oc bracing: 2-21,19-21. 3-21 2 X 6 SPF 1650f'° 1.5E, 5-19 2 X 3 SPF Stud 5-182X3SPF Stud, 6-182X3SPF Stud, 10-14 2 X 3 SPE Stud 11-14 2 X 3 SPF Stud, 11-13 2 X 3 SPF Stud' REACTIONS(Ib/size) 21=6209/0-3.8, 12=8651/0.4-9 (input: 0.3-8) Max Horz, 21 492(load case 6) Max Uplift 21=-1772(load case 7), 12=-1674(load case 7) Max Gray 21=6406(load case 2), 12=8732(load case 3) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=65, 2-3=1856, 3-4=-6265, 4.5=-6132, 5-6=-7240, 6-7=-7066, 7-8=-6482, 8-9=-7631, 9-10=-7830 , 10-11--10044, 11-12 =-12900 BOT CHORD 2-21=-1643, 20-21=-1643, 19-20=-1643, 18-19=5873, 17-18=5921, 17-22=5807, 16.22=5807, 15-16=8226„ 14-15=8226, 14-23=10583, 23-24=10583, 13.24=10583, 13-25=10583, 25-26=10583, 26-27=10583, 12-27=10583 WEBS 3-2'1=-5'902, 3-19=7906, 5-1'9=-2625, 5-18=77, 6-18=-23, 6-17=-290, 7-17=1635, 7-16=1982, 8-16=3863, 10-16=-3771, 10-14=4192, 11-14=-3559, 11-13=3644 NOTES 1) This truss has been designed for the wind loads generated by 100 rnph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not exposed to wind. The lumber DOt. increase is 1.33, and the plate grip increase is 1.33 2) Design load is based en 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97. 6) WARNING; Required bearing size at joint(s) 12 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1772 Ib uplift at joint 21 and 1674 Ib uplift at joint 12. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 9) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Bottom chords connected as follows: 2 X 6 - 3 rows at 0.5-0 oc, Webs connected as follows: 2 X 3 - 1 row at 0-9-0 oc, 2 .X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. 10) Design assumes 4x2 (flat orientation) purlins al oc spacing indicated, fastened to truss TC w/ 2-10d nails, 'NG - Ver-Vy design parrs ela.rs ssrtal II.E:Ad7' NQTEI ON THIS AND REVERSE SIDE BEFORE USE. Okd Mar' use only with Mifek connectors. This design Is based only upon parameters shown, and is tor on Individual building component to be vertically, App8cablltly or design parameters and proper Incorporation of component is responsibility of bulhding designer - not buss designer. Bracing shown 1s for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For genera/ guidance regarding fabrication„ quality control, storage, delivery, erection and bracing, consult 0S1-88 Quality Standard', DSI-89 Iracing Specification, and H18.91 Handling lnstolling and 8raclnp Recommendation avollable from Truss Plate Institute, 583 D'Onolrb Drive, Madison, WI 53719. le= 181' 7 October 24,20011 Tek® Truss 7151 upen a runs, a1on, Corr ad0 8061 — Truss Type ROOF` TRUSS 4 ucb 2 PEDEFS NST - RALL RE (optional) industries, '1 e Tue C1ati 23 f2.14 3A 200( Rig ia 2 ,N©'TES f 9 f ( required support concentrated load(s) 9'75.711) down and " r 6 down and 201.81b up at 26-0 1 I Special hanger(s) er ,) or cgltinec,tion s) rf uorFscl t¢1 su l.01.A'Ib up at 14-(1•-12, 97.i.70 , 975.710 down and 201.81b up at 28-0 12, 975.71b dawn and 201.81b up al 30 0 12„ 975.7114 down and 201.8114 up at 32-0 1'2, 975.71b down and 201.810 up at 34-0-12, 975.71b down and 201.81b u'p at 36-0.12, 975,71b down and 201.(11b up al 38-0-12, ;and 975.71h down and 2'91,8lb up at 40-0-12, and 975.716 down and 201.81b up at 42-0-12 on bottom chord. Design for unspecified connecti0n(s) is delegated to the building designer. OAD CASES) Standard Snow: Lumber increase=1.15, Plate lncrease= 1,15 Uniform Loads (pH) Vert: 1-5'=-96.0, 5-7=-96,0, 7-8=-96.0, 8-12=-96,0, 2.12=-16 0 Concentrated Loads (Ib) Vert: 17=-975.7 16= -975.7 14=-975.7 15''=-975.7 22.,:-975.7 23=-97,5 7 24=-975, 7 25=-975 7 26=-975,7 27--975.7 a WARNING - Verify deelyn parameters and READ NOTES ON TIT7S AND REVERSIE SIDE BEFORE USE. Design valid for use only wnh Wei connectors. This desiqul, kt based a rdy upon parameters shown, and k tor an individual building component to be Instaued and loaded vertically, Applicability of design parameters and proper Incorporation of component Is responsibility of building designer not truss designer. Bracing shown k for l alelol suppoll 01Individual web members only. Additional temporary bracing to Insure stability during conslwction Is the responsibility of the erector, Addltlanal permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrkation. quallrty control, storage, delivery, erectionand bracing,. consult ©ST.88 Quality' Standard, DSI-89 lraeing Speelflcatlon, and HII.91 Handling installing and troctng Recommendation available from truss Plate Institute. 56.3 D'Onolrlo Drive, Madison, W153749. 2 Trlao Type 137151 B6 F TRUSS Superior Truss, '.afnn, Colorado 80615- Plate -Offsets (X LOADING (psf) TCLL 40.0 TCDI., 8,0 BCLL 0,0 BCDL 8,0 8 I-12 ..,..._ 1.5,10-7 3-84) 8-1-12 SPACING 2-0-0 Plates. Increase 1.15 Lumber Increase 1,15 Rep Stress lncr YES Code UBC97/ANS195 7-8 11 15-10,7 3426 34 4,12 03 4 20 24.0.0 4.0-12 4-0 12 14 8-1-8 ,Edge] [2 f:0 3 0 0- CSI TC 0,97 BC 0.73 WB 0.91 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' 1-5 2 X 4 SPF 2100E 1.8E BOT CHORD 2 X 4 SPF 1650F 1,5E WEBS 2 X 3 SPF Stud 'Except' 4-21 2 X6 SPF 1650F 1 5E, 4-19 2 X 4 SPF 1650F 1.5E 8-18 2 X4 SPF 1550E 1.5E, 9-18 2 X 4 SPF 1650E 1.5E 9.172X4SPF 1650F 1.SE 5x6. 3x8 .4ll 22 2 29.0 0 28-0.0 4 -).1 Ply SPEDERSEf- Cf7NST -BA [.. 5x8 (op5un:3A Te Industries Inc. Tue Oct 23 12 14.39 2001 Page 1 30,4 31 340 10 37-7.t3 9-7-8 DEFL in (h' c) V/defl Vert(LL) -0.29 15-17 >999 Ver1(TL) -0.55 15-17 >774 Hotz(TL) 0.07 13 n/a 1st LC LL Min 1/defl = 360 39-2.12 4..1 Ct-5 3x4 8-4-8 PLATES M1120 Weight: 199 1b BRACING TOP CHORD Sheathed or 3-3-12 oc puriins, except 2-0-0 oc purtins (5-6-13 max.): 8-9. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at rndpt 7-19, 7-18, 9-18, 11-17 REACTIONS (lb/size) 21=3252/0-5-7 (input: 0-3-8), 13=2058/0-3-8 Max Horz 21=426(load case 6) Max Uplift 21=-1 157(load case 7), 13=-426(load case 7) Max Gray 21=3448(load case 2), 13=2177(load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=29, 2.3=1436, 3-4=2028, 4-5=-1558, 5-6=-1558, 6-7=-1800, 7-8=-1643, 8-9=-1372, 9-10=-1704, 10-11=-1704, 11-12=-2544, 12-13=-2765, 13-14=53 BOT CHORD 2-21=-1360, 20-21=-1924, 19-20=-1924, 18-19=1513, 17-18=1425, 16-17=1910, 15-16=1910, 13-15=2266 WEBS 3-21=-6(13, 4-21=-2914, 4-19=3616, 6-19=-1071, 7-19=-30, '7-18=-319, 8-18=528, 9-18=-157, 9-17=598, 11-17=-695, 11-15=460, 12-15=-320 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 1f end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrenl with any other live loads per Table No. 16-B, UBC-97. WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1157 lb uplift at Joint 21 and 42f> lb uplift at joint 13. This truss has been designed with ANSITTPI 1-1995 criteria. Design assumes 4x2 (flal orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2.10d nails. OAD CASE(S) Standard NG - Verify design parameters and READ NOTES ON THIS'' Design valid for use onty with Milok connectors. This design Is based only upon parameters slsown, and 1s for an Wtdlvlduol building component to be Inslaled and loaded vertically. Applicability of design parameters and proper Incarparallan o1 component h responsI ty or building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Addlllonat temporary bracing 10 insure stability during construction is the r esponslblllty of the erector. Additional permanent brocing of the overall shuclure is the responsibillly of the bulking designer. Foa general guidance u egarding labricalion, quality control, storage, delivery, erection andbracing, consun CST•68 ©ualtly Standard, DS/-89 Bracing Spectficatlon, and H11.91 Handling installing and Bracing Pecommendatlon ovolloble from Truss Prate Inst11ule„ 543 D'Onohb Drive, Madison, WP. 53719. i 4Gr t11--1;X 1 2,.tl1.,.11 Scare 1'8l30 GRIP 197/144 October 24,2001 Job B7151 _.SuperTO Truss fen. Colorado 80615` 14 444 4(y.8 4 d1.8 Type ROOF TRUSS 7.10-7' 7.10-7 )fate -Offsets k V . [6 0.3 ... � 1,17:0.0-0, 7 1r)-7 '3ICY 0 LOADING (psi) TCLL 40.0 TCDL 8 0 BCLL 0.0 BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 5-8-1 oc audios, except end verticals, and 2-0-0 oc BOT CHORD 2 X 4 SPF 1650E 1.5E purlins (6-0-0 max.): 5-6. WEBS 2 X 3 SPF Stud 'Except' BUT` CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, 5-11 2 X 4 SPF 1650F 1.5E, 6-1 1 2 X 4 SPF 1650F 1..5E WEBS 1 Row at midpt 4.11, 5-11, 6-10, 7-10, 7-9 6-10 2 X 4 SPF 1650F 1.5E, 1.14 2 X 4 HF Slud-G 2-14 2 X 4 HF Stud-G, 8-9 2 X 4 HF Stud-G SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBG97/ANS195 13 3,,8 4 0.12 18-0-0 8.143 CSI TC 0,69 BC 0,37 WO 0.86 (Matrix) 4.201 SRI s 4 4,01 .9x4 -=. 3x8 0Iy 4 2? 2 20 0-10 41)1 4.4 4..4_4 P4y 5,7 6 110 :1,4 Y1YYY, Te' "44"9 4 4-r0.4 DEFL in (too) 1/dell Vert(L.L) -0,16 9-10 >70'3 Verl(TL) -0.28 9.10 >396 Horz(TL) 0.02 10 n/a 1st LC LL, Min 1/dell = 360 SEN CONST PALL f1"S: T#S56 Tue Ocf 23 (2 (4:40 200 ) zril),e 4.11-17 0-4-t2'x 9 3x8 PLATES MI120 Weight: 159 lb GRIP 1155Fi724 Scale Y,f 6.9 (i 185/144 BRACING REACTIONS (lb/size) 14-=10'78/Mechanical, 10 -1822/0-3-8, 9=399/Mechanical Max Horz 14=654(load case 6) Max Uplift 14=-185(load case 5), 10''-466(load case 7), 9=-79(load case 5) Max Gray 14=1267(load case 2), 10 =1822(load case 1), 9=592(load'. case 3) FORCES(Ib) - Forst Load Case Only TOP CHORD 1-2=-112, 2 3=--1085, 3-4=-1282, 4-5=-459, 5-6=-284, 6-7=-31, 7-8=-172, 1-14=-188, 8-9=-239 BOT CHORD 13-14=840, 12-13=625, 11-12=625, 10-1 1=-40, '9-10=103 WEBS 2-13=190, 3-13=-695, 4-13= 780, 4-11=-727, 5-11=-173, 6-11=959, 6-10=-1389, 7-10=-368, 2-14=-1142, 7-9=-103 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed 10 wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow toad. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 Ib uplift at joint 14, 466 Ib uplift at point 10 and 79 Ib uplift at joint 9 9) This truss has been designed with ANSI/TPI 1-1995 criteria. 10) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-l0d nails. LOAD CASE(S) Standard Insla Nt3 - Verify des(pnparameterx and READ NOTES ON THIS AND REVERSE SIDE B PORE U I use only with Mffek connectors. This design It based only upon parameters shown, and Is for an Individual building Component to be ed verl'k;ally. Applicability a1 design parameters and proper Incorporationof component is responsibility of building designer - not truss shown Is for lateral support o1 indlvldual web members only, Additional temporary bracing to Insure stability during construction is the r esponslblllly of the erector, Addfibnol permanent bracing of the overall sfruclule Is Me responsibility of the bul6ding designer. For genial gulaance egordlnQ labricalkrn, quality control, storage, delivery, erection and brQCing, consull OS,i-88 Quality Standard, ©58-89 Bracing Specification, and H18.91 Handling Installing and 6rocing Recommendation available from truss Piale institute,. 583 L7'Onofrb Drive,Madison, W153719. October 24,2001 MiTek® Tfflss Truss Type -22 C ROOF ➢ RUSS up, rTiur'Truss , :°.clan, Co) .eddo 8061 LOADING (psf) TCLL 40.0 TCOI_ 8.0 BOLL 0.0 BCDL 8,0 110-14 3-10-14 8 3x4 I SPACING 2-0-0 Plates Increase 1.15 Lumber Increase1.15 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER TOE' CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650E 1,5E. WEBS 2 X 3 SPF Stud "Except` 1-8 2 X 4 HE Stud-G, 2-8 2 X 4 SPF 1650F 1 5E 5-6 2 X 4 HF Stud-G, 4-6 2 X 4 SPF 1650F 1.5E '40u 5-1-2 CSI IC 0.56 BC 0.66 WB 0.72 REACTIONS (Ib/size) 8=992/Mechanical, 6=992JMecha,nical Max Horz 8=350(load case 6) Max Uplift 8=-1'78(load case 7), 6=-186(load Case 7) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=0, 2-3=-1547, 3-4=-1547, 4-5=0, 1-8=.1Ei8, 5-6=-168 BOT CHORD 7-8=1379, 6-7=1379 WEBS 2-7=14, 3-7=1203, 4-7=14, 2-8 --1807, 4-6=1807 4 R 14.,1.2 5-1=/ PEDERSEN COPAST - BALL R S."J7t! (optional) Indu553er, Ina ` Tzar„ Oa:.123 1 DEFL, in (Ioc) 1/dell Verl(LL) -0.38 7.8 -553 Verl(TL) -0.70 7-8 >303 Horz(TL) 0.16 6 n(a 1st LC LL Min 1/dell = 360 1 f9 4S,.LY 3.10. 01 PLATES M 1120 Weight: 72 lb 11558725 4`.41 200 BRACING TOP CHORD Sheathed or 4-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead road and 8.0 bottom chord dead load, 1500 rni from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind, The lumber DOL increase is 1,33, and the plate grip increase is 1,33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical' connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 8 and 186 lb uplift at joint 6. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard NO - Verify derlym parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid Ice use only with Mffek connectors. this design is based only upon parametersshown, and Is tor an Individual building component to be Installed dnd loaded verlkolN. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not trtuss designer. Bracing shown Is for lateral support' of individual web members only. Addltbnal temporary bracing 10 Insule slobRtty during construction Is the responsibility of the erector, Additional permanent bracing o1 the overall slisclvre Is the responslbl!Blly of the bulkiing designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QS1. 18 Quality Standard, DS11-69' Bracing Specification, and l l -91 Handling Installing and Bracing Recommendalksn avalk0ble from iruss. Plate militate, 583 D'©notrb Drive, Madison, Wt 53719„ GRIP' 185/144 ONA. October 24,2001 MiTek 461 B7151 Trues CAP ty 17 Pry ST." (3AI..t, RFS J#5569... Truss Ti v POGGYBACK uoolorTnlss. 'atuai,'CoT rtidrl80i LOADING (psf) TCLL 40.0 TCDL 8.0 BCLL 0.0 BCDL 8.0 SR'd's' uT722 3x4 (rona iTe. lnd0ptushk , Inc: Tuu Or.,t 23 12 14 41 20 2-0-0 2-C7-1 2x4 SEE Mi Tek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL- FOR CONNECTION TO BASE TRUSS SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code U'BC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650F" 1.5E; REACTIONS (lb/size) 1=208/0-3-8, 5=208/0-3-8 Max Horz 1=50(load case 6) Max Uplift 1=-38(load case 7), 5=-38(load case 7) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-101, 2-3=-258, 3-4=-258, 4-5=-101 BOT CHORD 2-4=231 CSI IC 0.19 BC 0.11 WB 0.00 (Matrix) 4-4,1 4.0•1 DEFL in (roc) Vdefl Vert(1-L) -0.01 2-4 >999 Vert(TL) -0.01 2-4 >999 Horz(TL) 0.01 5 n/a 1s11CLLMinI/de(l=360 PLATES M1120 Weight: 8 lb BRACING TOP CHORD Sheathed or 4-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground: level, using 8.0 top chord dead load and 8.0 bottom chord dead load. 1500 rni from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not exposed to wind The lumber DOL increase is 1,33, and the plate grip Increase is 1.33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97, 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 38 lb uplift at joint 1 and 38 lb uplift at joint 5. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard T t JfNTN©- Verify design parameters and READ NOTES' ON TBEFORE use. Design volley for use only with Mflek connectors, this des4gn is based only upon parameters shown.. and Is for an Indlvkluol baling component to be Installed and loaded vertically. Appllcablfly of design paromelers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is, for lateral support of Individual'. web members only. Addll1onaf temporary bracing to insure stabHlly during consfwcllon k the responsiblllfy of the erector. Additional permanent bracingof the overall structure a the renponslbuny of the building descrier.. For general guidance regarding Iabricallon, qualify control,storage, delvery, erection and bracing, convatt QST•88 Quality Standard, DSB-89 tracing Speciication,. and HlB-91 Handling Installing and Bracing Recommendation avalkaplo him Truss Plate misfire, 583 D'Or'solrla Drive, Madison, WI 53719. 2554 GRIP 197/144 mil. e ONAL October 24,2001 MiTek® 2 x x 6"-Cr SCE 'I() MA ICI-1 TOPTTIORD OF PIGGYBACK ATTACHED TO ONE FACE(2 TOP CI-14)RD WITII 2 ROW'S OE 10d NAILS SPACED 6" D.0 ANL) STAGGERED STANDARD PIGGYBACK 'RUSS CONNECTION DETAIL PIGGYBACK TRUSS A I ACF 4 PIGGYBACK TRUSS 10 EACH PURLIN WITH 2 - 16d NAILS TOENAII ET) SPACE PURL.NS ACCORDING TO THE MAXIMUM sPAc(NG LIN THE :TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" 0,C ), ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 1(-ANAlLf;:--; FOR PIGGY BACK 'TRUSSES WITH SPANS < 12 SCAB MAY BE OMITTED PROVIDED THAT. ROOF SHEATHING TO BE. CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) \ „ BASE TRUSS ATTACH EACH P(JRLIN T'C) .00P CHORD OF BASE. TRUSS WITH 2 - 16d NAILS. NOTE: A PURLIN TO BE. LOCA.TEL) AT EACH BASE TRUSS JOINT. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PUREANS WITH GUSSETS AS SHOWN, AND APPLY PURIINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMFNDED SPACING SHOWN ABOVE / VERTICAL WEB TO EXTEND THROUGH BO rTOM CHORD OE PIGGYBACK M r Tek Industrle5., Inc AUGUST 16 2000 Page 1 6" x 6" x 1/2" PL.YWOOD (or 7(16" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d NAILS INTO EACH CFIORD FROM EACH SIDE (TOTAL - 12 NAILS) FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL, WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) VERTICAI, WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO 'THAT THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OE THE BASE 'TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH rFiE., PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x x 6'4" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d NAILS AT 3" O.C.STAGGERED. (SIZE AND GRADE TO MATCH VE,RTICAT WEBS OF PIGGYBACK AND BASE TRUSS) 5) .T I ilS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS (4)1,15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED EOR LOADS GREATER THAN 3700 LBS A WARNING VorVii design parameter", and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Deskn volkl for use only will, MITek connectors. Ihis design Is based only upon porameters shown. and Is for an Individual building component to be installed and loaded vertIcatty, A pplicoblilly of design patameleis and proper inCoiporailon of component Is tespon,s1bIllty of Ovitding deflpner not truss cleskjner, Bracing shown Is for toleraY support of Individual web rnernbets only, Addthonal temporary bracing to Insure slablItty during construction e ihe esponsIblilly of the erector. Addlionat permanent bracing of the overall structure Is the responsIbluty of the bolSclIng designet For genetal guidance regarding tabacolion, quality control, storage, delivery, erection ancl Idzacing, consult ost.ea, Ouoltly Standard. DSI1,89 iracIng Sp•cifIcatIon, and H1.91 Handling Intfailfreg and raoIngRecommondalion available from Truss Rale rnsIftute, 583 D'Onalria Drive„ Maclean, W153719., Plate ZSfise(s LOADING (psf) TOLL 40.0 TCDL. 8,0 BCLL 0.0 BCDL. 8.0 Mass CAPE aton, Coloradl Trus yea - PIGGYBACK 3tt4 1Oi.y _..Ply 0_PEDERSE'N CONST - BAt:L (tES t//5569 11 55 727 1 1 (optional) 1 s ug 272 01 Mo e , industries Int:.Tug. Oct 23 1?.14,42`2001 'Page 1 Ll74 St,F_ l 1l rwrlr, TA,NUANLL) I GGYBACk "MOS,. ¢"r)m1NI C I ION 1.11.-TAl F 01-1 CONNECTION 1('7 BASE TRUSS SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1 5E REACTIONS(IWsize) 1=162/0-3-8, 5=162l0-3 8 Max Horz 1=-39(load case 5) Max Uplift 1=-30(load case 7), 5=-30(Ic FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-79, 2-3=-210, 3-4=-210, BOT CHORD 2-4=208 CSI TC 0.16 BC 0.09 WB 0,00 (Matrix) 2.11. 7 2-'11 l-S-11 DEFL in (loc) 1/defl Verl(LL) -0.01 2-4 >999 Vert( TL) -0.01 2-4 >999 HorL(TL) 0.01 5 n/a 1st LC LL Min 1/deft PLATES MI120 Weight°, 6 lb SC, 6 7 cr! 197/144 BRACING TOP CHORD Sheathed or 2-11-7or purlons. BOT CHORD Rigid ceiling directly applied or 10-0-0 atry bracing. NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end vetlicals or cantilevers exist, they are exposed to wind If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design toad is based on 40.0 pal specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1 and 30 It) uplift at joint 5. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. DAD CASE(S) Standard JpW iR1Mi'NO • Vitrify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.. Design valid for use only with Mffek connectors.. this design is basedony upon parameters shown„ and Is for on Individual building component la be Installed and boded vertically. Applicability of design palamelers and proper Incorporation of component its responsibility or building designer - nol truss designer, Bracing shown is tot lateral support of Individualweb members only, Additional temporary bracing to insure stability during construction is the esponsetlllly of the ereclor, Additional permanent bracing of the overall chucture is the responsibility 01 the building designer. For general gukiance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ©ST-B♦! Quality Standard, DS11•69 Bracing 5peclficallon, and HiB•91 Handling Installing and Bracing Recommendation available horn Tiuss. Plate Institute, 583 D'Unotrk2 Drive, Madison„ WI 53719. ONNAL October 24,2001 JobPUSSTruoTypo 7151 CG ROOF TRUSS Superior Truss, Lifori, GoIoGid6116645 10 44 6-10-7 6-111.7 9 0 0 9 7x10 J PEDFRSFN C - BALL ES LI,I5E60 2 (optional) 4,201 SR1 s Auq 22-2 01 MO'Th' ThdusTrie's, Inc. TILe 061'2112:14,42 2001-Page 1 "- 4x5 4 2 I 4 6.'05 8 7 5,s6 7x1n 11.1-9 113.0-0 4-3 2 6.10.7 1 54 PlateJOffsiefs NY:): [7:0:5-70024;81, [9:. 0 -75-Lzi3O:4:81, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/clef! PLATES TCLI_ 400 Plates Increase 1.15 TC 0.36 Vert(a) -0.15 9-10 >999 MI120 ICU_ 8.0 Lumber Increase 1.15 BC 0,90 Vert(TL) -0 20 9-10 >999 BCLL 0.0 Rep Stress Inc( NO WB 0 87 Horz(TL) 0.02 6 n/a BCDL 8,0 Code UBC97/ANSI95 1st LC LL Min, l/defi = 360 Weight: 194 Ib _......._„ . — LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD 2 X 6 DE 1950F 1.7E BOT CHORD Rigid ceiling directly applied Of' 10-0-0 OC bracing WEBS 2X 3 SPF Stud 'Except* 1-10 2 X 4 HF Stud-G, 2-10 2 X 4 HE Stud-G 5-6 2 X 4 HF Stud-G, 4-6, 2 X 4 HF Stud-G REACTIONS (Ib/size) 10=4411/0-3-8, 6=4-411/0-3-8 Max Horz 10=237(load ease 6) Max Uplift 10=-810(load case 7), 6=-810(load case 7) Max Grav 10-4977(load case 2), 6=4977(load case 3) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-0, 2-3=-3940, 3-4=-3940, 4-5=0, 1-10=-221, 5-6=-221 BOT CHORD 9-10=3163, 8-9=2672, 7-8=2672, 6-7=3163 WEBS 2-9=254, 3-9=2073, 3-7=2073, 4-7=254, 2-10=-4249, 4i6=-4249 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground levet, using 8.0 top chord dead load and 8.0 bottorn chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1,33, and the plate grip increase is 1.33 2) Design, load is based on 40.0 psf specified roof snow toad, 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 5) A plate rating reduction of 20% has been applied for the green lumber members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 Ib uplift at joint 10 and 810 Ib uplift at joint 6, 7) This truss has been designed with ANSITTPI 1-1995 criteria. 8) Girder carries tie-in span(s): 14-1-0 from 0-0-0 to 18-0-0 9) 2-ply truss to be connected together with 10d Cornmon(,148"x3") Nails as follows, Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as fo(lows: 2 X 3 - 1 row at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1. 15„ Plate Increase.1.15 Uniform Loads (plf) Vert 1-3=-96.0, 3-5=-96_0, 6-10=-402.2 lEi5(3728 Scale 1 471 8 GRIP 185/144 October 24,2001 a WARNING - Verify de riga parameter* and READ NOTES ON TES AND REVERSE SIDE BEFORE USE. Design valid 101 use only with MiTek connectors, This design Is tx2sed only upon parameters shown, and Is for an Individual building component lo 00 ond loaded vedicalty. Applicability ot design parameters and propel Incolpotation of component Is iesponsIblitly of building designer - not truss designet Placing shown Is tot lateral support of Individual web members onty. Additional temporary bracing to Insure stability during construction Is the lesponsIbIlity or the ereclot. Additional permanent bracing oR the overall strucluie is the tesponsibitIty of the building designer. Foe general guidance legarding labrication, quality control, storage, delivery, erection and bracing, consult CIST,18 Quality Standard, DS11-59 (tracing Specification, and H71.91 HandlingInila717og and Bracing Recommendation available from truss Male Institute, 5073 O'Onotrio Olive, Madison, WI 53719. ob Fuss Truss, firi CoEor`aiTrio80615 Prate-OffsetsIX,r 2 0 2=0 0.1.8], LOADING (psf) SPACING 2-0-0 TCLI 40.0 Plates Increase 1.15 TCOL. 8.0 Lumber Increase 1,15 0.0 Rep Stress Incr YES BCDL 8,0 Code UBC97/ANSI95 _ ----- LUMBER TOP CHORD 2 X 4 SPF 1650F 1.SE BOT" CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 3 SPF Stud 'Except` 4-8 2 X 4 HE Stud-G Truss Type ROOF TRUSS 5-?-2 9-0 4: 0-0,0 90-0 3.9.14 CSI TC 0.49 BC 0.71 WB 0.77 REACTIONS (lb/size) 2=1198/0-3-8, 6=1198/0-3-8 Max Horz 2=295(load case 6) Max Uplift 2=-337(toad case 7), 6= 337(load case '7 FORCES(lb) - First Load Case Only TOP CHORD 1-2=51, 2-3=-2915, 3-4=-2191, 4-5 BOT CHORD 2-8=2578, 6-8=2578 WEBS 3-8=•559, 4-8=2038, 5-8=-559 2191, 5-6 2915. 6-7=51 Qty , PIy` ,) PFDERS 6 nal SR 9 s7'Cug 27 2001 MiTe1 Cr �tastries, Inc. Tus:t}ci23 12 14 432001 Page 1 T"Eth t8-9-114 49 14 4,5 lV 4 9-00 DEFI- in (loc) I/defl Vert(LL) -0.31 6-8 >680 Vert(TL) -0.59 6-8 >361 Horz(TL) 0.37 6 n/a 1st LC LL Min 1/defl = 360 18..0.,0. 5-2-2 PLATES M11.20 Weight 62 Ib 20-1) 0 2.0-0 BRACING TOP CHORD Sheathed or 3-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8,0 top chord dead Toad and 8.0 bottom cord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40,0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97, 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/1-PI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 2 and 337' lb uplift al joint 6. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard NO - Ver(fy design parameter' and READ NOTES ON TFIIS AND REVERSE SWf4 BEFORE USE. Design valid for ruse only wen Mflek connectors. Thisdesign a based only upon parameters shown, and Is tot an Indlvtdual building component 10 be instalied and loaded vertloaity, Applicability of design parameters and proper Incorporation o1 component Is responsibility of building designer - not truss designer. Bracing shown Isto lateral support of Individual web members only. Additional temporary bracing to Insure stability Owing construction Is the responsibility of the erector. Addlttonal permanent bracing o1 the overall structure Is the iesponslblillty of the butl3Ing designer. For general guidance r egording tobricatbn, quarry control, storage, delivery, erection and bracing, consult ©ST-ae Quot1ly Standard, DSI-89 Bracing Specification, and KS-91 Handling Installing and tracing Recommendation available hom Truss Plate tnslilule, 583 D'onotilo DrI e, Modeon, WI 53719. GRIP 185/144 October 24,200 1 iTek® 67151 nor 1 r1.V 2.99-0 Truss Type ROOF 1RU S S 5 2-2 o- 0 P1ater5ffsefs (X YL.._j1 i5 3-2i;Edg LOADING (psf) SPACING 2-0-0 TCLI. 40.0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BC1 L 0.0 Rep Stress Incr YES BCD.. 8.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 HF Stud-G 'Except" 2-62X3SPF Stud, 4-62X3SPF Stu0 OTHERS 2 X 3 SPF Stud 3914 CSI TC 0.52 BC 0.79 WO 0.92 REACTIONS(Ib/size) 1=992/0-3-8, 5=992/0-3.8 Max Horz 1=-231(load case 5) Max Uplift 1=-182(Ioad case 7), 5=-182(lood case 7) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-3783, 2.3=-2562, 3-4=-2562„ 4.5=-3783 BOT CHORD 1-6-3461, 5-6=3461 WEBS 2-6--1078, 3-6=2446, 4-6=-1078 Pry 4.201 SRI e Nov 7 2( 00 hr4"Tr 92-9.14 914 4xtn II 3 J PEDERSEN COUST-- PALL l !anal) 1I9dnsfries, Inc Tue Oci 23 1f"i 04;04 2001 rrrrcc ...... 11558730 99Y9 DEFL in (roc) Ildefl Vert(1) -0.411 6 >513 Vert(TL) -0.56 6 >380 Horz(TL) 0.58 5 n/a 1st LC LL Min 1/dell -'- 360 BRACING TOP CHORD Sheathed or 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. 2.,2 200 S :91cr ¶ 4 f. 5 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceantine, on an occupancy category I, condition enclosed building, of dimensions 45 ft by 24 ft with exposure C. ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed 10 wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) Design load is based on 40,0 psf specified roof snow load. 4) Unbalanced snow Toads have been considered for this design. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonc:oncurrent with any other live loads per Table No. 16-13, UBC-97. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSIft-PI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift al joint 1 and 182 lb uplift at joint 5. 10) This truss has been designed with ANSI/TPI 1-1995 criteria, LOAD CASE(S) Standard WARNINO - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only wllh Mflek conneclors. This design Is based only upon parameters shown, and Is for en Indlvklual binding component la be Instotled and k>oded vertically- Applicability of design parameters and proper Incorporation of component Is eesponslblilly or building designer - not truss designer, Blaring shown Is for lateral support of tindivfdual web members only, Additional temporary bracing la insure stabWBty during conslrucflan is the r esponslblilly of the erector. Addllbnal permanent bracing of the overall structure Is the responsibltlty of the building designer.. For general guklance regarding lobrlcotbn, quality control, storage, delivery, erection and bmocing, consult QST-131 ©uallly Standard, 0S8-69 Bracing Spool/Icatlon, and HIB»91 Handling installing and Brae Mg p.commendatlonavollabte from Truss Rale Institute, 583 D'Ono fr to ()Ilya, Madison, WI 53719, 2 TONAL October 24,2001 [Pj MiTek® Truss Type. 715T DG ROOFTRUSS ty IP ---,11-PEDERSEN-CONST,-;-B-AULRES.34556. 11558731 (optional) --Si/perier"Trus"S,-riiton, 0010ad0 8061 4 201- SR1 s A09 22 2001 MiTe - Page 1 4,64.f 5 IS a o0112 9-0-0 6 4x4 45 13,2,1 4,2-1 6 4x6 4x4 16 0,0 4 9.15 4)14 fi0of e 14 0 4 6107 1 1.1..0 18 -00 6.10-7 4.3.2 6-10-7 ......_,.... . ___,...... .._ ._....._ .... ...,.. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell PLATES GRIP TCLL 40 0 Plates Increase 1,15 'TC 0.24 Vert(LL) -0.08 5-6 >999 M1120 197/144 TCDL 8,0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.11 5-6 >999 BCLL 0 0 Rep Stress Inc( NO WB 0.55 Horz(TL) 0.02 5 n/a BCDL 8.0 Code UBC97/ANSI95 1st LC LL Min 1/dell 360 Weight: 145 Ib . .., LUMBER TOP CHORD 2 X 4 SPF 16501 BOT CHORD 2 X 6 SPF 16.50F 1.5E WEBS 2 .X 3 SPF Stud REACTIONS (lb/size) 1=2762/0-3-8, 5=2762/0-3-8 Max Horz 1=-240(load case 5) Max Uplift I =-507(load ease 7), 5=-507(lered case 7) Max Gray 1=3034(load case 2), 5=3034(ioad case 3) FORCESilb) - First Load Case Only TOP CHORD 1-2=-3227, 2-3=-2988, 3-4=-2988, 4-5=-3227 BOT CHORD 1-8=2668, 7-8=1967, 6-7=1967, 5-6=2668 WEBS 2-8=-323, 3-8=1543, 3-6=1543, 4-6=-323 BRACING TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane ocoanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads per Table No. 16-B, UBC-97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 1 and 507 Ib uplift at joint 5. 6) This truss has been designed with ANSI/TPI 1-1995 criteria 7) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 3 - 1 row at 0-9-0 oc. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1 15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-3=-96,0, 3-5=-96,0, 1-5=-216.0 'INO Verify design paranuters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design wok/ for use only wllh Milk cOnnealors, this design Is based only upon parameters shown, ond I for on individuot bulk:ling component to be Installed and loaded vertically. Applicability of design parameters and proper IncorporatkYn ol component is responsibility of building designer not truss designer. Bracing shown is for lateral suppoit of individual web members only, Additional lemporary bracing to insure stabiltly during constiuction is the responsbliity of the erector. Additional permanent bracing of the overall struclure is the gesponsitAlly of the building cietkjner, For conceal guidance regarding fabrication, quality, control, storage, delivery, erection and bracing, consult QST.88 Quality Mondani, DSB-&9 Bracing Specification, and HIB.9) Handling installing and Bracing Recommendation available from Truss Male Insillule„ 583 D'Onolr to Drive, Madison, WI 5370 9. October 24,2001 lek® 17111,1 Truss r`Truss; ator1, Col s do 80615 P aeffsets,w�X LOADING (psf) TOLL 40.0 TCDL 8.0 BCLL 0.0 BCDL 8.0 I .2.4➢-i.M....1 2001.. 5r-1 1. 3 ROOF TRUSS Ply J PEDERSEN CO 4.201 SR1 .,.. u0 22 2i)Oi lvli'T t 'I ,5 •kl 15 3-ta 5-6-5 1 5x4 axri :-- 5-11-3 o-o=(7o o 01, f9711 o o-oj.. SPACING 2-0-0 Plates lncrease 1,15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 5-6-!5 -01 1. -Li2C1 CSI TC 0.62 BC 0.55 WB 0.99 4 .11-6 0 4-Su-6 344 20-ia 8-10-12 .345 T A11. RFS )tl�rC1 1155 1na1) lnes, Tnc; Tue`10c.1 73 12 14 45 2001 Page b' 5.43... `a 5-6-5 DEFL in Mc) 1/deft Vert(LL) -0,18 12-14 >999 Vert(TL) -0,33 12-14 >735 Horz(TL) 0.02 10 n/a 1st LC LL Min Weft = 360 112 5 11 3 PLATES MI120 Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 SPE 1650F 1.5E TOP CHORD Sheathed or 5-0-4 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF Stud "Except" WEBS 1 Row at midpt 6-14 6-14 2 X 4 SPF 1650F 1.5E, 6-12 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 2=638/0-3-8, 14=2080/0-3-8„ 10=1020/Mechanical Max Holz 2=541(load case 6) Max Uplift 2=-196(load case 7), 14=-441(Ioad case 7), 10=-166(load case 7) Max Gray 2=857(load case 2), 14=2080(Ioad case 1), 10=1198(toad case 3) FORCES(tb) - First Load Case Only TOP CHORD 1-2=53, 2-3--190, 3-4=356, 4-5=356, 5-6=356, 6-7=-683, 7-8=-683, 8-9=-683, 9-10=-1,224 BOT CHORD 2-15=156, 14-15=156, 13-14=187, 12-13=187, 11-12=1008, 10-11=1008 WEBS 3-15=90, 3-14=-559, 5-14=-479, 6-14=-1255, 6-12=989, 8-12=-479, 9-12=-543, 9-11=91 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground Bevel, using 8.0 top chord dead load and 8.0 bottom chord dead toad, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals orcantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design Toad is based on 40.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 2, 441 lb uplift at joint 14 and 166 lb uplift at joint 10. 7) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard WARNING - Ver(fy Berton parameter. and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design varid for use only with MITek connectors, This design 4 based only upon parameters shown, and 8 for on Individual building camponenl to be installed and loaded vertically. Aoplk:ability of design parameters and proper Incorporation of component 8 fespon4lbl4111y of building designer - not truss designer. Bracing shown h for lof oral support of Individual web members. only, Add0lonal temporary brocrng to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding E'abricofk>n, qualify control, storage, delivery. erection and bracing, consult OST-44 ©uollty Standard, DSO.49 !racing Specl/lcatlon, and HPO.91 Handling installing and Bracing Recommendation available from Truss Rafe Insllir,rre, 583 D'Onolub Delve, Madison, W 153719, GRIP 197/144 October 24,2001 7 3'2 Job" Truss 87151 ElE DROP IC GABLE "Superi-or Truss, zaton Carifirdo 80615 41,4440 94 II) 10 14 ' .."Oty 'Ply --J-PrDr:RSEN-CON5T:-l-B-AfL"L-REST'-Jii5555-- j 115 "8731 4:201 SR -re Jov -7"2'.00-PITTe ndus10p fnc T,eOirZi-2216:110:1-1-200 1" -Fdrj".6-1------ 1 544 41 45;0 If 13 1 5x4 1 5944 If 12 N. 14 1 5x4 11 4.9x4 I 91 15 3,94 45 3x, 444 1 534 I; la 2 16 1 5s4 33 292' 9 534 ft .649 9 534 09 1.4I ff.f„.4:4415"14f 31.9.12 15410,14 '3E44 II 1.5x.4 49 1 5x4 11 2 4533 45 Boo12 1414x4 II 44 43 42 41 4039 331 .3.17 11, 35 34 3332 31 30 1'5" (i48 4411 31.9.12 3149,12 Parri-OffSeISTPCYl 1T0-4-0,0-1"-01, 124:0-0-10,0-2;01, [25,0--"T:8,0-341,125,-0t1:1;07171E- 6/.8 15 4x5 , 4 54,4 04 19 LOADING (psi) SPACING 2-0-0 C5i TCLL 40.0 Plates Increase 1.15 TC 0.44 TCDL 8.0 Lumber Increase 1.15 BC 0.23 BCLL 0,0 Rep Stress lncr YES WO 0.59 BCDL 8.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 8 SPF 1950F 1.7E WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud 3x4 4:44 20 1 5x4 21 1 5x4 22 1 5,4 23 24 f..1.343.32. 12 .1 2492.6 Scale 9 4 74 9 29 233 27 26 71511 6x6 49.4 DEFL in (loc) 3/dell Vert(LL) -0,04 27 >999 Vert(TL) -0,06 26-27 >999 Horz(TL) -0.00 1 rv/a 1st LC LL Min 3/dell = 360 43,5 459 PLATES GRIP MI120 197/144 Weight. 213 lb BRACING TOP CHORD Sheathed or 6-0-0 oc puffins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 29-30,28-29,27-28,26-27,25-26. WEBS 1 Row at midpt 13-34, 12-35, 11-36, 14-33, 15-31 REACTIONS (lb/size) 32=55/20-7-12, 25=572/0-3-8, 34=257/20-7-12, 35=178/20-7-12, 36=144/20-7-12, 37=149/20-7-12, 38=147/20-7-12, 40=146/20-7-12, 41.150/20-7-12, 42=148/20-7-12, 43=156/20-7-12, 44=118/20-7-12, 45=231/20-7-12, 33.156/20-7-12, 31=-39/20-7-12, 30=891/20-7-12, 39=5/20-7-12, 1=28/20-7-12 Max Horz 32=-408(load case 5) Max Uplift 25=-40(load case 7), 35=-14(load case 6), 30=-69(load case 6), 37=-60(load case 7), 38=-61(load case 7), 40=-62(load case 6), 41=-58(load case 6), 42=-58(load case 7), 43=-61(load case 6), 44=-48(load case 7), 45=-72(load case 7), 33=-44(load case 5), 31=-114(load case 5), 30=-284(load case 7), 1=-62(load case 3) Max Grav 32=93(load case 4), 25=665(load case 3), 34=257(load case 1), 35=-181(load case 2), 36=178(load case 2), 37=176(load case 2), 38=173(load case 2), 40= /72(load case 2), 41=177(load case 2), 42=174(load case 2), 43=184(load, case 2), 44=140(load case 2), 45=278(load case 2), 33=189(load case 3), 30=1043(load case 3), 39=12(load case 4), 1=180(load case 6) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=178, 2-3=164, 3-4=170, 4-5=169, 5-6=169, 6-7=169, 7-8=134, 8-9=169, 9-10=169, 10-11=170, 11-12=173, 12-13.149, 13-14=151, 14-15=172, 15-16=118, 16-17=228, 17-18=164, 18-19=192, 19-20=146, 20-21=-7, 21-22=-466, 22-23=-568, 23-24=-560, 24-25=-562 BOT CHORD 1-45=-111, 44-45=-111, 43-44=-111,42-43=-111,41-42=-111, 40-41=-111, 39-40=-111, 38-39.-111 , 37-38=-111, 36-37=-111, 35-36=-111,, 34-35=-111, 33-34=-111, 32-33=-111, 31-32=-111,, 30-31=-111, 29-30=441, 28-29=441, 27-28=441, 26-27=441, 25-26=441 WLOS 13-34=-234, 12-35=-157, 11.36=-123, 10-37=-127, 9-38=-128, 7-40=-128, 6-41=-128, 5-42=-128, 4-43=-130, 3-44=-117, 2-45=-160, 1,4-33=-152, 15-31=-43, 16-30=-313, 18-48=-76, 19-49=-45, 20-50=32, 21-29=260, 22-28=68, 23-27=-143, 24-26=-223, 30-48=-730, 48-49=-683, 49-50=-657, 21-50=-675 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level, using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 rni fmm hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not exposed lo wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the facc,ii), see MiTek "Standard Gable End Detail" 3) Design load is based on 40.0 psf specified, roof snow toad. 4) Unbalanced snow loads have been considered for this design. 5) All plates are 3x6 M1120 unless otherwise indicated. 6) Gable studs spaced al 1-4-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. WARNINQ virrffw design parameter" and READ NOTES ON TIIIS AND REVERSE SIDE BEFORE USE. Design valid for use ORly with Milrek connectors. this design h boxed only upon parametets shown, and Is for on indlvicluoli building component to be installed and hooded vertically. A pptIcablilly of design parameters and proper incorporation of corn poneni 8 responsIbillry of building designee - not Truss designer. Bracing shown is tor kfleral support of Individual web members only. Additional temporary bracing to insure stabillly during construction is the responsibility of the erector. Additional permanent bracing of lire overall structure Is the responsibility of the building designer. For general guicJance regarding tabricallon, quality control, storage, delivery, erection and Pracing„ consult ost.aa Quality Standard, DSS•89 Pacing SpectlicatIon, and HIB-91 Handling Inslailingsand 6 racing Recommendation available horn 'truss Plate Insitiute, 583 D'OnotrIo Drive, Madison, WI 53719 /40\SRL f` -4 • CI • 25546 • P .•41 • 4•1.4 NAL October 24,2001 iTek® Tfl1 ss 71511 E'1E upeor l rus_, Eaion; Cold NOTES ') Provide mechanical connection (by c tFiers) of tru , to bearing plate capable of withstanding 40 Ib uplift at joint 25, 14 Ib uplift of palir$l 35, 69 Ib upli41 at joint 36, 60 lb uplift al joint 37, 61 Ib uplift al joint 38, 62 4b uplift al joint 40, 58 Ib uplift al joint 41, 58 lb uplift al joint 42, 61 lb uplift at joint 43, 48 Ib whit at joint 44 72 Ib uplift at joint 45, 44 Ib uplift at joint 33, 114 Ib uplift al joint 31, 284 lb uplift at joint 30 and 62 Ib uplift at joint 1. 1) This truss has been designed with ANSIFTPI 1.1995 criteria. 10) Design assumes 4x2 (flat orientation) purlins al oc spacing indicated, faslenc8 to truss TC w/ 2-10d nail,. cuss gigs DROP TO GABLE. 4 20 Oty l.y 7 FD 1 Sgp8on .w 4rty 72 00 MiTo ;'Indusfri as. 'Inc Tuc bci 23`. N CONS CT RES: J#5569 LOAD CASE(S) Standard Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with M41ele connectors. This design Bi based only upon parameters shown, and Is tot an Individual building component to be inslo led and loaded vertically. ApplIcoblltly of designparameters and proper Incorporation of component Is responsibility of bu Mding designer • nil truss designer.. Bracing shown is for lateral support or Individual web members only. Additional temporary bracingto insure stability' during construction Is the responslbrllly of the erector, Additional permanent bracing 01 the overall structure Is the responslblllly 01 the butldfng designer. For genial guidance r egording fobrlcatbn, quail'y control, storage, delivery, erection and bracing, comutt QSTAY1, Qualtty Standard, D51•89 Bracing Speetricatlon, and NI1-91 Handling installing and Bracing Recommendation available horn truss Plate Institute, 583 D'©rrohlo Drive, Madison, WI53719. 11558'7 9 MiTek® (i.._ Truss Trust-Typ 7151 E2 ROOF' TRUSS utrnricir T" a s, .a(Or1, Co Qr8dJ 80 1 LOADING (psf) TCLL 40.0 TCDL 8.0 BCLL 0.0 BCDL 8.0 4 3-10.7 ;t 4Q.7 5-6 5 33(0[12 15 1.5x4 3.9t1-'T SPACING 2.0-0 Plates Increase 1 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 14 3x6 18 3-A 12 3x4 3ve t1 23-9,1:3 NST. - BAU RFS" Jff 55ti9. anal) ndu,lfies'o fflc Tue Oc( 23 7 14 47`2001 Pa CSI DEFL in (loc) I./deft TO 0.59 Vert(LL) -0.18 I1-13 >999 BC 0.55 Verl(TL) -0.33 11.13 =734 WB 0.99 Horz(TL) 0.02 9 nla 1st LC LL Min Vdefl = 360 I tt 4=4 2f3.<3-f3 3) 111.3 PLATES M 1120 Weight_ 134Ib Scale 1 GO 9 1 GRIP 185/ 144 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1,5E: TOP CHORD Sheathed or 5-0-4 or: purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F1 1.5E BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing, Exc. WEBS 2 X 3 SPF Stud 'Except* 6-0-0 oc bracing: 13-14,. 5-13 2 X 4 SPF 1650F 1 5E, 5.112 X 4 SPF 1650E t.b'rE WEBS 1 Row at midpl 5-13 1-15 2 X 4 HF Stud-G REACTIONS (Ib/size) 15=318/Mechanical, 13=1942/0-3-8, 9=1042/Mechanical Max Horz 15=437(load case 6) Max Uplift 15=-42(load case 3), 13=-437(load case 7), 9=-166(load case 7) Max Gray 15-506(load case 2), 13'-=1942(load case 1), 9=1 199(load Case 3) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-123, 2-3=289, 3-4=289, 4-5=289, 5-6=-721, 6-7==-72.1, 7-8=-721, 8 9=-1262, 1-15' -288 BOT CHORD 14-15=0, 13-14=102, 12-13=219, 11-12=219, 10-11.1039,9-10=1039 WEBS 2-14=32, 2-113=-423, 3.13=-479, 5-13=-1192„ 5-11=989, 7-11=-479, 8-11=-542„ 8-10=91, 1-14=110 NOTES 1) This truss has been designed for the wind loads generated by 100 rnph winds at 22 ft above ground level, using 8.0 top chord dead load and 8,0 bottom chord dead toad, 1500 rni from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. 1f porches exist, they are not exposed to wired. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 40.0 psf specified roof snow Load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Tab fe No. 16-B, UBC-97. 5) A plate rating reduction of 20% has been applied for the green lumbermembers. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift a1 joint 1F.r 437 Ib uplift al joint 13 and 166 Ib uplift at joint 9. 8) This truss has been designed with ANSVTPI 1-1995 criteria,. LOAD CASE(S) Standard NO - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. valid kJ, use only wlln MlTekconneclorsthis design Is based only upon parameters shown, and Is far an Individual bonding Component lo be nd loaded vertically, Applicability at design palomelen and proper IncorpolotIon of componenl' Is responsibility of bullding designer - not truss ner, Bracing shown k 1or lolerol support of ind3 14ual web members only. Addllk nal temporary bracing 10 Insure stabling during eonslruellon is the onslblllty of the erector, Addlllonal permanent bracing of the overall structure Is the responsibility of the buliding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consort 051•I8 Ouoftly Standard, DS8.89 tracing Specification,. and HIS-91 Handling installing and / roctng a ocommendation Qv liable ham Truss Rate InsllI, le, 583 D'Ono4b Drive, Madison, Wr53719,. October 24,2001 MiTek® ITruss . Truss Type B715I f ROOT TRUSS Superior"Truss, iR? t Colrlrado 8061 5-88-3 5-s-3 3x4 7.5.11 "Plate -Offsets LOADING (psf) TCLL 40.0 TCDL 8.0 BOLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1,15 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 3 SPF Stud 12-0•0 6.3-1 1 0.73 0.59 0.43 REACTIONS(Ib/size) 1=1328/0-3-8, 6=1534/0-3-8 Max Horz 1= 437(load case 5) Max Uplift 1=-244(load case 7), 6=-398(load ease 7) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-1766, 2-3=-1509, 3-4=-1509, 4-5=-1509, 5.6=---1'766, 6-7=53 BOT CHORD 1-10=1451, 9-10=957, 8-9=957, 6-8=1451 WEBS 2-10=-445, 3-10=609, 3-8=609, 5-8=-445 Qty 4 4,701 SRt 5-rid-1 1 183-13 17.3-13 3P^1 J PFDFRSFN CCNST.--[§7LT RCS ..Jff. (optional) MiTolt Industries, Inc -rue Oct 23 12 14 48 2001 P; rati= 11558735 w1/.4_:::::: 7-5-11 DEFL in (lac) 1/deft Vert(LL) -0.21 8-10 >999 Vel1(TL) -0.39 8-10 >727 Horz(TL) 0.05 6 n/e 1st LC LI. Min 1/dell = 360 24-u tt 5-6 ."f PLATES M1120 Weight: 84 Ib 2-5-0 Scale vt f 04 Fi GRIP 197/144 BRACING TOE' CHORD Sheathed or 4-6-12 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 22 ft above ground level using 8.0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE, 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not exposed to wind. The lumber DOL, increase is 1.33, and the plate grip increase is 1,33 2) Design Toad is based on 40,0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No, 1643, UBC97. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 1 and 398 Ib uplift at joint 6. This truss has been designed with ANSI/TPI 1-1995 criteria. OAD CASE(S) Standard NO - Vsrify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE, Design valid Ica use ony with MITek connectors- This designIs based only upon parameters shown, and Is for an Individual binding component to be installed and loaded vertically, ApplIcablllIy of design parameters and proper IncoIpordlbn of component k responsibility of building designer - nal truss designer- 5ractng shown k tot lateral support of Indlvldual web members any. Additional temporary bracing to Insure stability during construction Is the responsibitlfy of the erector. Additional permanent bracing of the overall sfruclule Is the responsibility of the building designer- For general guidance regarding fobr0<;a Ilan, quality control, storage, delivery, erection and bracing, consul OSt.88 Quality Standard, DSI-80 tracing Spsci1collon, and Handling installing. and Bracing Recommendation available from Truss Prate Institute, 5113 D'Onorrro D,Ive. Madison, WI 53710, ••...• N AL .tom October 24,2001 iTek' Truss ly 1 PEDERSEN CONST - BALI. TEES 11558736 B7151 Supe(or Truss, Tl t.wsra Typo _... )l;OP crra, Cofordr.lo 80610 2,-0-O 4 4x6 II 37 36 Plate 0ffscts (XV) . j2:0-0.7TE LOADING (psf) SPACING 2-0-0 TOLL 40,0 1='lates Increase 1.15 TCDL 8.0 LumberIncrease 1.15 BCL.L 0,0 Rep Stress ;nor YES BCDL 8,0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) Max Horz Max Uplift Max Gray 4.-2 12-fit.-0 Rf,,s 4oi 22- 4x4 1 13 optional) £ 'Industries„ Cnc. Tire OJ 23 12.14.46a 2001 Pwlge 1 26-0 .--� 2..0 0 14 24-0-0 12-0 0 17 1H 3x4 19 34 33 32 31 30 29 28 27 26 25 24 23 22 4x4. Op Csl TC 0,44 BC 0.10 WB 0,34 (Matrix) 3x4 24-0-n 24-04 DEFL in (loc) 1/deft Vert(LL) n/a - n/a Vert(TL) 0.06 1-2 >401 Horz(TL) 0.01 20 n/a 1st LC LL. Min 1/dell .. 360 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT- CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. PLATES M1120 2.421/24-0-0, 20=421/24.0-0, 28=5/24-0-0, 30=122124-0-0, 31=144/24-0-0, 32=151/24-0-0, 33=149/24-0-0, 34=149/24-0-0, 35=149/24-0-0, 36=149/24-0-0, 37=163/24-0-0, 29=142/24-0-0, 27=148/24-0-0, 26=150/24-0-0, 25.149/24-0-0, 24=149/24-0-0 , 23=149/24-0-0, 22=163/24-0-0 2=•361(load case 5) 2=-218(load rase '7), 20--218(load case 7), 31=-31(load case 6), 32--73(load case 7), 33=-59(load case 7), 34=-60(load case 6), 35=-49(load case 7), 36=-114(load case 6), 29=-10(Ioad case 5), 27=-76(load case 7), 26=-59(load case 7), 25= 60(load case 5), 24---49(load case 7), 23.-108(load case 5) 2=498(load case 2), 20=498(load case 3), 28=11(load case 4), 30=219(load case 7), 31-174(load case 2), 32=180(load case 2), 33=176(load case 2), 34=•176(load case 2), 35=175(load case 2), 36=178(load case 2), 37=185(Ioad case 2), 29=171(load case 3), 27=177(load case 3), 26=176(load case 3), 25=176(load case 3), 24=175(load rase 3), 23=178(load case 3), 22=185(load case 3) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=104, 2.3'--105, 3-4=-31, 4-5=-68, 5-6=-67, 6-7=-€7, 7-8=-67, 8-9=-67, 9-10=-68, 10.11=6, 11-12=-65, 12-13=-68, 13-14=-67, 14-15=-67, 15-16=-67, 16-17= 67, 17.18 -68, 18-19'--31, 19-20=-105„20-21=104 BOT CHORD 2-37=26, 36-37=26, 35-36=26, 34-35=26, 33-34=26„ 32-33=26, 31-32=26, 30-31=26, 29.30.26, 28-29=26, 27-28=26, 26-27=26, 25-26=26, 24-25=26, 23-24=26, 22-23=26, 20-22=26 WEBS 11-30=-100, 10-31=-123, 9-32=-129, 8-33=-128, 7-34=-128, 6-35=-128, 5-36=-125, 4-37=-143„ 12-29=-123, 13-27=-129, 14-26=-128, 15-25=-128, 16-24=-128, 17-23=-125, 18-22=-143 NOTES 1) This truss has been designed for the wind loads generat6d by 100 mph winds at 22 ft above ground level, using 8,0 top chord dead load and 8.0 bottom chord dead load, 1500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 f1 by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1,33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 1.5x4 MI120 unless otherwise indicated. 4) Gable requires continuous bottom chord hearing. 5) Gable studs spaced al 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrenl with any other live loads per Tab d 3 No, 16-B, UBC-97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift al joint 2„ 218 lb uplift at joint 20, 31 Ib uplift all joint 31, 73 Ib uplift at joint 32, 59 Ib uplift at joint 33, 60 Ib uplift at joint 34„ 49 Ib uplift at joint 35, 114 Ib uplift at joint 36, 10 Ib uplift at joint 29, 76 Ib uplift at joint 27, 59 Ib uplift at joint 26, 60 Ib uplift al joint 25 , 49 Ib uplift at joint 24 and 108 Ib uplift al joint 23. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. AD CASE(S) Standard F9'NO - Verify design parameters and READ NOTES ON THIS AND REVERSE SLIDE BEFORE USE. with Wok connectors. Thk design Is based only upon parameters shown, and Is for on Individual bulkling component I'o be nslalled and k>caded verf Really. Appllcablirty of design parameters and proper Incorporation of component 1s responsibility of building designer • not truss crag shown k for lateral support of IndNkSual web members only, Additional temporary bracing 10 Insure stability during coneructbn is the Ifdly of the erecidr. Addllbnol permanent bracing of the overall structure Is the responsibility o/ the bulkling designer. For general guidance regard Ing fabrication, quality control', storage, delivery, ereclbn and bracing, consuls OST•08 Ouollty Slandaitd, D56.199 Bracing Spec1l1cotlon, and HlB-91' Handling Installing and !tracing Recommendation available from Huss Plate institute, 583 D`Onoirb olive„ Madison, W053719, GRIP 197/144 October 24,2001 iTek® 0e40) "9' 11,13' J P ,114J,114,1:, vv,N vvvv•Hvv, v , v Zterr' „ „, • , ' „„ • 001t0,040400,4,4 • • 4, 0-000 „ ,„, "00. „ Tootx00,00„,,0000,01 STRE F0.00 I L.) D ,00000 soRD ND) Z. a 7 2 it 3 de:. oc B 1„,„440c..T 10000 I 0:04,0 00.000 vvvvv,v13, • I ,,11, Y'VvV•NI,„). , , 0.„,, 0 • Pi f, ffrf f",„„/ t Iff ffff .011 Eff,: 0„o: 0 R D f„ 4 • 04 t„°0 , A /9 713 14 0(V1QL,4 -SOTS IF° IS 10°.°0 00/0 'T 1'4 CC0 00/0/BEA 14 LCNN 7.. 0 0 N °1°. R A CP 0 0000 . 64 ce3 we: JW. NA "I" 0.) S0 El 0 F VS 0 Si 1,00 •--V I N E et" • Rbe774che.e.4 4zr 4 / 11-i 0 03 CS A,. 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BOVE GRO N D 01110114 SPECIONS S 100) 0„./10„„ D B E00,0 S HE, ) 10,EE11 2 4 10-00 rvavvviR 0000; 0,°'0,0 A, ID VA N C Et, ( A 00„..10.„ 4 0' ,0144i...''9°Spir, IP OR fNSPECT" S) 577-3 7Z8 • ST S A K Building Inspection Zoning Administration TO J1i JOB ADDRESS YO/5172 -7Wa BUILDING PERMIT NO I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATIONS OF THE TOWN OF ESTES PARK MUNICIPAL CODE. fiic/6,/,-LL 5775 46i4z.z.v,v G-7K /4/:A ;".,9 v/ L" 42( 4//1-56 a Ars / --,,fr-/r/ritr,--,5 _CAA' 9 / r/c /c/(47 775c-/-z a A/ 4° ,Z7VGGe/4 ves ore--7751—,7"C CORRECTIONS MUST BE MADE BEFORE APPROVAL WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 577-3728 INSPECTOR DATE /Z---/Z-e? / DO NOT REMOVE THIS TAG TO ..77,14 • EST S P Building Inspection Zoning Administration ./:;- .S.C.77/t/ /V. -5 , C JOB ADDRESS 2 6C2 BUILDING PERMIT NO 26 V I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATIONS OF THE TOWN OF ESTES PARK MUNICIPAL CODE. /f2o v6--,/ $ 7/-1: vy 5-4; s ive2 4,-?/,-(,-4 "547 s-/-is-cc 4-7( /V/1--X SP/tiv 2 V6 2 '11 .0 r r z X/2 —6/ / K e A-7- 2 Z S r;(3 c7,-vs// .0()-74J7,5 64 5 CORRECTIONS MUST BE MADE BEFORE APPROVAL WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 586-5331 EXT. 3402 OK TO js z /0 1,7 A /.4 A/ (.• , INSPECTOR 2ZZzzi VS7 DATE /7-z-67-8 / DO NOT REMOVE THIS TAG F ST Building Inspection Zoning Administration TO JOB ADDRESS 22 0 BUILDING PERMIT NO I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATIONS OF THE TOWN OF ESTES PARK MUNICIPAL CODE. / A.--z/,t1 2 ., e- 7, P/A/K /1/1". (A/fr-rXg CORRECTIONS MUST BE MADE BEFORE APPROVAL WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 577-3728 INSPECTOR Xtaf_e_ DATE DO NOT REMOVE THIS TAG TO F T Building Inspection Zoning Administration ST —ZZEC JOB ADDRESS 2 //r-xl---, BUILDING PERMIT NO I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATIONS OF THE TOWN OF ESTES PARK MUNICIPAL CODE. /------/474-S 7 C',77vyiefr(-,--N, 7'2cf2v,/,eA g, ;:/frrib5W/2/4-77Qn/ A/07" cv,245 .n.r.-/2/M/C775/t9 x//f- A/c' 7 77/&- , /6/1-0,77-- /0/ 74, t 5 Cie /? A/07- 4-r/w -7- Sinzici 7 2 S7J ,e5, Or h//t1/ A -a SI-(4.12 , A477- A-c9e f/k/,77/7-- Gv A-4 5 CORRECTIONS MUST BE MADE BEFORE APPROVAL WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 577-3728 INSPECTOR (7/ DATE3 DO NOT RE OVE THIS TAG TO ST TO J26--41 Building Inspection Zoning Administration JOB ADDRESS z-067 /47z/4---/) BUILDING PERMIT NO 9 I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATION'S OF THE TOWN OF ESTES PARK MUNICIPAL CODE. /S 634-5 7:(1?4 /24-C,c5 _TA/ •*,,4 ,62/ /9 /f/4-7Z c,p/v vG CEI 5' 7— ,-(‘ 91,g V /5 4 4-Aiv ,--=*-r?AfW 77IVc 47- 417 icor 7m/Aof-777,,/ cAio s7t2w44 corzh-lEmics/4 CORRECTIONS MUST BE MADE BEFORE APP OVAL_ WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 577-3728 occ./oy / INSPECTOR X7,,W,6. DATE DO NOT RE OVE THIS TAG Building Inspection Zoning Administration TO •,7: Pb.oz-7/z JOB ADDRESS BUILDING PERMIT NO (.67 I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATIONS OF THE TOWN OF ESTES PARK MUNICIPAL CODE. 77Z kts//,.&- .Crros-xT 74ifi A'1JfI1-iC 7 9 / / C-rm-eA /2/1-14 (371-- 2 / Arai- co-ye/2.62-2i_ 4/,_7Zcv 9-- Iva c.,/ cz/<2 CORRECTIONS MUST BE MADE BEFORE APPROVAL WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 586-5331 EXT. 3402 INSPECTOR 4- DATE ?—/ —0 DO NOT REMOVE THIS TAG CONTRACTOR/SUBCONTRACTOR BUSINESS LICENSE AFFIDAVIT 3-97 Applicant Name: ?'EPEg-5-At Business Name: PENDueN Ci sT,ucTIolv, Mailing Address: /IOC; .--MYiLiAlAit< RA,/ ET 1-114/5 C. 0 phone Number: -70 2-193--2-67c22 C Address of Projct : (2 o ,i4k,g3P titia /ZL) e of Project: /1)61,0 ,i(e-7541.10EIVCE ,5/./W9LE r Nom&-- Please list:the required information for all contractors/subcontractors, who performed work/services for the above project. ci - 0-17 07/ '''• ' , :•,i'. ' Cmp1ete Addre eL C G S '711Y.e) F.T. Cm-Li,V5 1.)-05 -- tillitlw4 PA- Foa,i ' 117 - kigseY 42772 N. N Ilva-. cs-os3a D/Ilki E 7- g.ic Derq-A/ -.-.sre-5 PekK P© &0)( (2, L //IS S rt fir U n) .Esre)-idgi< 0 iv - C-r s o 517 Lf v C - 5- Pit r a 51 7 35 R.orxY Mr . CE,r7 grA0A) iFocrei264, If. nite NA R,Q14 Sr OC C, 0 nq )412K i grr ION ()NT IC I A CD 8'0 14 S. q • E —UNIT 11) i ikL4eitogA co I, /- 56,5 Typhq Adthiluco Po oF-t At / a -a* aci.;.00Li 1 , 4etrrii y- ' Pr c,_ LL-i A .1 iS0a v" 1 0 I E. Lv&-i... L t r 5 14 WM, 0 od o Fi-k 114-1-1,5S14 .,2 0 / tAl 1 NR, P . re9 I certify that this Affidavit represents a complete list of contractors/subcontractors who provided work/services on the project described above, and I understand that Final Inspection or Certificate of Occupancy will not be issued until all contractors/ subcontractors listed above have acquired a current Town of Estes Park Business License. Applicant's Signature: Date: RETURN COMPLETED FORM TO: TOWN CLERK'S OFFICE, TOWN OF ESTES PARK, P.O. BOX 1200, ESTES PARK, CO 80517 Initialed by: Town Clerk: ' Date: Building Official: <3-- Date To assist you in completing the required Affidavit, please find below a synopsis of two Municipal Codes relating to the Town of Estes Park Business License requirement for Building Contractors. If you have questions, please call the Town Clerk's Office at 586-5331, x3102 or x3103. Section 5.20.020: There iS imposed a business license fee for engaging in any business, profession or oCcupation within the Town, whose primary business is the physical construction of structures and their appurtenances, including but not'limited to: Acoustical Air Conditioning Cabinets/Cabinet „Makers Carpenter, Caulking Ceiling Concrete Counter Tops Custom Window Demolition Drilling/Boring Dry Wall Electrical Excavating Framing Heating/Mechanical Home Building General Home Improvement House Mover Insulation Landscape Mason Painting Patio/Deck/Epclo u e Paving Plumbing Remodel/Repair. Road Building Roofing Septic Tanks/Systems Siding r- Sprinkler System Swimming Pool Tile/Ceramic Waterproofing Section 14.08.040: Prior to the issuance of any Certificate of Occupancy or Final Inspection: (1) the owner or general contractor shall provide the Town with an affidavit listing all contractors who provided labor for construction, repair, and/or remodeling, and (2) all contractors listed on this Affidavit shall obtain a Business License. The comprehensive Municipal Codes are available for reference in the Town Clerk's Office. uJ z • 1/ I SLU78 g 1 3 43 (3dV0) 3 48 3V re 0 u. re 0 0 y co 0 U., 0 113 WIWI:010D `,NEAVd, SHISH SMOONHIAI HOIVIVdraV `F, 101 .NOILMIAISNO.j NOSZERNd 0 00 r , EIYIS A<R., „vt Jr _ - �C 0 r, z VERIFY ALL DIMENSI V.V OUVMOrIW VIV,1 SMOCIVHIN :4011VdVelV NalijiiniSNOJ NOSHRIHd IANJUISMI 'EWE r FOUNDATION 6 thh 1.0 4 rp4m g,g gg (p• J'Jvr-41.4 1-01dYIV >lJOW- "0 10 N.3C113. 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