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HomeMy WebLinkAbout200 MASKEL RD APPLICATION FOR ELECTRICAL PERMIT DEPARTMENT DECISION TOWN OF SOUTH WINDSOR PERMIT# Application is hereby: BUILDING DEPARTMENT (_7OdfL AP P O . 1540 SULLIVAN AVENUE 644-2511 ext. 230 Bldg.Permit# Date , Building Inspecto {'Ip y22Z Application must be printed or typed FEE SCHEDULE Location of ob: $0-$1,000—$15.00 4 0O N*-s r/ Over$1,000= Street No. Street Lot No. $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT ,/7 �� APPLIC ADDRESS APPLICANT'S PHONE# ��O 5: 3 `�:S^ V . SOW N S�� OWNER .5�� OWNER ADDRESS Z c,.� O F OWNER PHONE C ESTIMATED COST$ *'1 G IS THIS A CONTRACT COST? No FEE ENCLOSED•$. o o TYPE OF JOB: 4- SOR-CD fellation Alteration/Addition/Repair 2-z1-700s?-1 Revised 03/05/10 APPLICATION FOR ELECTRICAL PERMIT(Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A BUILDING PERMIT APPLICATION? ❑ YES ❑ NO ❑ RESIDENTIAL CURRENT USE AND OCCUPANCY ❑ BUSINESS ❑. ASSEMBLY FUTURE USE AND OCCUPANCY ❑ EDUCATIONAL ❑ INSTITUTIONAL ENGINEER'S NAME PHONE ❑ FACTORY ❑ STORAGE ADDRESS ❑ GARAGE ❑ MIXED USE CITY STATE ZIP (Other please specify) TYPE OF INSTALLATION/WIRING METHOD., SIZE OF SERVICE SIZE OF MAIN CONDUCTORS NUMBERS OF METERS NUMBERS OF DISCONNECTS AND RATINGS NUMBERS OF PANELS NUMBERS OF DISCONNECTS REQUIRED? ❑ YES ❑ NO NUMBERS OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES. NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS NUMBER`OF A/C CIRCUITS SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE-SUBMITTED. DESCRIPTION OF WORK THE UNDERSIGNED HEARBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFOR- MANCE OF SUCH WORK �/191 z 3 / CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICA DATE / MaS41-ei 41 i -70©222 HAYWAR[Y I Hayward Ind tr -:n Pool Products � � 31� ",Hayward Indualries,Inc.Company Clemmons.NC 270!2 33&712-9900 www.Aaywardnet.com CERTIFICATION OF COMPLIANCE Contains: E Ratings: Floor:oor: or WG1048EW Description: 8"Round Suction Outlet Cover 125 GPM Wall: 72 GPM Ccrtified to Comply with Section 1404 of the Virginia Graeme Baker Act Open Po Tcst Results can be obtained from:ww��.Haywardn ol & Spa Safety Act_t and/or htta:l!www nsf QZ!Certifiedt'PWt� f %ianufactured:After December 20 2008 b ' Octimons,NC Divisions of Ha s Hayward Pool Products in Jiang Province,China and -7 Yward Industries,inc. 620 Division Street, Elizabeth,NJ 07207, Phone 908- j 99� Date o;Nffr:The Lot Number shown on the product label contains the Year&Month of manufacture t:rst number represents the year(ea 8=2008)and the second character the month(A=Jan - The skipped. J=Sep, etc) ,B Feb.H=Aug, I is T..,ic',d to.Aa`Si!ASME 112.19.8-2007 Act i VGB)Pool & Spa Safety Act. Certified by NSF International,al, 789 N. Dixboro, Road Anction 1404 of the Virginia n e B Cr 48 OS 1(800)-N; SF-MARK. Arbor,MI. of Installation: ISWGIWCOC Rev B 6' --'� SPACING BE;iyEr-N i �!OJNTiNG ^O=ES USED ON FOLLOWING SERIES: 000000004 WG1030AVPAX2 SP1030AVPAK2 ...., 000000 V1WG1048AVPAK2 SP1048AVPAK2 � /4" 0000000 WG1049AVPAK2'-C-`�ti GjTLE� o o pOp p0O SP1044AVPAK2 p WG10S1AVPAK2 SP1051AVPAK2 048E 0000 0000 WG1052AV PAK2 00 SP 1052AV PAK2 000 WGi053AVPAK2 SP1053AVPAK2 004000 OOOOO 0 WG1 054AVPAK2 SP1054AYPAK2 00 O WG1153AVPAK2 SP1133AYPAK2 WG1154AVPAK2 SPi154AVPAK2 G }t L M -U*.. HAYVLUW PWI Now-am One source. Evens 200012060 SERIES • 2 aA[NUs RECTANGLE • 186 x MHAW pw tsrlrt •p ire 7pelwtI comcAnon(w c.6 AN6 — Coaafm:waft"-walo 1w rRowW Rod"OWN cnra �'� • • rr ,� irtl)1raMrwiraWMrd or 1 d1Yev,�=�15�Aat Ir4b�r � .{ M • • 70,]01/,bpIrrilfo�lltYN•�a�r1'wWw.CJirnd • i M �,� IwtiM4l.r.lre.A�baddnibulRl�ri�,lpH7ll/ria»Y01• rR �. • DOefMTMLM1Oo�4�r•ioramgr/iedrMltbdmM�iiMrYwkllw�d�Mtw71w •r1�n1lrrnpwrr4lM fat(at��2001)rrA M rreeiW�rlNl.f M nrAi GN'Jr4 B�N/8•At1R I i +k+11+,4 J•+kA ae) • • ~ a • r 7rMN to AN9YAbMl 112.10 t410 W&Obm!►400{)P4&"1404 d16.vhoa i G=mw lh6 • w Aa(Yo1>>Ya1�M.2.9qAa On11EM1MNgIr�rnrdre•t,'►{9N.q�Aoi0.Rad,IMR/1A0e�1�. 48101(AI0,MW4 jW ~ � • � � O.kotL�M.11.dr•: 1�M010•ip0(`PIv• j.�.w..w. aAY7N1s.7QWffi(• . 1 rrt. '� �'�" ""�0'—r aro atrolwtwtwaaalw N i 4 Y.ir.AMri4 At OW M maw � asm �•� �• , tovWpltalww• ALL DMENSKMO AM RN"C1MENOM 1 MA ((t71NKMR 1 1 /Man O ra:n 5/Ae•'>r w4 j hol ��" � BTAI�ARD ir0'tllRs A. iti 1 LW r la=X l4o PVC IIM KU MAM4 DRAM OR 8U4M M OMW UNU CN 27MP1,tMMM MOM"RiROQUIIIRIPWMOFANN/AJWA112.N W t, PORAN71'NAIR AM)LODYHNWPWW AM)ANWA&%7 2M 8111NDARD h It I_ y ��.y' i ]Tfllt DRA>A�INO Wll.[.BlA'1'1.8M11NT CON1RMSf10RA/IRAWOVOON M(.A `. �,r�c� Q•ww.�1'�'�ayw�ur..nen f 44 t'� i a i i I BAN& PAT Swwds ekres.i f chUdren or pets M fide yew pow HE E CQ1tRP .. LETE "POOL PATROL POOL & SPA SEC - URITY ' YSTEII h he Pool Patrol Poa Alarm 3TIVI (The Pool Patrol meets the requirements 3 of ASTM Standard F 2208) • Meets Requirements of ASTM Saf®ty Specificatio! F2208-07 • Easy to install with no : damage to your pool M Easy. • Adjustable sensitivity to to ' = c0avenkm too.use reduce false alarms ` ft ' 9 volt battery powered . > it Floats on'-pool seniaee Low batteryindicator a Battiery Powered 9 Low battery The only floating alarm'th; ::-- i Corrosion meets ASTM Safety resistant Specifications w for JMg life Works in any type, shape, H Ideal for both or size pool or spa In-vound and - Also protects commercial abcwe groin pools and spas • New advance � *' microprocessor design I _ CO ; • Latest RF technology �� Q°O • In house remote receiv.r �. _ • Alarms at 85+ dB at 1 O e, "" • One alarm can monitor' a 20' x 40' pool ; - _ Multiple alarms can be used in larger pools • Alarm can be used with a solar cover • Will detect children, pets or objects 15 lbs or Iarg r. SELF CONTAINED UN r WITH LOCAL SOUNDER ALSO TRANsAMT8 TO OUR REMOTE RECEIVER(AMM) i to Pool Patrol Or & mate Alamo i an lr'lU Poolguard Alarms•pool alarm,door alarm,gate alarm,pool safety,child safety HOME I CONTACT.US I8lJW P001Al]A1D'I PRODUCT tip}l+itAkSlWMRAKTYRE jST-ff tiTJptl. t rr Pool uard Alarms: 9 DOOR ALARM - Model DAPT-WT - SOUNDS tN1MEDiATELY1 •Po2l Alarm—Model PGRM-2 •Pool Alarm—Model PGRM-SB •Gate Alarm Door Alarms - NEW •Door Alarm -DAPT-2 (Sounds In 7 seconds) '. . •Qoor Alarm-DAPT-WT (Sounds Immediately) ► Other Information: •contact Us •Buy Poolauard •Product Manuals •News From Po uard •Warranty Reniatration POOLGUARDIPSM INDUSTRIES,INC. has been manufacturing pool alarms,door • UL Listed to UL 2017 alarms, and gaze alarms since 1982.Alf . Sounds immediately when the door Poolguard products are proudly Made In y the USA. Poolguard Door Alarms comply opens with all building codes and are UL Listed • Outdoor wireless transmitter pass- under UL 2017,The,majority of children thru feature that drown in pools go-.1 the back door • Simple To Operate first and Poolguard's 0--or Alarm can help • Easyto Install protect those doors.Ad,dt pass through feature allows 15 seconds for adults to • Important safety alarm for doors pass through the door whhout the alarm • Complies with barrier codes sounding, • Low battery Indicator • Battery powered • Automatic reset POOLOUARD DOOR ALARM WITH WIRELESS FEATURE i Year Warranty Compiles with all building codes Loud 830 horn(at 10 feet) http://www.l>oolpuard.conVdoor•wirelose.asp 112 y'.1.SCLC�4 Pooiguard Alarms-pool alarm,door alarm,gate alarm,pool rafety,child safety A. r. p i•.. t: 1W V•:p • The Door Alarm will sound immediately when a child opens the door,and will continue tc sound if the door is left open. If a child goes through the door and doses t,the alarm will sound for 5 minutes and!hen automatically reset. • Poolguard Door Alarm Model RAPT-WT is equipped with an Outdoor Wireless Transrniiter that allows adults to enter the home from the outside without the va". sounding and is easy to Instal:. • The Door Atar.- is always on and Wit automatically reset under all cond:,;ons. • P00.9"ard moor Alarm is equipped with an adult pass through feature that w::: a:.c r. ad�-;;s to go through the door without the alarm sounding. • vr^.;'c la: scmen door kits can be purchased for the alarm,this kit allows t^rough your screen door without the alarm sounding. • ?x m_a-c ��-;t!e^r uses one 9-volt battery,(not nciuded)with a battery Ilfe a° months. • '7-e �ccr;:arr- is equipped with a low battery indicator that will audibly a e'.,c:. '.t-ten your battery Is getting low. • ?��:,;_2rc 's the only door alarm that is UL listed under UL 2017 for water ^aza-_entrance alarm equipment. Door Alarm-Wireless PDF manual 1 '� L t t .nto DWI httPJ/www.poolquard.corn/doo.,-winklen.ssp -,- Call Toll Free 800-344-2242 ALUMINUM FENCE ORNAMENTAL FENCES OF DISTINCTIONT" STYLE GUIDE Loops and open pickets kP�per" Aligned Pickets with finials Algned pickets Staggered pickets Aligned pickets with finials "bottom ral and flush bottom ral Exposed These designs have no top rail,and are Picket classic"wrought iron"designs that have been used for over 100 years. - M VIA Designs ® .. ® MIN. rAligned pickets Staggered pickets A smooth top rail makes these styles Aligned pickets Staggered pickets Staggered pickets with finial bottom rail with flush bottom rail gwo ral design Covered perfect around pools.These are our Picket most popular designs because of this. Their aluminum construction makes them ideal for pool enclosures since Designs they can never rust. M ! ® M.r■ NEW ets with top rail an Aligned These fences have a narrower space pickets with top rail Staggered pickets with top rein Aligned pickets corn AVAILABLEGRADES between the pickets to keep pets Specialtyfill liberty --- ECONOMY inside your yard.The spacing also Designs makes it very difficult for children to American Series obtain a foothold on the fence. MM IN Residential ® ■� t® am ■ tl® to tt® ■ 6 Aero Regency ■ Industrial HEAVY DUPE • — Techkal specilications are available Wirelillililf Jerith's Patriot line of wire fence is a great alternative FINIALS,GATES,ARBORS AND LATCHES on our websile with available heights _ to aluminum fence that's strong,but has a more subtle and accessories. Fence visual presence that M len ends in with the environment Jaiyh has a eidu rarely of s<voNs,trcrrais arxt efAcr vterns accent your Jedlh to.Gates are also available to match To see our NO line of wire fence alternatives, any of our tern destgrs,and we have aluminum arbors to Jenth Manufacturing Company,Inc:. Designs download the Patriot Wire Fence Style Guide highlight a walkway or gale inla your yard. 144Do McNulty Road,Philadelphia,PA 19154 215-676-4068 • Fax 215.676.9756 Match the styles seen here with actual product installations on our website at www.jerith.com v!v.`�Ikia 5/11=17 Aluminum Fence Dimensions-Jerith FenceJerith A wninum Fence e0UNNAMMITAL FENCESTINUION" SPECIFICATION GUIDE ECONOMY HEAVY DUTY ❑ O ❑ ❑ PICKET 5ff qm 1'x bff 5W sqm I'x 5W 31'r se M 1'"M Mr rick swift Aw Wdt A r oft AW W* ABr rids RMS n n n n (up wo I'x.Ow rids 1'x A65'rfidf I'1 AW 0* I-W x AAA'rtdt 1 x AW$A 1-6/r x AT W (aide ttllee 1 1'x.AAA'rids 1'x AAA'rids 14 x AW ad 1-Ur x.Aff rids I-Ur x AAr rif le 14K x.NB'to STut= POSTS r som r sAeane r swm z-vr t*m rs*m Y-urs*M .0w ride Aw riidt OWN* mom .AAar to ffff ride OPTHWL rmpn r sew. 2-wr spn 2-1Yr Wm 2-vr qm 4-"M POSTS Waft Mom AMOK .12r ridt JW ftk Ar tlfidt WE POST r sgrifwe r"M r w r apn 2-Vr a r spans r or V sfpew v a r own AN'Ntidc -Ow rids .lw Mien .12V rids .12F rick .12F ridr SPWNG 3-13/r r BEMA 3-lWW 341W p.araQ-r.s►>�a 3-sysr 3-wir a-vr *A4 Man SWORO POST 72-Ur &W 12-Ur 71 w MO.3/4' 12-Ur w W 71-Ur SPACING (ON CENTER) 3r 4r,5i, 3r,4r,W, HEIGHTS 48:51"8A" IA',51;AO' 5r,W.it ' 4r,5t W.W,it or,it 7r,W,w COLORS Beds,emu �,� Bwk Brw W Beck.Bfoaa!e. Beds,b"M 8ied�Bf> W WMitee,Breen "k Brw WWA OM MA bull WEWIT HELD BY G LONG 250+&L 250+Aft 360+&L 500+OL 5AA+IL lAtr+be. 34U SECTION NOTE Noe M i)ts are ara 4W in Ai heft a Certan grades are rsis when the ier>cs top a 12"or more hV:/Mww.jerith.com/alLrninum-ferr,e-specificaborLs/ 2/3 ORNAMENTAL FENCES GRADF AND STYLF OF DISTINCTION" CONVERSION CHART stawad Helghts Fence Grade Avallable Styles Style Names(in order) 36" 42" 48" 54" I 57" U 72" IB4" 96" Industrial EP-1, EP-2, EP-3 101,100, 111 ✓ ✓ ✓ ✓ ✓ ✓ CP-1, CP-2 202,200 ✓ ✓ ✓ ✓ ✓ ✓ SP-1,SP-3 402,401 ✓ ✓ ✓ ✓ ✓ Regency EP-5,EP-6 Buckingham,Kensington ✓ ✓ ✓ ✓ CP-4,CP-5 Windsor,Canterbury ✓ ✓ ✓ ✓ ✓ CP-6 Ovation ✓ Aero EP-1, EP-3 Avalon,Coventry ✓ ✓ ✓ CP-1,CP-2 Oba,Doria ✓ ✓ ✓ CPA CP-5 'Elba,'Doria ✓ CP-6 Sentry ✓ Residential EP-1, EP-2, EP-3,EP-4 101, 100, 111,Concord ✓ ✓ ✓ ✓ ✓ EP-5, EP-6, El-4(modified) *101.*111,`Concord ✓ CP-1, CP-2, CP-3 202,200, 211 ✓ ✓ ✓ ✓ ✓ CP-4, P-5 *202, *200 ✓ SP1,SP-2,SP-3 402,400,401 ✓ ✓ ✓ ✓ ✓ SP-4 SafetyPup ✓ ✓ American EP-1 Avalon ✓ ✓ CP-1,CP-2 Elba,Doria ✓ ✓ CPA CP-5 'Elba,'Doria ✓ CP-6 Sentry ✓ Liberty EP-1 11 ✓ ✓ CP-1, CP-2 22,20 ✓ ✓ CPA CP-5 '22,'20 ✓ CP-6 00 ✓ Modified-Pickets are cut so that they do not extend below the bottom rail. REV043O14 t ► ( IC) UI "ff� C) CIC) c r -� � , f _, i , �-� c� f ; �� �� f1CrC� <. � f1C? (--N -') f1Cj (-� f� C� � � IncIIn � f . (� (1 �"� (�� � � .► �'= C� C� (_, f,yf' • ©I m e ri a I January FROM A TO: FROM B TO: FROM C TO: FROM D TO: FROM T TO: FROM U TO: FREEFORM STAIR FILLER 2013 D 42'-0 314" C 475 3/4" B 42'-6 3/4- A 47.6 3/4' N1 23'-1 1/4' N1 28'-9 3/4" LEFT-04610 MANUFACTURING RIGHT-04611 N1 34'41/4- N1 38'5" N1 16'-11' N1 24'"!1/2" P 11'.33/4' P 26'•11 1/Y P 12'-71/7' P 2T-61/7 P 1T-51/Y P 30'-03/4' P1 IX-9 3/4" Pf 26'-l' ed tlon a STAAn P1 I -7 1/4' Pi 26'-W P1 21'-0 1/Y P1 37J 1/4' I1'-1 1/2" O 16'S 1/2' PAN% Q 24'-1" Q 17-71/4" O 31'-21/4" Q 23'53/4- R 11'-1314" R 26'-101/2" 16 rn so""1 R 20'-0 1/4' R 31'-11 1/4- R 10'-9 3/4' R 26-9' Ri 13'S" R1 2T-10 3/4' J 9'R x 15W STEEL STAIR OPTION eonord R1 24'-t 3/4' R1 34'-4 1/2' R7 10' Ri 26'S 1/4' S 25'-4 3/4' S 14'-11 tl2" 1L y e areP S 32'-1 1/2' S 24'8 1/2' S 24' S 17-610 9R Mountain Pond e T 13'-01/4' T 38'81/4' T 9 T 3T-01/4' + 793/4' y j U 9' e/1 22'x 36' Left s � e Ua x a wAu 36.5• PART DESCRIPTION PART# z � m V RADIUS PLAIN PANEL-6'3" 04170 9 6 7 9R OR 9'RADIUS SKIMMER PANEL-6'3" 04172 1 1 1 A 63' TY B 74 9'RADIUS RETURN PANEL-67 04176 2 1 2 9'RADIUS PLAIN PANEL-471/4' 04442 1 � 1ORR IORR 16-0' 9'RADIUS PLAIN PANEL-TO3/4' 04175 1 62 1/4' 5'2 1/4• F 9'RADIUS PLAIN PANEL-T61/2" 04303 1 OR OR P1 Q OR6'3 U 10'REV.RADIUS PANEL-621/4• 04300 4 4 4 F3- ADJUSTABLE A-FRAME 04223 7 7 9 7 4' 4'-2,12' 9'R x 15'W STEEL STAIR 04032E 1 8'RADIUSSTEP-N-REST 07418RSNR 1 9R 7 1T-11 R9' NUT&BOLT PAK-75 pcs PAK-75 31 12' 3 P ' j o b 9R NUT&BOLT PAK-100 pcs PAK-100 2 2 2 63" '� ' o b 6'3" 9'RADIUS LIGHT PANEL-63" 04444 ��� � � � g-442- 9'RADIUS PLAIN PANEL-71 1r2' 04173 9R q- 4' 6 7 r 7 r 7 r r 1 r5q- 31• E 9R LIGHT T 16 T F CENTERLJNE U 63'OR 3'61/2' R5' '�J ` �Y eIr OR R9' Rv ~ Cr I. y� �3 8'RADIUS PLASTIC STEP OPTION FD ' ? R9 31 1/2' a, 9R 6 3' 9R 63" L 9R R1 10RR 10RR 5'21/4" 5'21/4' 9R C ITY 9R TY D 10'-24 9R 9R 11. 63- 471/4' 6'3' 3'S' R10' R14' 1s-r 1•-11�• T—A FRAME BRACE F U DIVING PERMITTED ONLY FROM 4'.4t H DESIGNATED DIVING AREA. N1 1.Pour 2500 P.S.I.concrete footing around entire perimeter,minimum 8' 36'Sq- 16 R9' deep. 33-1 16,-41. rod 2.Back fill with clean earth,free of s and debris. 3.3'wide concrete deck to be poured at least 3'thk:krless and a sips (A;' vo 3�-4" 3'-4' 11 5'' of Y.'to 1'away from the pool. r SOTTon1 4.All Inside pod dimensions are to be finished dimension. ; 'Location.paid®°" 9R 5.Finished bottom Is to be 2"minimum of suitable material or undisturbed i 8' U.e water i—b."per 8' 63' AMYAPSP-62011 9R earth. 1 .trawa. 67 6.A safety 6ne,with buoys,Is to be permanently attached IV to the shallow side of the poit of first slope change. 7.Construction Drawing: Different methods and precautions may be 4'--1-6 I 14 175 4' I 10 I 4' dictated by various ground conditions.This Is to be determined by and Is the responsibility of the contractor who Is rat an agent of the BACK BOTTOM SLOPE SHALLOW SIDE BOTTOM SIDE manufacturer of the component parts. WALL PAD END WALL PAD WALL 8.Insbuilding co Is to s done in accordance with a federal,saris and local ALL DIMENSIONS ARE FINISH DIMENSIONS � building codes,as well as ANSI/APSP suggested standards. The bokam owfiguratlon shown confrorms wRh osrerd ANSI/APSP wggnW mr. »and.roa�.Pools follow wved for qu4~aw�1'mem�a�mdle,Y° d."Nr°'°.�" Volume: 20100 gal 76100 L Perimeter: 96'-2" / 29.31 m Surface Area: 609.08 ft 2 / 56.58 m2 Liner Sq. Ft.. 655.8750 74 N MmblbA,follow tM equipment menufectureM1 knlesatior4 tr and aafery YubufLoru. I Simperia--I January NU U IN 2013 02 edition i Mountain Pond 22'x 36' Left Atop 36'-5�" B to C 42'S 314• ✓ 23%10� K 3s•-j• 19' 19• 9R 911 53" 19 19 AF 10RR 1;3• 10RR �@ 14F— R10' R10' �@ 521/4" 11-4 521/4' 911 9R R9' 93" 21• 8.3" x y 18'-10k 911 11.-q 9R VT21'�' 8'3' -e�" 10.4 G 22'-0q" 15'-T 21'-q" R9' 18'�9" 1T — — — — 1T-8 CENTERLINE 10-4 RT t13' 2710j• tT-8�' T - - E - - 18, I-F U 9R 9R 15 67 1S-7• 63' 19 19, L 10R/4 10RR I L C W Z 63 5'21l4' S'21/4' 63• D C D 9R 9R 8'3' 9-11 8'3' R10' —A-FRAME BRACE DIVING PERMITTED ONLY FROM DESIGNATED DIVING AREA. 1.Pour 2500 P.S.I.concrete footing around entire perimeter,minimum 8" FROM A TO: FROM B TO: FROM C TO: FROM D TO: FROM T TO: FROM U TO. H gyp• E 15-10" E 30'-4 1/2" E 17-8 3/4' E 28'-10 10 E 9' E 2T5 1/4" 2.Back fill with clean earth•tree of roots and debris. F 30'-4 1/2" F 15'-10' F 28•-10 1/2 F 17.8 3/4- F 2T-51/4" F 7 3.3'wide concrete deck Is to be poured at least 3'thicicne•.s and a slope 0 20'3 3/4' 0 293 314' G 274 3/4' G 27-4 314" G 18'-7 3/4' O 18W 3148 of Y.•to 1•away from the pool. H 34'-9 12' H 34'-9 1/2' H 19'-9' H H 247-7 314' H 24'-7 314" 4.AN inside pod dimensions are to be finished dimensions. 5.Finished bottom Is to be 2•minimum of suitable material or undisturbed K 8'-0 12" J 30'-8 IT J 2-0 11 J 7170 28'114' J 19-10' J 35'$1/2' earth. K 30'S 12' K 8'-0 1/2' K 41'-0 1/4' K 28'-6" K 36.6 1/2' K 19'-10' 8.A safety line,with buoys.Is to be permanently attached 17 to the W 247-9 1/2' 7W 31'3' W TT 1/2" W 23'-2 1/4' 7W 1651/4' W 24'-6- shabw side of the point of W slope change. X 8'-9' X 291-0 t/4• X 19'S X 33'-10 1/4' X 11•-0 1? X 30'-0 3/4• 7.Construction Drawing: Different methods and precautions may be Y 1 29-0 1/4' Y 1 81-T Y 33'-10 IV Y 19'-0' Y 30'-0 3l4' Y 11'-912' dictated by various ground conditions.This Is b be determined by and Z 31'-r Z 24'-9 1Q' Z 2372 1/4' Z 13'3 1!7' Z 24'-0' Z 15'5 114" is the responsibility of the contractor who is not an agent of the manufacturer of the componerd parts. S.Installation is to be done In accordance with all federal,state and Iota! building codes,as well as ANSI/APSP suggested standards. The boean canmpu bur sro n commons with pn rd ANSI/MSP supg n"—i stwdiirds brDooi"Ppr."d*w�w0i"�dW`V *j"r"`I&"° Volume: 20100 gal 76100 L Perimeter: 96'-2" / 29.31 m Surface Area: 609.08 ft 2 56.58 m2 Liner Sq.Ft.. 655.8750 75 r wrrsw,/osoY.vw aqutpnws marwfamrefs r.usrrn,�..r.,e»YrtrWlms. carelwonor rinw Dramt YNOMINAL Main Drain/ Suction Piping nlepnfde AM premLmn may be by wrimn W-vb 4'AUN.CONCRETE DECK caiAeona This III tobe MAX ler derti& by end le the tee mmu of Oromrfepmdic Sxc<.--�.�.a.:�-:, ':',�_ - 86 GPM is nat in sped d ttamarvilgoeee -. RATED FOR of Vow 1pOW,P'"e MAX MAX 125 GPM IrrleYtion is to he dmre iR ALL WiCKALL TO BE 2.8 FPS 2.8 FPS Hayward 8" +pomdenoeNmeefed.rel,ebb NONExPANSIVESOL �THuteFn Round Cover Sold loot huidirp oodee.as rwll se . AN 9 1/N.S.P.I.NppeSAd ;b etfilderdl (See Pump ADAWAs� h�E Curve Max VWYL LINER GPM ® 48 e•IMN.CONCRETE To Pump TDH is 86 COLLAR AROUND FULL GPM) _ PERIMETER OF POOL MAX BO Z'MIN.FPILL :.�t•�:��S.R}r. -. gwpsi MINIMUM) 2,5" Pipe POOL TTOM 5.6 FPS f 7.8'OVEREXCAVATION fh -c CONNEc s � Sao • S/ Electric # APPLICATION FOR BUILDING PERMIT Plumbing# HVAC# vh mo sk-ek PA FDate: 12)2-lIS Sprinkler# , ��jj FINAL APPROVALS Estimated Cost $ Building. COMPLETE RED BOXED AREAS Permit Fee $ Engineering Occupancy Fee $ En g g TYPE OF PRINT ONLY Eng. Insp. Fee $ Affidavit ► SIGN ON REVERSE SIDE Appr.forCO. Total Fee $ TO THE BUILDING DEPARTMENT, TOWN OF SOUTH WINDSOR, CT (Additional Cost) $ The undersigned hereby applies to do work according to the following: Applicant C r I h c✓ gonliiN Location of Work -?no me-S KC i Ira nc Lot No. Applicant's Address ZOo May K-ei Ro acl L, -,A sc:r,`T obc-744 Tel #1960ci` q-4 SI b Town 50v+1^ W1r1jS0r Zip 0(.o7q Lic.# Ig'45oo Owner r I° ptier g�,'.��t� Architect TaSon T Rcss �R�ss Sn�ctr n rou� Owner's Address 2uo maSu-et Cuod Architect's AddressiT Bec-,)t?,. broa4- P-A Dc^bvr�LT ©Lislo Zip Zip Sq. Ft. New Area: 1 st FI. 2nd FI. 3rd FI. Total New Area Purpose of this permit RS00-F-foj2 />'»�'n '� SOICc: ��r/ �n s/�j//Cf�r O h q IL. City Water❑ Well ❑ Septic System ❑ Sewer❑ o�gl Ins: HO SP�ftArea Basement Garage Approved by E7Date - fL Use Group Construction Type Revised 1108 1 I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this permit is asked,and agree that this building is to be located the proper distance from all street lines,side yard lines,and required distances from all other zones and is located in which this building and its use is allowed. Signed I hereby apply for a Certificate of Occupancy for the work described in this application for the permit. Signed DO NOT BELOW THIS LINE INSPECTION COMMENTS � x ' 0 L r - , �,�jl�) L'�,t� 2 F� � � cam -2�. I �O /L rn.F� VY`�7e-i✓1 -1 C'-A2�' �I .. 1• � �, 2 csu..�)�� -i?��/ I s>r.D SAG R® Connecticut Office ww%v.RossSolarGroup.com S38 Beaver Brook Road Infbna.RossSolarGroup.com Danbury,CT 06810 Phone:(203)512-4500 SOLARFax:(866)271-3016 GROUP. Attn: Buildinq Department Official authorize Ross Solar Group to install the Rooftop solar array and to fie a building permit on my behalf. I grant Ross Solar Group permission to access a copy of this property's survey, site plans and building plans. Should you have any questions, or require additional details, please call me or Ross Solar Group at 203-512-4500. J� l Customer Signature i Print Name Title r INSPECTION FIELD SHEET 04/22/16 Printed by Peart, Dayshell 11:26:41 INSPECTION: 82836 PERMIT: STATUS: APPLICATION: 201600093 LOC: 200 MASKEL ROAD SOUTH WINDSOR PROPERTY ID: 57900200 OWNER: BONIN CHRISTOPHER P & CONTRACTOR: REQUEST BY: PROJ DESC: ROOFTOP MOUNTED SOLAR PANEL INSTALLATION. WORK ORDER: INSPECTOR: REQUESTED: 0111 W21E . SCHEDULED: 04/19/16 PM COMPLETED: UNPAID FEES: .00 Time MILEAGE: .00 TIME: TRAVEL ONSITE COMMENTS: LARRY @ 1-203-644-2404 ALL INSPECTIONS: -INSPECTED INSPECTOR RESULT INSP DESCRIPTION 04/20/16 ROSE PASS E010 ELECTRIC FINAL jo OK TO RELEASE TO EVERSOURCE SITE COMPLIANCE CHECKLIST �\, a� •,� ' TOWN OF SOUTH WINDSOR,CONNECTICUT C; ***** FOR C OF O***** � 3S ADDRESS dQ0 maSy c/ LOT UNIT#/ �_ Reviewed by S (Engineering) CONTACT/DEV 4/4(IV) () Date Reviewed t o tli 1, pproved/ ied PH# Reviewed by o 1.� (Planning) Date Submitted a_-7 Date Reviewed Approv As required in the Zoning and/or Subdivision Regulations, no Certificate of Occupancy shall be issued until grading plans have been complied with and approved by the Town Engineer. The minimum requirements shall include: Approved Denied N/A ✓ 1. Approved building permit plan ✓ 2. Finish grading per approved / building permit plan Z3. Site work; i.e.trees,shrubs, dumpsters, required parking 4. Utility location; V" a. sanitary sewer/septic systems b. foundation drain C. electrical&telephone ✓ d. water e. ether GN5 5. Sewer connection charge paid ✓ 6. Appropriate certification `_ 7. Bonding 8. Planning&Zoning/ Inland Wetlands Considerations a. Lighting b. Signage Freestanding Wall C. Fee in lieu of Open Space COMMENTS: A9 l314 4= ��•... t; G, d .., 0V ` �r p„� L � 3 �-�`Lv�. C• S � u s/engineering/molloy/site compliance checklist 1 APPLICATION FOR ELECTRICAL PERMIT DEPARTMENT DECISION TOWN OF SOUTH WINDSOR PERMIT# Application is hereby: BUILDING DEPARTMENT (Qb0 l 3S APP OV 1540 SULLIVAN AVENUE Bldg.Permit# +A 1� i 644-2511 ext. 230 Date Building Inspector Application must be printed or typed FEE SCHEDULE Location of Job: $0-$1,000=$15.00 __Zi?o MasY-e 1 IZoaCA Over$1,000= Street No. Street Lot No. $15.00 per$1,000 sov}A„ w wd—cky- or any fraction thereof Tenant Designation Apt. No. APPLICANT C h r 1 s i u p H e(- (�,rj t\', n APPLICANT ADDRESS Z.o() (Aa S k e i R o cA Sov+1-, w;nd5o r C-r o6o-7144 APPLICANT'S PHONE# (Ft(o o) ct 4q-+5 i to OWNER a.,Ii .1 WN S A Fq< OWNER ADDRESS 2-00 ,M&S K-el 12ge�d Soyk►• t,..;nc)}Sar 14 OWNER PHONE CS 0d�c?Lfq -Lt6l (n ESTIMATED COST$ `_i 0 UO IS THIS A CONTRACT COST? J Yes No FEE ENCLOSED$ TYPE OF JOB: l$ SOR-Co New Installation 1/ Alteration/Addition/Repair 5c� Revised 03/05/10 APPLICATION FOR ELECTRICAL PERMIT(Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A BUILDING PERMIT APPLICATION?)Z YES ❑ NO RESIDENTIAL CURRENT USE AND OCCUPANCY Res,de-a-h&( ❑ BUSINESS , 77 ❑ ASSEMBLY FUTURE USE AND OCCUPANCY Wei,devt-l4 ❑ EDUCATIONAL ❑ INSTITUTIONAL ENGINEER'S NAME �1 >cz s w(j c)d PHONE(903)61 A-y 00 eO 1Qy ❑ FACTORY ❑ STORAGE ADDRESS 3e geo-. ,- brook 20 cA ❑ GARAGE ❑ MIXED USE CITY STATE CT- ZIP 0 6&1 b (Other please specify) TYPE OF INSTALLATION/WIRING METHOD Te ,� o� roo�bp So��r (o u+il;{� ,v, SIZE OF SERVICE IMA SIZE OF MAIN CONDUCTORS (I 1 O NUMBERS OF METERS NUMBERS OF DISCONNECTS AND RATINGS I G A, Sblw NUMBERS OF PANELS NUMBERS OF DISCONNECTS REQUIRED?�4 YES ❑ NO NUMBERS OF LIGHT CIRCUITS Nj A NUMBER OF POWER CIRCUITS A NUMBER OF SWITCHES N I A NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES Nl A NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS pil& SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK �l e t n � � /2r0�C �54,�✓ � U��fli �r c, , CQ THE UNDERSIGNED HEARBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFOR- MANCE OF SUCH WORK lg6og3 CONTRACTORS LICENSE NO.. ( TYPE STATE SIGNATURE OF APPLICANT DATE Electric # 1460097 IPPLI�ATION FOR BUILDING PERMIT Plumbing# 200 Mask e oa HVAC# Date: Sprinkler# 14000024 FINAL APPROVALS Estimated Cost $ l7 Permit Fee $ Building COMPLETE RED BOXED AREAS Occupancy Fee $ Engineering TYPE OR PRINT ONLY Eng. Insp. Fee $ Affidavit Appr.forCO. - SIGN ON REVERSE SIDE A Total Fee $ 5 TO THE BUILDINrEPARTMENT, TOWN OF SOUTH WINDSOR, CT (Additional Cost) $ The undersigned hereby applies to do work according to the following: Applicant Cke-44ef-1300J7 LocationofWork_ '2 M LotNo. Applicant's Address ��� C�l��Val � f�C Tel # �1260—�I l iSF 1 Town_-Set U f;'N � L � Zip n 6 ZQ 1 Lic.# I—i �Ci 0 6-1`(2.�� Owner t��r\ — Architect Owner's Address 2-0u MA S lbzj— RCA Architect's Address Zip Zip Sq.Ft.New Area: 1 st FI. r C 2nd I. ('' 3rd FI. Total New Area Purpose of this permit 1 t� 1'� � 1 ��(��' re L_ fir-)a c,, City Water❑ Well ❑ Septic System G Sewer❑ 1�0r/�lt6(x)3P Ins: HO S&A Area Basement Garage Approved by Date I Use Group Construction Type Revised 1108 r 1 hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of ' South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this permit is asked,and agree that this building is to be located the er tan a from all street lines,side yard lines,and required distances from all other zones and is located in which this din d se is allowed. Signed I hereby apply for a Certificate of Occupancy for the r; ibed in this application for the permit. Signed _ DO NOT E BELOW THIS LINE INSPECTION COMMENTS • INSPECTION FIELD SHEET 07/09/14 • Printed by Peart, Dayshell 15 17 20 INSPECTION: 64405 FOOTING PERMIT: STATUS: APPLICATION: 201400036 LOC: 200 MASKEL ROAD SOUTH WINDSOR PROPERTY ID: 57900200 OWNER: LISOWSKI PETER J & AMANDA S CONTRACTOR: REQUEST BY: PROJ DESC: REFINISH BASEMENT FOR REC ROOM. WORK ORDER: INSPECTOR: ROSE RESULT: N/A REQUESTED: PRIORITY: SCHEDULED: COMPLETED: 07/09/14 UNPAID FEES 00 Date Time MILEAGE: 00 TIME TRAVEL ONSITE COMMENTS ALL INSPECTIONS: INSPECTED INSPECTOR RESULT INSP DESCRIPTION 07/09/14 ROSE N/A B002 FOUNDATION 07/09/14 ROSE N/A B003 FRAMING (ROUGH) KIM @ 860-829-8587 07/09/14 ROSE N/A B004 INSULATION KIM @ 860-829-8587 07/09/14 ROSE N/A B005 FIREPLACE / CHIMNEY 07/09/14 _ROSE__ _ N/A_ B006 WOOD / GAS STOVE 05/29/14 DOUG PASS BO10 FINAL '" KIM-@-860-829-8587• -_.._. ___._ 07/09/14 ROSE N/A E001 ELECTRIC SERVICE 07/09/14 ROSE N/A E002 ELECTRIC UNDERGROUND 07/09/14 ROSE N/A E003 ELECTRIC ROUGH 07/09/14 ROSE N/A P001 WATER HEATER REPLACEMENT 07/09/14 ROSE N/A P002 PLUMBING UNDERGROUND 07/09/14 ROSE N/A P003 PLUMBING ROUGH 07/09/14 ROSE N/A P004 PLUMBING GAS TEST DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT APPR VE 1540 SULLIVAN AVENUE -2511 EXT.230 Bldg.Pa- # 644 �-(o•� lv 1�{00002Y (Date) (Building Inspector) Application must be printed or typed FEE SCHEDULE Location of Job: Zoo 114456,l �,A $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000- $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT P 1 U►' ,6-,,,Y APPLICANT ADDRESS <l'L P4 j sSA */t APPLICANT PHONE# W N SFq OWNER Ro'lin — C�,r OWNER ADDRESS Lj ' Q i" C/J OWNER PHONE C = ESTIMATED COST $ 30ou IS THIS A CONTRACT,[jCOST? YES NO FEE ENCLOSED$ '/ 5- 0 0 TYPE OF JOB: (o q S �SOR•Cod New Installation _Alteration/Addition Repair �IL/V06 Revised 12/22/11 APPLICATION FOR PLUMBING PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A a RESIDENTIAL BUILDING PERMIT APPLICATION? ❑ YES ❑ NO O BUSINESS CURRENT USE AND OCCUPANCY O ASSEMBLY O MERCANTILE 0 EDUCATIONAL FUTURE USE AND OCCUPANCY O FACTORY O STORAGE ENGINEER'S NAME PHONE O GARAGE O MIXED USE ADDRESS (Other please specify) CITY STATE ZIP TYPE OF INSTALLATION SIZE OF MAIN DRAIN NO. OF TOILETS STYLE NO. URINALS STYLE NO. OF BATHTUBS I NO.OF SHOWERS NO. OF LAVATORIES I NO.OF CONDUCTORS SIZE NO.OF STACKS SIZE AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS NO.OF OTHER FIXTURES KIND ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW 0 YES O NO SIZE OF WINDOW IF NONE C.F.M.OF VENTILATOR SIZE OF DUCTS SEWER OR SEPTIC TANK SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER WATER HEATER: TYPE MANUFACTURER DESCRIPTION OF WORK _ jar Sin. . (' S:rk -}oAct fob , b"r S►� k �vlr+, jrl+o eX�S-� iti� d✓t �n ��, floor THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. 2,o422- � C1- CONTRACTORS LICENSE NO. J ^TYPE /STATE SIGNATURE OF APPLICANT /,'`"/'v DATE Z4- APPLICATION FOR ELECTRICAL PERMIT DEPARTMENT DECISION TOWN OF SOUTH WINDSOR PERMIT-# Application is hereby: BUILDING DEPARTMENT 14w-o,?-7 APP O 1540 SULLIVAN AVENUE rmit# 644-2511 ext. 230 t Bldg.net Date Building Inspector ) Application must be printed or typed FEE SCHEDULE �Location of Job: $o $1,000=$15.00 Mfrs �1�� Over$1,000= Street No. Street Lot No. $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT ---ff�ry-Qf APPLICANT ADDRESS �"L S r� C�-1 C.C,,\),/, tY-XA d APPLIC_ANT'S PHONE# OWNER. (� `�D11 I (� 19 ,Ok f�A�1 C ► an—) SOWN Sit OWNER ADDRESS 2 b T Y A� ICsz-9,- [ 4L�CAI—) O F OWNER PHONE q ESTIMATED COST$ 2 Q(�53 . U IS THIS A CONTRACT CO,ST7 Yes No FEE ENCLOSED$ q 5 ° • TYPE OF JOB: --�t7�j SOR-CO New Installation Alteration/Addition/Repair Revised 03/05/10 APPLICATION FOR ELECTRICAL PERMIT(Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED��TH A BUILDING PERMIT APPLICATION? WYES ❑ NO PRESIDENTIAL CUNT USE AND OCCUPANCY Cl BUSINESS ❑ ASSEMBLY FUTURE USE AND OCCUPANCY ❑ EDUCATIONAL ❑ INSTITUTIONAL ENGINEER'S NAME PHONE O FACTORY ❑ STORAGE ADDRESS ❑ GARAGE ❑ MIXED USE CITY STATE ZIP (Other please specify) TYPE OF INSTALLATION/WIRING METHOD SIZE OF SERVICE SIZE OF MAIN CONDUCTORS NUMBERS OF METERS NUMBERS OF DISCONNECTS AND RATINGS NUMBERS OF PANELS NUMBERS OF DISCONNECTS REQUIRED? ❑ YES ❑ NO NUMBERS OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK THE UNDERSIGNED HEARBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFOR- MANCE OF SUCH WORK )E- 1, 01 f�-9 -S-C)S �T- CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT DATE I 15 Electric # APPLICATION FOR BUILDING PERMIT Plumbing# 200 Ma s ke 1 Ro:y d Date: 77 of—G HVAC # Sprinkler# FINAL P OV - - 7 -0 9 6 6 - Estimated Cost $ 60 -_-- --- _ -- -- Permit Fee $ ' Building �� COMPLETE RED BOXED AREAS Engineering TYPE OR PRINT ONLY Occupancy Fee $ / �v� � g �i, Eng. Insp. Fee $ Affidavit - - -- - - - -- - 1 A r. for CO. ! SIGN ON REVERSE SIDE Total Fee $ TO THE BU DING DEPARTMENT,TOWN OF SOUTH WINDSOR, CT (Additional Cost) $ The undersigned hereby applies to do work according to the following: -: J Applicant W C- Location of Work c�04 rn l�slck�- ��Jt-i7 Lot No. Applicant's Address C lbw Ah1 - Tel.# � Town cS. (A)tAaW—, C .!k Zip O 6874— Lic.# I aol Owner '�i' A 44+� Architect Owner's Address .SYA-Al As- &fiN'C Architect's Address Zip Zip_. Sq. Ft. New Area: 1 st FI. 01 2nd Fl. 3rd FI. Total New Area c? Purpose of this permit_ City Wate? Well❑ Septic System❑ Sewer/ Ins: HO SP Cert. Area/ Q Basement ff 9T Garage Approved by Date -/ .-() Use Group Construction Type Revised 6/02 I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this permit is asked,and agree that this building is to be located the proper distance from all street lines,side yard lines,and required distances from all other zones and is located in whi h this building and use is allowed. v GN Signed �Ltj I hereby apply for a Certificate of Oc�yr�cy for the work cr ed in this application for the permit. Signed L, DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS Application 200701019 Location 200 MASKEL ROAD Inspect# Code Desc Date Inspector Result Code Comments 5565 B002 FOUNDATION 7/31/2007 MICHAEL ROSE PASS FTG DRAIN/DAMPROOFING 5566 B003 FRAMING(ROUGH) 8/21/2007 MICHAEL ROSE FAIL SEE TEXT FOR VIOLATIONS LIST 5567 B004 INSULATION 8/20/2007 MICHAEL ROSE PASS WALLS/PARIAL CEILING.CONTR.TO SUBMIT CERTIF. FOR BLOWN INS 5569 13010 FINAL 10/30/2007 MICHAEL ROSE PASS SEE TEXT 5570 E001 ELECTRIC SERVICE 10/16/2007 MICHAEL ROSE PASS OK TO RELEASE TO NU 5564 B001 FOOTING 7/9/2007 MICHAEL ROSE PASS 5571 E002 ELECTRIC UNDERGROUND 10/16/2007 MICHAEL ROSE PASS CONDUIT(STREET TO HOUSE) 7427 P003 PLUMBING ROUGH 8/13/2007 MICHAEL ROSE PASS PRESS.TEST ON WATER PIPES 5572 E003 ELECTRIC ROUGH 8/13/2007 MICHAEL ROSE PASS 5573 H003 HVAC ROUGH 8/13/2007 MICHAEL ROSE PASS 5574 P002 PLUMBING UNDERGROUND 8/8/2007 MICHAEL ROSE PASS 5575 P003 PLUMBING ROUGH 8/8/2007 MICHAEL ROSE PASS PRESS TEST ON WASTE NENTS-OK 5576 P004 PLUMBING GAS TEST 10/26/2007 MICHAEL ROSE PASS PROTECT EXTERIOR GAS PIPING FROM CORROSION 7416 B003 FRAMING(ROUGH) 8/16/2007 MICHAEL ROSE PASS REINSPECTION SITE COMPLIANCE CHECKLIST TOWN OF SOUTH WINDSOR,CONNECTICUT lP II ***** BUILDING PERMIT***** ADDRESS �rl'� (�11/e �� LOT/UNIT#_Reviewed bO y (Engineering) CONTACT/DEV Date Reviewed-4�L A&F� /Denied PH# Reviewed by (Planning) Date Submitted Date Reviewed 7 S ,' Approved Hied' In accordance with the Zoning and/or Subdivision Regulations, prior to the building of any structure on a lot,a Topographic Plot Plan shall be submitted for approval. The minimum requirements shall include: Approved Denied N/A �- 1. Name,address&phone number of owner/applicant 2. Name,address&phone number of plan preparer � 3. Zoning Information-i.e.zone,open space, floodway,street address 4. Plot Plan at 1"=40'scale a. Subdivision reference,abutting properties,etc. b. Easements of record C. Lot description,bearings,building lines, dim nces,area,etc. —� d. Contours,eAsting&proposed, 1 Or 2ft.interval where appropriate —� e. Building location with dimensions.Elevations of proposed finish floor,garage floor&centerline / of road at driveway ✓ f. Elevations of gravity drainage systems,sanitary &foundation drain at the house and the street g. Tentative utility location(gas,water,electric, 451 septic system,etc. h. Tide block with name&address of preparer, date,appropriate certification,live seal&live signature consistent with the Board of Registration requirements.(P.E.&LS.) _- 5. Sedimentation and erosion oontrol 6. Special Planning&Zoning,Inland/Wetlands considerations(Plans on file w/Town Clerk) COMMENTS: n� cir �r �-k vo .",4 SrJ l s/engineering/molloy/building compliance checklist rite MiTek POWER TO PERFORM.'" D MiTek Industries, Inc. [5 14515 North Outer Forty Drive Suite 300 AUG '13 NO-1 Chesterfield,MO 63017-5746 Re: 0706104J South Windsor BUILDING DEPARTMENT Mannarino-Lisowski The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Truss Tech Inc.-Stevenson. Pages or sheets covered by this seal: I12336515 thru I12336564 My license renewal date for the state of Connecticut is JANUARY 31,2008. ```��auunpu,,,,� x0%', CONNFc EfV No.17524 'Q A June 22,2007 Fox,Steve The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSIlTPI-1995 Sec. 2. I Job Truss Truss Type oty Ply Mannarino-Lisowski 11233651 0706104J LR11 MONO TRUSS 5 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 05468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:28 2007 Page 1 2.5x4 11 -0-10-0 2-0-4 g 0-10-0 2.04 Scale=1:8.2 4,00 F12 2 1 4 2-04 2-0-4 Plate Offsets X Y: 5:0-3-8,0-1-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2003rfP12002 (Matrix) Weight:7lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-4 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. REACTIONS (lb/size) 5=217/0-5-8,4=73/Mechanical Max Horz 5=91(LC 5) Max Uplift5=-158(LC 4),4=-45(LC 5) Max Grav5=248(LC 10),4=73(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54,2-3=-41/22,3-4=-60/43,2-5=-211/165 BOT CHORD 4-5=-32/19 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11,Exp C;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other 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 158 lb uplift at joint 5 and 45 lb uplift at joint 4. 1,111111tirttrr 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ``��•```OF CONI�/FII''�i,� standard ANSI/TPI 1. �. LOAD CASE(S) Standard C. 5 1 '• 1i ' 0.17 4 'Q NAt ,"tiff l I t1110 June 22,200 a WARMNG Var1(y design p-met-and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding , fabrication,quality control,storage,delivery,erection and bracing,consult ANSIIT►Il Quality Crffwio.DSB-89 and SCS11 Building Component 14515 N.Outer Forty.Suite#M Stifety Information available from Truss Plate Institute.583 D'Onofrfo Drive.Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/+' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 2. Truss bracing must be designed by an engineer.For 0-/16„ 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never Q WEBS C�v 4 stack materials on inadequately braced trusses. O �'� ��1 ; O 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate b h = designer,erection supervisor,property owner and plates 0-'nd'from outside 0- u U all other interested parties. edge of truss. 0 07-8 C6-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection, the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom Chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSIAPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet M11.7473 Job Truss Truss Type Qty Ply Mannarirw-L.isowski 11233651 0706104J LR1 ROOF TRUSS 5 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:27 2007 Page 1 TO.10T0 4-3-5 8-" 12-&11 174).0 17-10-Q 0-10-0 4-3-5 4-2-11 4-2-11 IrIf�1� �r 4,0�-0 5x8= D V Ir' � Scale=1:40.7 5 AUG 1 u "i eUjL South Wirrd%f e.00 ,2 2.5X4 .� LNG UEl�/� j�,4�ny� . cry 2.50 � 4 6 3 7 � 2 8 eId 5xa i 5x8.� 502 11 10 5x12 11 3X10= 6-0-0 17-0-o J 8.6-0 8-" Plate Offsets Y: 2:0-7-9 Ed18:0-7-9,Edgel LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.07 8-10 >999 240 MT20 197/1" TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.18 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 939 oc bracing. WEBS 2 X 4 SPF Stud'Except' 5-10 2 X 4 SPF No.2 SLIDER Left 2 X 8 SYP SS 2-8-3,Right 2 X 8 SYP SS 2.83 REACTIONS (Ib/size) 2=1047/0-5-8,8=1047/0-5-8 Max Horz2=352(LC 7) Max Uplift2=-479(LC 8),8=-479(LC 9) Max Grav2=1265(LC 3),8=1265(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/0,23=-1398/498,3-4=-1116/514,4-5=-930/464,5-6=-930/464,6-7=-1116/514,7-8=-1396/498,8-9=-18/0 BOT CHORD 2-10=397/978,8-10=-283/978 WEBS 4-10=-465/327,5-10=-230/458,6-10=-465/327 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf-40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. ``111,t►Illrrgrr�� his 7)TThissttruss has bess has en de designed signed for a lie load o.0 psf tf 20.Opsff on live the bottom chord in all areas where a live rectangle 3-"tall by 1-"wide will fit � pF CONI��C�''•,,� between the bottom chord and any other members. ��� REV EIV 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 479 lb uplift at joint 2 and 479 lb uplift at joint 8. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S)Standard 4 �Q ��'''•csS�ONAtENGO`�• ''r+rn1ut1%0" June 22,200 A WARMNG-Vw*V design pammvte and READ RO7E8 ON THIS AND ZW-WDED YIIEE REFERENCE PAGE J-7473 BEIORE 178E. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/r►It GuaMy Cdeda,DSM111 and K311 Widrp Component 14515 N.Outer Forty,Suite#300 Sdefy Information available from Truss Plate Institute,563 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator C I-2 72-3 bracing should be considered. 3. Never exceed the design loading shown and never o WEBS c3.' 4 stack materials on inadequately braced trusses. m S 0 O= •� ; ��� 3 4. Provide copies of this truss design to the building Kb a designer,erection supervisor,property owner and For 4 x 2 orientation,locate U plates 0-114'from outside a �' u U all other interested parties. o edge f truss. a- ~ c» c6-7 cs s O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MRek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek8i All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. i ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate POWER TO PERFORM." Connected Wood Trusses. MRek Engineering Reference Sheet MII-7473 j 1 Truss ,Truss Type Qty Ply Mannarirlo-Lisowski 11233651 0706104J LR10 MONO TRUSS 9 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 M7ek Industries,Inc. Fri Jun 22 06:28:28 2007 Page 1 -0-10-0 2-0-0 32.5x4 II 0.10-0 2-0-0 �. E T{ E ry J �n Il1_J IUI =1:12.3 AUG '1 3 i Ju1 8.00 52 South Windsor BUILDING DEPARTMENT 2.50 11 2 1 , 4 2 5x4 I 2-" 2 5x4 I I 2-" LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 5 >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 r1/a n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:9lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-M oc pudins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. REACTIONS (lb/size) 5=216/0-5-8,4=71/Mechanical Max Horz5=155(LC 7) Max Uplift5=-118(LC 8),4=-94(LC 7) Max Grav5=329(LC 3),4=102(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-94/49,3-4=-90/65,2-5=-306/151 BOT CHORD 4-5=-51/59 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed,MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other 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 118 lb uplift at joint 5 and 94 lb uplift at joint 4. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced `1111N11rlfrrlhr1 standard ANSIfTPI 1. ��`��o�C0NNFer.,,,, LOAD CASE(S) Standard o. 752 2 June 22,200 a WARNING-Verify deelyn pan¢meten and READ NOTES ON THIS AND INCLUDED A97TEK REFERENCE PAGE AC7.7473 BEFORE USE. M Design valid for use only with Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Welk is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/711`11 Quality Criteria,DSB-89 and ICSII building Component 14515 N.Outer Forty,Sub 83W Safety Information available from Truss Plate Institute,583 D'Onolrio Drive.Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C I-2 C2-3 3. Never exceed the design loading shown and never WEBS c3v 4 stack materials on inadequately braced trusses. O ��� 3 ly 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U Kb + = designer,erection supervisor,property owner and �` v plates 0-1/4'from outside 0- U all other interested parties. edge of truss. O c7$ co-? cse CL 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint 8 7 6 5 required direction Of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. B. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is anon-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green treated lumber may pose unacceptable environmental, health or performance risks.Consult with Industry Standards: project engineer before use. ANSIAPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTeke and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheen MII-7473 Job Truss Truss Type Oty Py Mannarino-Lisowski 11233651 0706104J LR12 MONO TRUSS 1 1 Jab Reference iorral Truss Tech.Inc,Morroe,CT 06468 6.6W s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:29 2007 Page 2.5z4 11 �10-14 2-1-12 a 0-10-14 2-1-12 (f11 E O U�n I le=1:8.1 3.87 12 Iv i c, IJrou 2 outh Windsor NG DEPARTMENT 4 2-1-12 2-1-12 Plate Offsets Y: 5:0-"0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 4 Na Na BCDL 10.0 Code IRC2003ffP12002 (Matrix) Weight:7lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS (lb/size) 5=233/0-5-8,4=78/Mechanical Max Horz5=89(LC 5) Max UpIdt5=-171(LC 4),4=-43(LC 5) Max Gravy=267(LC 10),4=78(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54,2-3=-42/27,3-4=-"46,25=-227/178 BOT CHORD 45=54/20 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf-,BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psi(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 1.0-0 wide will fit between the bottom chord and any other 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 171 lb uplift at joint 5 and 43 lb uplift at joint 4. ,11111111I1rr►rrr 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ` 0% CO... standard ANSIITPI 1. �� �QF • �O '�. LOAD CASE(S)Standard C* Off•;G .17 ENS s�ONALENG�`�°` 'rrrgnriugttU��� June 22,200 WARM YU-VeriJjr demon parameters and READ NOTza oN TRIB AND INCLUDED juTEE REFERENCE PAGE AM 7473 BEFORE USE. �- Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown M iTe is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSIMIl Gully CdNda,DSt•s9 and/CSII Wilding Component 14515 N.Outer Forty,Suite#300 Sahty Informallon available from Truss Plate Institute,5113 D'Onotrio Drive-Madison.wl 53719. Cheslerlbl l MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y offsets are indicated. 1 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. CI-2 C23 IN WEBS c� 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. 0 ��� ; � 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-I/I6'from outside 0- �'° U U all other interested parties. edge of truss. a g c�e co- cse O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MITek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 width measured perpendicular NUMBERSAETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTi ekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. � ANSI/TPI1: National Design Specification for Metal M, ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. I T e and pictures)before use.Reviewing pictures alone DSB$9: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233651 07061D4J LR13G GABLE 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:30 2007 Page 1 -0-10-0 6-6-0 13-0-0 13.10-0 0-10-0 6-6-0 6-6-0 0I-10�-0Jq 6 5 AUG 'i E 0 3LUUI South Windsor 8.00 12 6 BUILDING DEPARTMENT a 9 3 3x4 II 3x4 II 10 2 71 Io 111 ILi r LJ L-1 13-M _ i 13-0-0 Plate Offsets X Y: 6:0-2-O,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.00 11 n/r 120 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2003rrPI2002 (Matrix) Weight:58lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 19=201/13-M,12=201/13-",13=206/13-M,14=259/13-M,15=201/13-M,18=206/13-0-0,17=259/13-M,16=201/13-M Max Horz 19=-303(LC 6) Max Upliftl 9=-1 57(LC 6),12=-114(LC 7),13=-220(LC 9),14=-183(LC 9),15=-15(LC 6),18=-230(LC 8),17=-180(LC 8),16=-41(LC 7) Max Grav 19=311(LC 3),12=311(LC 4),13=298(LC 4),14=376(LC 4),15=275(LC 4),18=298(LC 3),17=376(LC 3),16=275(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-164/174,3-4=-75/166,4-5=-86/257,5-6=-40/213,6-7=-40/214,7-8=-86/237,8-9=-75/147,9-10=-116/125, 10-11=0/95,2-19=-289/126,10-12=-289/132 BOT CHORD 18-19=-99/168,17-18=-99/168,17-20=-99/168,16-20=-99/168,15-16=-99/168,15-21=-99/168,14-21=-99/168, 13-14=-99/168,12-13=-99/168 WEBS 9-13=-267/204,8-14=-316/213,7-15=-211/23,3-18=-267/208,4-17=-316/212,5-16=-212/49 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp C;enclosed,MWFRS gable end zone;cantilever left and right exposed,end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category II;Exp C;Fully Exp.;Ct=1.1 `y111ttillltrlt/I// ow ads have 6)This tlrussehasnbeenodesigned for gr greater of miin for rroof live load design. of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs ``���OF CdNNFCT'i�,, non-concurrent with other live loads. �:\`P•;��J EN/gip•• �[1 ''.� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 Co •. 0 f'•,G 8)All plates are 2.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 11)Gable studs spaced at 2-M oc. = 52 •:Q 12)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit 11lr✓ between the bottom chord and any other members. ''� ,t ��CFNS0• 13),220dlb plat joint 3n 1 3tlon(by b upl ft at joint 14,15 Ib uplift at oint plate 15,230 Ib of plift at oint 8,1 0 lb uping 157 lb lift at joint at joint 17114 and141 buplift uplift at joint 12 Will- joint t�NG 16. 14)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced June 22,2007 ConthlibIB"g /JPI1. WARNING Vcrlfy d—tgn parameters and READ NOTES ON THIS AND INCLUDED AfITEE REFERENCE PAGE NH-7473 BEFORE USE. y Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. J Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is Me responsibillity,of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►Il Quality Criteria,OSB-69 and BCSIi Building Component 14515 N.Outer Forty Sufis A300 Safr ty Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Chesterfold,MO63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSII. 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C I-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never WEBS Do,�� 4 stack materials on inadequately braced trusses. OO u � 3 ��� O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U = designer,erection supervisor,property owner and plates 0-Ind'from outside a u U all other interested parties. edge of truss. 01 1 c7-8 C6-7 Cs-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 software or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%,at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LE TERS. width measured perpendicular responsibility of Truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 1 B.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI I: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek" and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mtrek Engineering Reference Sheet:Mll-7473 i L Job Truss Truss Type aty Ply Mannarino-Lisowski 11233651 0706104J LR13G GABLE 1 1 IJob Reference optional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc Fri Jun 22 06:28:30 2007 Page LOAD CASE(S)Standard AUG South Windsor 13UILDING DEPhRTMEN7- A WARMNO-Verllltr des4n parameters and READ NOTES ON THIS AND INCLUDED 1QTEE REFERENCE PADS MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibliy of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quallly Cdhrla,DSB-89 and 6CSI1 Bullding ComponeM 14515 N.Outer Forty SuI M Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.wl 53719. Chesterfield,MO63D1M i17 1� Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. O 1/T�, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never o WEBS �a4 4 stack materials on inadequately braced trusses. O �!> 3 ��� 3O 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate c designer,erection supervisor,property owner and plates 0-'/,6'from outside a � u =U all other interested parties. edge of truss. C7-8 C6-7 c5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. PRODUCT CODE APPROVALS LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. M,T e and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM:" ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 Job Truss Truss Type Oty Ply Mannarino-Lisawski 112336520 0706104J LR14 ROOF TRUSS 12 1 Jab Reference I Truss Tech.Inc,Monroe,CT 06468 8.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:31 2007 Page 1 1-11210 6.6-5 13-0-0 19.5.11 26-0-0 4:10{0 0-10-0 6-6-5 6-5-11 6-6-11 6-" 0-10-0 8x12 Scale=1:63.2 5 8.00 12 2.5x4 2.5xa a 6 rz 3 7 cy 1 2 6 N ad] 7x12 11 ax8/ 13 14 12 15 1611 10 17 18 4x8\\ 7x12 II i \ 4x8 i 4x8= US= 4x8\ 4x6= 8-0-3 17313 26-0-0 8-8-3 8.7-9 8-8-3 Plate Offsets Y: 2:0-7-9 E 5:0-9-0 0-1-12 [8:0-7-9,Edgel LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.29 10-12 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.89 Vert(rL) -0.45 10-12 >696 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(rL) 0.07 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:117lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-0-9 oc bracing. WEBS 2 X 4 SPF No.2'Except' 4-12 2 X 4 SPF Stud,6-10 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 4-0-7,Right 2 X 6 SPF 165OF 1.5E 4-0-7 REACTIONS (lb/size) 2=1746/03-8,8=1746/03-8 Max Horz2=519(LC 7) Max Uplift2=-693(LC 8),8=-693(LC 9) Max GIav2=2052(LC 3),8=2052(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=18/0,23=-2552/780,3-4=-2125/804,45=-2163/922,54=-2163/923,6-7=-2125/804,7-8=-2550/780,8-9=-18/0 BOT CHORD 2-13=554/1869,13-14=-654/1869,12-14=-654/1869,12-15=-254/1230,15-16=-254/1230,11-16=-254/1230, 10-11=-254/1230,10-17=-474/1869,17-1 8=-474/1869,8-1 8=-474/1869 WEBS 4-12=-729/527,5-12---41/1115,510=-441/1115,6-10=-729/527 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs ``1putltlutrrrrr non-concurrent with other live loads. ������ F GONIy ���/ii 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� �O 1��+� Ai�� 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit `�tiP•;REV EN ** ��Giii between the bottom chord and any other members. 9 -► J, y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 693 lb uplift at joint 2 and 693 lb uplift at joint -4y: 8. * � •t * = 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 's •�Q: LOAD CASE(S)Standard ����,t�•�:CENSE�• NA rot June 22,200 A WARIy/N0-Verb design parannEen and muD NDT=ON Tms AND nwzv ED mn=RBPBRcmc PADS MU 7473 BBP9RB uss Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding e,n.reroea- fobrication,quality control,storage,delivery,erection and bracing,consult ANfI/T►II CuaMy Criteria,DA-119 and 6C511 Warp Componerd 14515 N.Outer Forty,Suite M300 SaNfy Intarrsaflon available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Chestarf"MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. Ct-2 C2-3 3. Never exceed the design loading shown and never o ;X! Aa- 17, c�. 4 stack materials on inadequately braced trusses. u �•� 3 �O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U = designer,erection supervisor,property owner and all other interested parties. plates 0-1/,6"from outside a_ U edge of truss.g rO c7 a cea cs e O S. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSIAPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 1 Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. IS.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. �' and pictures)beforg use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate POWER To PERFORM.' Connected Wood Trusses. MITek Engineering Reference Sheet-MII-7473 1 Job Truss Truss Type Qty Ply Mannarino-Lisowski 112336521 0706104J LR14G GABLE 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:32 2007 Page 1 -Vp1 6-6-5 13-" 19-5-11 26-0-0 26-10r0 0-10-0 6-6-5 6-5-11 3x10 6-5-11 6-6-5- 0-D-0 = \\ '� I Scale=1:66.2 8x12 South Windsor e0o F12 BUILDING DEPARTMENT 4 6 3 7 2 8 N O O 7x12 II 4x6\\ 7X12 II 17 16 15 14 138 12 3911 10 40 41 i \ 4x6 i 4x6= 3x4= 4x8\ 4x6 4x6= i 8-8-3 17-3-13 26-" 8-8-3 8-7-9 8-8-3 Plate Offsets X Y: 2:0-7-9 Ede 5:0-5-0 0-6-12 5:0-9-0 0-1-12 8:0-7-9,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.13 8-10 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.28 8-10 >553 180 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2003/fP12002 (Matrix) Weight:182lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purfins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 5-14 4-14 2 X 4 SPF Stud,6-10 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud'Except* 5-12 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF 165OF 1.5E 4-0-7,Right 2 X 6 SPF 165OF 1.5E 4-0-7 REACTIONS (Ib/size) 2=617/13-3-8,14=1174/13-3-8,8=1188/0-3-8,1 2=1 6011 3-3-8,13=87/13-3-8,15=90/13-3-8,16=55/13-3-8, 17=113/13-3-8 Max Horz2=519(LC 7) Max Uplift2=-381(LC 8),14=-495(LC 8),8=-592(LC 9),17=-63(LC 8) Max Grav2=910(LC 3),14=1174(LC 1),8=1592(LC 4),12=168(LC 4),13=98(LC 13),15=93(LC 3),16=74(LC 14),17=136(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/0,2-3=-930/415,3-4=-436/437,4-5=-499/525,5-6=-1414/766,6-7=-1334/645,7-8=-1786/621,8-9=-18/0 BOT CHORD 2-17=-380/521,16-17=-380/521,15-16=-380/521,14-15=-380/521,14-38=-145/485,13-38=-145/485,12-13=-145/485, 12-39=-145/485,11-39=-145/485,10-11=-145/485,10-40=-325/1270,40-41=-325/1270,8-41=-325/1270 WEBS 4-14=-848/564,5-14=-921/100,5-10=471/1082,6-10=-810/542 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=251ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone,cantilever left and right exposed,end vertical left and right exposed; Lumber 60L=1.33 plate grip DOL=1.33. t1111tIIl IrIrl� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable CpNN�'''z., End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate ��� P EV EN F'•• �C+ '�.� DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 0� Of'• G 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. — 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o. 752 8)All plates are 2.5x4 MT20 unless otherwise indicated. Q 9)Gable studs spaced at 2-M oc. 10) ss has been chord and designedfora live other load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between ''•,i�Fs'S+�NA'1�NG���•`` 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 381 lb uplift at joint 2,495 lb uplift at joint 14, 592 lb uplift at joint 8 and 63 lb uplift at joint 17. June 22,2007, Continued on page 2 a WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED JUTE%REFERENCE PAGE NII-7473 BEFORE USE. • Design valid for use only with M7ek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIT Quality CdWa,DS6.69 and BCSIt 6uMnq Component 14515 N.Outer Forty,Suite M300 Safety Idarmallon available from Tans Plate Institute.583 D'Onotrio Drive.Madison,WI 53719. ChesterBeW,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 01/ „ 2. Truss bracing must be designed by an engineer.For - 16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C1-2 C2-3 bracing should be considered. WEBS 771 A043. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 504. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-Vii'from Outside a. U all other interested parties. edge of truss. c7 a c�7 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the B 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MfTek 20/20 Software or upon request. 8. Unless otherwise noted.moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 p 10.Camber is a non-structural consideration and is the width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or FSR-1311,ESR-1352,ER-5243,96046, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. s 18.Use of green or treated lumber may pose unacceptable Eggenvironmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek I and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSOPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MtTek Engineering Reference Sheet:MII-7473 Job Truss Truss Type 1(:)ty Ply I Mannarnto-Lisowski 112336521 0706104J LR14G GABLE 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:33 2007 Page NOTES 12)This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S)Standard A WARM'NO-Vert k design parameters and READ NOTES ON TTIIB AND DWLUDSD WTSR REFERENCE PAOE AW-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer-not tans designer.Bracing shown M iTe k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding e-—.-- fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMII GualHy CdIMa,DSB-89 and SCSII Sulding Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by on engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator A, 3. bracing should be C I-2 CZ-3 WEBS c3 4 Never exceed the design loading considered. shown and never p , stock materials on inadequately braced trusses. O= � ��� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U =b designer,erection supervisor,property owner and �' ` all other interested parties. plates 0-na'from outside � � U T'O edge of truss. a g ~ c7 a cb-7 c5-6 O 5. Cut members to bear tightly against each other. r- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 O rU55 FUSS ype Mannanno-Lisowski 112336522 0706104J LR14GR ROOF TRUSS 1 4 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Mar 8 2007 MiTek Industries,Inc. Fri Jun 22 07:29:33 2007 Page 1 - iop 4-10-9 B-2-4 13-" 17-0-11 21-1-7 26-" 0-10-0 4-10-9 3-3-11 4-9-12 5x12 II 4.0-11 4-0-11 4-10-9 Scale=1:60.9 8-00 F12 0 jL 6 i 6 4x12 5 5x8 AUG 7 South Winds;or 4 BUILDING DENARTMLti'l 3x6 i sxe 3 8 9 :112 'o 0 802= 15 14 16 17 18 13 19 120 11 21 22 10 23 24 8x12'Z� 3x6 II 1004= 1204= 6x8= 300 11 8x12= 4-10-9 8-2-4 { 13-041 17-0-11 21-1-7 26-0-0 4-10-9 3-3-11 4-9-12 4-0-11 4-0-11 4-10-9 Plate Offsets X,Y: 2:0-0-1,0-1- 9:0-1-14,0-2-12, 11:0-3-8,04-0, 14:0-7-0,0-6-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.19 13-14 >999 240 MT20 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.27 13-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:8461b LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2 X 8 SYP SS BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud'Except* 4-14 2 X 8 SYP SS,4-13 2 X 4 SPF No.2,6-13 2 X 4 SPF 210OF 1.8E 7-13 2 X 4 SPF No.2 WEDGE Left:2 X 8 SYP SS,Right:2 X 8 SYP SS REACTIONS (lb/size) 9=17391/0-5-8,2=14549/0-5-8 Max Horz 2=511(LC 7) Max Uplift 9=-6201(LC 9).2=-5565(LC 8) Max Grav 9=17648(LC 4),2=14862(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27,2-3=-22925/8515,34=-23027/8695,4-5=-16877/6239,5-6=-16651/6260,6-7=-16840/6261,7.8=-20715/7463, 8-9=-25083/8819 BOT CHORD 2-15=-6747/17885,14-15=-6747/17885,14-16=-7056/19007,16-17=-7056I19007,17-18=-7056/19007, 13-18=-7056I19007,13-19=-5910/17081,19-20=-5910/17081,12-20=-5910/17081,11-12=-5910/17081, 11-21=-6809/19649,21-22=-6809/19649,10-22=-6809/19649,10-23=-6809/19649,23-24=-6809/19649, 9-24=-6809/19649 WEBS 3-15=-596/233,3-14=-813/2035,4-14=-3888/9340,4-13=-7952/3440,6-1 3=-6 504/1 7701,7-13=-5805/2121, 7-11=-2327/6777,8-11=-3456/1345,8-1 0=-1 861/5506 NOTES 1)4-ply truss to be connected together with Simpson SDS 1/4 x 6 screws as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. �11111 I I IffIfIl Bottom chords connected as follows:2 X 8-2 rows at 0-6-0 oc. � ```QF CONNF''�''zi Webs connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 8-2 rows at 0-8-0 oc. ��� !� Attach chords with 1/2 inch diameter bolts(ASTM a-307)with washers at 2-M on center. ``�Q;REV EN FQ•. �C'G'� 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to .• °9 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-02,120mph,h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS gable end zone,cantilever left and right exposed;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. = o. 17524 ` 5)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 O'•,�� O:•'��Q�� Plate DOL=1.15),Category 11;Exp C;Fully Exp.;Ct=1.1 '��� r�;•.CENSE•• 7)This tlruss has been eno f designed for greater of min roof live loadn of 16.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs "'Will non-concurrent with other live loads. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 22,2007 Continued on page 2 WARNING-V.,(N d—igrt parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE III-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storoge,delivery,erection and bracing.consult ANSI/T►II Quality Criteria,DSO-89 and BCSI1 SuRdtng Component 14515 N.Outer Forty Suke 0300 Safety InfornwBon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,M063017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 C2-3 bracing should be considered. Nca 3. Never exceed the design loading shown and never WEBS stack materials on inadequately braced trusses. O ��� ��� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate CJdesigner,erection supervisor,property owner and plates 0-'r16"from outside � U all other interested parties. edge of truss. a g `— c7 a cs cse O 5. Cut members to bear tightly against each other. r— BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. • 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal Ill,Review all portions of this design(front,back,words Plate COMQCt Wood T(USS COnStrUCtiOn. MiTeke and pictures)before use.Reviewing pictures alone DSB-89: Design Standardrd for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet:MII-7473 i Job Truss r'SS type ]C17 Mannartno-Lisosyskl 112336522 0706104J LR14GR ROOF TRUSS 4 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 a Mar 8 2007 MiTek Industries,Inc. FA Jun 22 07:29:33 2007 Page 2 NOTES 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6201 lb uplift at joint 9 and 5565 lb uplift at joint 2. 11)This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated toad(s)8565 lb down and 3798 lb up at 8-2-4,2701 lb down and 784 lb up at 10-0-12,2620 lb down and 808 lb up at 12-0-12,2598 Ib down and 828 ib up at 14-0-12,25361b down and 8451b up at 16-0-12,2446 Ib down and 849 Ib up at 18-0-12, 2446 Ib down and 849 Ib up at 20-0-12,and 2446 Ib down and 849 Ib up at 22-0-12,and 2446 Ib down and 849 Ib up at 24-0-12 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Snow.Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-0=94,6-9=-94,2-16=20,16-17=-60,17-20=20,11-20---00,9-11=20 Concentrated Loads(lb) Vert 12=2536(B)14=-8565(B)17=-2701(B)18=2620(B)19=2598(B)21=-2446(B)22=2446(B)23=-2446(B)24=-2446(B) A WARMNO-Vert&des4n paramrMn and READ NOTES ON THIS AND INCLUDED WTES REYr" CE PADS AM 7473 HEPORE US& Design valid for use only with Mii7ek connectors.This design's based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/RI Quality CrIterla,DSB-89 and 5CSI1 bullring Component 14515 N.Outer Forty Suite#300 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/;' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. „ 2. Truss bracing must be designed by an engineer.For 0"/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 C2-3 bracing should be considered. WEBS c� 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. O u ��� ; ��� i O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U 'c j designer,erection supervisor,property owner and a' U all other interested parties. plates 0-1/,6"from outside o_ � U p edge of truss. c7a c6-7 csa O 5. Cut members to bear tightly against each other. 0- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings g 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1=11=1® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek" and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSIRPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type oty Ply Mannarino-Lisowski 112336523 0706104J LR15GR ROOF TRUSS 1 2 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MITek Industries,Inc. Fri Jun 22 06:28:36 2007 Page 1 -Q 10-,0 3.2-15 5-11-10 1 8-8-4 11-2-12 i 14-" 18-0-0 22-5-8 23-31 0-10-0 3-2-15 2-8-10 2-8-10 2-6-8 2-9-4 4." 4-5-8 0-1lljti r 4x6 11 _ L J l� j Scale=1:52.6 7 AUG 7x12 7x12 South Windsor 6 8 BUILDING DEPARTMEW 8.00 FIT 3x6 5 6xe 3x6 g 4 t0 3 12 11 1� 5x8 II 19 18 17 16 20 15 21 14 22 13 23 12x14 3x4'i 3x6 11 4x6= 10x14= 12x14= 12x14= 4x12 II 402�� OV 3-2-15 5-11-10 F 84" 11-2-12 1 14-" t8-0 0 22-5.8 0-0-8 3-2-7 2-8-10 2-8-10 2-6-8 2-9-4 4-M 4-5-8 Plate Offsets X,Y: 2:0.4-5,0-0 6:0-5-12,0-1-12 11:0-1.6 0-2-0 14:0-3-8 0-6 0 16:0-4-3 0-0-4 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.14 13-14 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.20 13-14 >821 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code IRC2003rTP12002 (Matrix) Weight:359lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc pudins. BOT CHORD 2 X 8 SYP SS BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2 X 4 SPF Stud*Except* WEBS 1 Row at midpt 8-15 6-16 2 X 6 SPF 1650F 1.5E,6-15 2 X 4 SPF No.2,7-15 2 X 4 SPF No.2 8-15 2 X 4 SPF No.2,8-14 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 1-10-8,Right 2 X 10 DF No.2 2-7-4 REACTIONS (lb/size) 2=23/0-3-0,11=7297/0-5-8,16=11688/0-5-8 Max Horz 16=-446(LC 6) Max Uplift2=-392(LC 4),11=-2936(LC 9),16=-5031(LC 8) Max Grav2=308(LC 3),11=7680(LC 4),16=11688(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/9,2-3=-206/602,3-4=-198/633,4-5=-355/900,5-6=-195/557,6-7=-2981/1461,7-8=-3132/1451,8-9=-6129/2505, 9-1 0=-9721/3735,10-11=-9890/3701,11-12=0/9 BOT CHORD 2-19=-495/229,18-19=-495/229,17-18=-495/229,16-17=-733/484,16-20=-404/507,15-20=-404/507,15-21=-1890/5041, 14-21=-1890/5041,14-22=-2850/7823,13-22=-2850/7823,13-23=-2850/7823,11-23=-2850/7823 WEBS 4-18=-202/319,4-17=-603/421,5-17=-848/417,5-16=-367/634,6-16=-9086/3824,6-15=-3127/7722,7-15=-1467/3111. 8-15=-6207/2591,8-14=-2686/6701,9-14=-3685/1484,9-13=-1544/4309 NOTES 1)2-ply truss to be connected together with 10d(0.131"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 8-2 rows at 0-3-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. tt1111ttI11t1II 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply `\� GpNNF'T•, connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� ! 3)Unbalanced roof live loads have been considered for this design. A,.` V EN F'••, �C+ -�� O 4)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11,Exp C;enclosed;MW FRS gable end zone;cantilever left �:. 5 �V +. G and right exposed;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 5)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp C;Fully Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. o, 75 4 •=QZZ 7)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs (v non-concurrent with other live loads. �'%��,C•'��CNSE�'���\�.`� his truss has th any ive loads. 9)TThis truss has been designed fo for a 10.0 psf bottom chord r a Hive load of 20.psf onve load the bottom hord inent n all alreas whetre aer 1 rectangle 3-8-0 tali by 1-M wide will fit ',''z"ss f"NAi IENG between the bottom chord and any other members. 10)Bearing at joint(s)16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity June 22,200 , Contf�t�9A � � a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED➢DTEK REFERENCE PAGE MU-7473 BEFORE USE. • Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/19il Quality Crtterla,DSB•89 and BCS11 Building Component 14515 N.Outer Forty Suite X= Safety Irdarma#on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,Wl 53719. Chesterfield,MO 0=7 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator bracing should be considered. C I-2 C2-3 3. Never exceed the design loading shown and never o WEBS Dcz'zo4stack materials on inadequately braced trusses. 0 OO U �•� 3 ��� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U = designer,erection supervisor,property owner and plates 0-'hd' from outside o u U all other interested parties. edge of truss. 0 c7 e co- CS-60 5. Cut members to bear tightly against each other. �- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In M1Tek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of buss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purfins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed.unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 M7ekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use been or heated lumber may pose unacceptable environmental, nmental,health or performance risks.Consult with Industry Standards: 0 project engineer before use. ANSI/TPI1: National Design Specification for Metal M,T 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. e and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mrrek Engineering Reference Sheet:Mll-7473 I Job Truss Truss Type Oty Ply Mannarino-Lisowski 11233652 0706104J LR15GR ROOF TRUSS 1 2 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 D6:28:36 2007 Page NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 392 lb uplift at joint 2,2936 lb uplift at joint 11 and 5031 lb uplift at joint 16. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2397 lb down and 1112 lb up at 10-1-4,2439 Ib down and 986 Ib up at 11-2-12,2426 Ib down and 1122 Ib up at 12-2-4,2369 Ib down and 1005 Ib up at 14-2-4,2244 Ib down and 878 Ib up at 16-24,2244 Ib down and 766 Ib up at 18-2-4,and 2172 lb down and 848 lb up at 20-2-4,and 116 lb up at 2-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-94,7-12=-94,2-11=-20 Concentrated Loads(lb) Vert:15=-2439(B)14=-2369(B)13=-2244(B)20=-2397(B)21=-2426(B)22=-2244(B)23=-2172(B) WARMNG-Vert/y design parameter and READ NOTES ON THIS AND INCLUDED AGTEE REFERENCE PAGE A117 7473 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Welk is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/1911 Quality CrBeft.DS6.69 and M211 6u"ng Component 14515 N.Outer Forty,8ulle 0300 Sdety Idormaron available tram Truss Plate Iruhdute,583 D'Onohio Drive,Madison,M 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/i' Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 0 1/1�, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator bracing should be considered. C 1-2 772-3 I WEBS c� 4 3. Never exceed the design loading shown and never 0 , stack materials on inadequately braced trusses. 0 O u �!� 34.; O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U ,b _ designer,erection supervisor,property owner and plates 0-I/Id'from outside a _X' 3 U all other interested parties. a ed of truss. a- g ~I c7-e c6-7 cs 6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 1 l.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS i indicated are minimum plating requirements. LATERAL BRACING LOCATION [CC-ES Reports: 1 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or pudins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and Pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSIAPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 �I Job Truss Truss Type Qty Ply Mannarino-Usawski 11233652 0706104J LR16GR ROOF TRUSS 1 Z Job Reference Truss Tech.Inc,Monme,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:37 2007 Page 5-33 10-2-13 15-2-6 193-8 24-7-9 1.10 5-3-3 4-11-11 4-11-11 4-1-0 5-4-1 1 4 6 4x8= Stele=1:75.3 5x8= {( ` ! 5 6 AUC-, South voindsor 8.00 F12 3x8 i 2.5x4 BUILDING DEPARTMENT // 4 7 2.60\\ 7x12= 3 8 17 18 9 2 cq} a 4x12 II 4x8 18 19 20 15 14 21 13 22 12 11 10 4x6 3x4= 4x6= 4x6= 5x8= 5x8= 5x8 II 3x10= r 7-9-0 15-2.8 22-7-1 29-11-10 34-6-0 7-9-0 7-5-8 7-4-9 7.4-9 4.6-6 Plate Offsets 1:05-8 Ed 5:03-12 0-2-0, 6:0-5-12 0-2-0 9:0-5-8 Ed 10:E 0-2-4 11:0- 8 0-2-8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.10 12-14 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.26 Vert(rL) -0.16 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.04 10 Na n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:411 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc pudins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* 3-16 2 X 4 SPF Stud,8-11 2 X 4 SPF Stud,9-11 2 X 4 SPF Stud OTHERS 2 X 6 SPF 165OF 1.5E SLIDER Left 2 X 6 SPF 165OF 1.5E 3-23 REACTIONS (lb/size) 1=2163/05-8,10=10033105-8 Max Horz 1=706(LC 7) Max Uplift1=300(LC 8),10=3778(LC 7) Max Grav 1=2654(LC 3),10=12992(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=3841/1111,23=3602/1132,3.4=-3390/1163,4-5=-2546/999,5-6=-1947/938,6-7=-2917/1103,7-8=3144/982, 8-17=-2831/829,17-18=-2829/829,9-18=-2828/829,9-10=-12833/3754 BOT CHORD 1-1 6=-1 02412877,16-19=-810/2504,19-20=-810/2504,15-20=-810/2504,14-15=-810/2504,14-21=-510/1887, 13-21=510/1887,13-22=510/1887,12-22=510/1887,11-12=-723/2923,10-11=-133/198 WEBS 3-16=385/351,4-16=-225/524,4-14=-993/582,5-14=306/866,6-14=449/573,6-12=-334/1222,7-12=-706/332, 8-12=534/233,8-11=-23381727,9-11=-956/3491 NOTES 1)2-ply truss to be connected together with 10d(0.131"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 4-1 row at 0-9-0 oc. 11111111111rrrr 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply /r����'' connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. :o� .0 3)Unbalanced roof live loads have been considered for this design. `.� X;%jEN A- 4)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf; .BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left 0 .G and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. ? .1752 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i��,t��'•�L'gNSE•��\a�4`.� 9)bThis hlwe truss en the as been e n�and�other I�� :Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-"wide will fit ii� SS�f�At 10)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. June 22,200 Continued on paoe 2 A WARMAi-VerUf deelyn parametav and READ NOTES ON MS AND 1NCLUMD AUTEE REPPJJIENCE PAOB AM 7473 PEPORE 119C Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire k 4 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding o�" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Ml QuaNy CrI1Ma,DSD-89 and BCSII 5uWn0 Component 14515 N.Outer Forty.Suds#300 SakV InfornwMon available from Truss Plate Institute,5113 D'Onofrio Drive.Madison.WI 53719. ChesteAfea MO 63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator should be considered. C 14 C4-3 bracing 3. Never exceed the design loading shown and never WEBS c�, 4 stack materials on inadequately braced trusses. Oz �'� ��� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U ►p 1 = designer,erection supervisor,property owner and plates G-1/,P from outside 0- �' v U all other interested parties. edge of truss. °- g ~r C7-8 c6-7 C5-6 10 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MRek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sue,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 Job Truss Truss Type Oty Ply Mannarino-Lisowski 11233652 0706104J LR16GR ROOF TRUSS 1 2 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06,M 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:37 2007 Page NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 800 lb uplift at joint 1 and 3778 lb uplift at joint 10. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referent standard ANSIrTPI 1. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10080 lb down and 3341 lb up'at 34-3-4,and 327 lb down and 57,lb up at 3054,and 327 lb down and 57 lb up at 32-5-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Snow.Lumber Increase=1.15,Plate Increase=1.15 �j AUR ( `' t A Uniform Loads(plf)Vert:15 SOt!)1�vyM =-94,5.6=-94,6-8=-94,8-9=-94,1-19=-20,19-20=-60,20-21=-20,21-22=-60,10-22=-20 BUILD] Concentrated Loads(lb) M �S Vert:9=-7487 17=-247(F)18=-247(F) A WARNING-Ver f/y design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU 7473 BEPORE USE. .— Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMI'l Quality Cdlerb,DSB-tit and BCSll Bulding Component 14515 N.Outer Forty Bab 1/300 Safety Information available from Truss Plate Institute,SW D'Onotdo Drive,Madison.WI 53719. Chesterfield,MO 01117 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property I' 3/4' Center plate on joint unless x,y offsets are indicated. b-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 72-3 bracing should be considered. 3. Never exceed the design loading shown and never 0 WEBS �a., 4 stack materials on inadequately braced trusses. O U �� ; �y� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'1,e'from outside a � u U all other interested parties. truss.of edge CL g O c7 a c6-7 CS-65. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes busses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is comber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green heated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: 10 project engineer before use. ANSI/TPI 1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet MII-7473 Job Truss Truss Type Qly Ply Mannarino-Lisowski 11233652 0706104J LR17GR ROOF TRUSS 1 2 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 Mfrek Industries,Inc. Fri Jun 22 06:28:38 2007 Page 1 4-5-0 8S8 124.0 i 16-9 8 i 20-10-2 i 24-10-12 29-6-2 34-0-8 4-5-0 4-1.8 4-1-8 4-1.8 4-0-10 4-0-10 4-7.6 4.6-6 8.00 12 4x6= SCele-1:80.8 3x4'i 7 3x6 i 6 3x6 5 8 3x6 2.5x4 II 4 9 3x6 7x12= 30 II 3 t0 1t 2 1 7x12 II 20 19 2/ 18 22 1716 1523 24 14 13 12 5x8 1;- 2.50 II 3x4= 3x4= 4x8= 4x6= 3x10= 2.50 II 4x6= 300= 4-5-0 8-" 12-8-0 16-9.8 24-10-12 29.6-2 34-0-8 4-5-0 4-1-8 4-1.8 4-1-8 8-1-4 4.7-6 4.6.6 Plate Offsets KY): 1:0-9-4 0-0-4 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.06 18-19 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert(rL) -0.10 14-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 13 rVa rVa BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:450lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E end verticals. WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 11-12 2 X 4 SPF Stud,3-20 2 X 4 SPF Stud,3-19 2 X 4 SPF Stud 6-0-0 oc bracing:13-14,12-13. 10-14 2 X 4 SPF Stud,10-13 2 X 4 SPF Stud,10-12 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP SS 2-10-0 REACTIONS (Ib/size) 12=191/4-5-8,1=1798/Mechanical,13=2696/45-8 Max Horz 1=781(LC 7) Max Upliftl 2=-301(LC 7),1=-678(LC 8),13=-1024(LC 8) Max Grav 12=474(LC 4),1=2216(LC 3),13=2950(LC 4) FORCES (Ib)-Maximum CompressiorvMaximum Tension TOP CHORD 1-2=-2888/852,2-3=-2679/877,3.4=-2505/883,45=-2053/848,5-6=-1496/776,6-7=-1318/787,7-8=-1470/818, 8-9=-1494/669,9-10=-1552/494,10-11=-103/93,11-12=-610/286 BOT CHORD 1-20=-832/2081,19-20=-832/2081,19-21=-674/1998,18-21=-674/1998,18-22=521/1563,17-22=521/1563, 16-17=521/1563,16-23=-276/1182,15-23=-276/1182,15-24=-276/1182,14-24=-276/1182,13.14=-219/200, 12-13=-299/242 WEBS 3-20=-143/75,3-19=-113/219,4-19=-119/309,4-18=-818/452,5-18=-337/751,5-16=1153/625,7-16=-647/1113, 8-16=-482/375,8-14=562/231,9-14=573/284,10-14=-488/1501,10-13=-2873/1027,10-12=-245/466 NOTES 1)2-ply truss to be connected together with 10d(0.131"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 G-9-0 oc. `I1111111111rtf1r�7 Webs connected as follows:2 X 4-1 row at 0-9-0 oc. `��� CON 11 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ���`�OF NF�'T''�i� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. .`�P ,;,EVEN j,0, %G�iol' 3)Unbalanoed roof live loads have been considered for this design. 4)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snout:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 152 6)Unbalanoad snow loads have been considered for this design. lVQ` 7)Provide adequate drainage to prevent water ponding. 4�z0.t��• 9)This truss st 0 truss has been designed for al a load of 20:.0 psf bottom chord onl the bottove load m nchord r in all nt with any other live all areas where arectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10)Refer to girder(s)for truss to truss connections. June 22,200 Continued on page 2 A WARMNO-9erljy design Panamets and READ NOTES ON TJUS AND D CLUDED MTER REFERENCE PAGE AU-7473 BzY0AE Us& � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TNl Quality CdhWa,OS/-69 and 8CS11 Sutidng ComponeW 14515 N.Outer Forty,Suite#300 Sdety Information available from Truss Plate Institute,5153 D'Onofrio Drive.Madison.WI 53719. Chesterfield MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. O1 „ 2. Truss bracing must be designed by an engineer.For J/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C I-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never o WEBS tea, 4 stack materials on inadequately braced trusses. O u � ��� 3 00 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U 1 4 = designer,erection supervisor,property owner and plates 0-'ad'from outside rL u U all other interested parties. edge of truss. a g C7-a C6-7 C51-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. i�� and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet Mil-7473 Job Truss Truss Type Oy Py Mannarino-Llsowskl 11233652 0706104J LR17GR ROOF TRUSS 1 2 Job Reference Optional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:38 2007 Page NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 301 lb uplift at joint 12,678 lb uplift at joint 1 and 1024 Ib uplift at joint 13. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-7=94,7-10=-94,10-11=-204,1-19=-20,19-21=-60,18-21=20,18-22=-60,22-23=20,23-24=-60,12-24=-20 A WARNM-Vert jy dvslyn parcrnet r and READ NOTES ON 77US AND LW-LUDED W=REPERSNC6 PADS AM 7473 BElORB US& ' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and Is for on Individual building component. wn� Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of Individual web members orgy.Additional temporary bracing to insure stability during construction is the responsibiliity of the erector.Additional permanent bracing of the overall structure 4 the responsibility of the building designer.For general guidance regarding rorew m.ewrow,..• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Trll Quality Criteria,DSB-69 and 6CSI1 6uNdng Component 14515 N.Outer Forty.Suite 8300 Safety Information available from Truss Plate Institute.W D'Onofrio Drive,Madison.wl 53719. Chesterfield,MO 63017 i Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator AL bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never 0 WEBS stack materials on inadequately braced trusses. O � LON 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = designer,erection supervisor,property owner and plates 0-'1,d'from outside � U all other interested parties. ed a of truss Cg ~ C', O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MITek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. I ANSI/TPI 1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet.MII-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233652 0706104J LR18G ROOF TRUSS 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:39 2007 Page 1 -0-10-0 7-04) 14-0-0 1i 41� 0-10-0 7-0-0 7-" 0-10-0 4x6= Scale:3/8'=1' 7 6 8 8.00 F12 5 9 4 10 11 3 3x4 I I 3z4 11 12 2 13Z. now Zu 10 to 1i Li 14-0-0 i 14-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.00 13 n/r 120 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.01 13 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 24=194/14-",14=194/14-".19=215/14-0-0,20=180/14-0-0,21=148/14-",22=155/14-M,23=142/14-",18=180/14-M,17=148/14-", 16=155/14-M,15=142/14-0-0 Max Horz 24=-322(LC 6) Max Uplift24=-191(LC 6),14=-134(LC 7),20=-81(LC 8),21=-137(LC 8),22=-90(LC 8),23=-229(LC 7),18=-78(LC 9),17=-136(LC 9),16=-94(LC 9),15=-196(LC 9) Max Grav24=302(LC 3),14=302(LC 4),19=215(LC 1),20=257(LC 3),21=219(LC 3),22=229(LC 3),23=202(LC 3),18=257(LC 4),17=219(LC 4),16=229(LC 4). 15=202(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-195/192,3-4=-102/150,4-5=-59/188,5-6=-51/250,6-7=-55/282,7-8=-55/272,8-9=-51/225,9-10=-51/164, 10-11=-51/111,11-12=-134/132,12-13=0/95,2-24=-2801146,12-14=-280/110 BOT CHORD 23-24=-102/176,22-23=-102/176,21-22=-102/176,20-21=-102/176,19-20=-102/176,18-19=-102/176,17-18=-102/176, 16-17=-102/176,15-16=-102/176,14-15=-102/176 WEBS 7-19=-191/0,6-20=-204/95,5-21=-197/145,4-22=-200/122,3-23=-181/166,8-18=-204/92,9-17=-197/146,10-16=-200/123, 11-15=-181/159 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph,h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed,MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15):Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate ``0111111111rr/+tf111, DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 CONIyF 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs ��A •-tiV EN Ql F�•, ��1 '.� non-concurrent with other live loads. Co 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)All plates are 2.5x4 MT20 unless otherwise indicated. _ * 9)Gable requires continuous bottom chord bearing. o.1752 10)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Q 11)Gable studs spaced at 1-4-0 oc.12)*This truss has been designed for a live load of '�� .,CENS�.• 13)Provide will fit betwe t e bottom chord and any other chanical connection(by others)members. topbearing plsf on the aote capable ottom chord tf w'tlhstanding 191 areas where 1b uplift alt join 24,1134 lb uplift l by 1 wide 14 '���SsNA; ,81 lb uplift at joint 20,137 lb uplift at joint 21,90 lb uplift at joint 22,229 lb uplift at joint 23,78 lb uplift at joint 18,136 lb uplift at joint 17, June 22,2007, 94 lb uplift at joint 16 and 196 Ito uplift at joint 15. Continued on Page 2 WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED ADTEX REFERENCE PAGE AW-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k• is 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 general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/t►ll Quality Criteria,DSB-89 and IICSII 6uNding Component 14515 N.Outer Forty SuPA 0300 Safety Inlorrnallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719, ChestsrIleld MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage Or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1 Q C2-3 bracing should be considered. 3. Never exceed the design loading shown and never o WEBS �a, 4 stack materials on inadequately braced trusses. u ��> ��� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate , _ = designer,erection supervisor,property owner and plates 0-'he"from Outside a �'� '� U all other interested parties. truss.of edge a- g O c7 a co- CS-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MiTek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 1 l.Plate type,size,orientation and location dimensions t i ti l i i d t are minimum pang requirements.indicated LATERAL BRACING LOCATION PRODUCT CODE APPROVALS in � ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: Notional Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek" and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient I BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TP1 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type �Qty Ply Mannarino-Usowski 112336526 0706104J LR18G ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:39 2007 Page NOTES 14)This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard A WARMNO.9erylit design paramsters and READ NOTES ON TW3 AND INCLI7DED IQTEE REFERENCE PADS AW-7473 BEFORE UM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. #� Applicability of design poromenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to iruure stability during construction is the responsibility of the M i Te k erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing consult ANSI/Ml Quality Criteria,DS6-et and 6CSI1 6uIlding Component 14515 N.Outer Forty,Suite#300 Safely Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,"53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/,' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 CZ3 bracing should be considered. 3. Never exceed the design loading shown and never 0 WEBS �z, 4 stack materials on inadequately braced trusses. 0 O �`'� 3 � 3 4. Provide copies of this truss design to the building For 4 X 2 Orientation,locate U Kb a = designer,erection supervisor,property owner and plates 0-'hd'from Outside a- �' u U all other interested parties. edge of truss. a g ~ C5-s O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint 8 7 6 5 required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Comber is anon-structural consideration and is the width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to 4 X 4 to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek20. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. � is not sufficient. BCSI 1: Building Component Safety Information, Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MTTek Engineering Reference Sheet Mll-7473 l Jab Truss Truss Type Qty Ply Mannarva-Lisawsid 11233852 0706104J LR19GR ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06488 6.500 s Jun 5 2007 Mrrek Industries,Inc. Fri Jun 22 06:28:40 2007 Page 44" 9-2-4 12-10-12 17-2-8 17,3-8 21-7-8 26-3-8 30-1.8 i 34-3-0 448-4 4-" 3.8-9 4312 0-1-0 4-4-0 4-0.0 3-ID-0 4-1-8 8x12 11 Scale-1:78.5 7 8.00 12 7x12 i 3x4 II 7x12 i 6 8 5x8 WB 8x44MT20H= 2.5x4 II 5x12= 5 g 4 t0 2t 22 11 3x6, I 3 2 tg 18 M 12x14= 14 13 23 24 12 1 8x12= 7x12= 2.5x4 11 702= 3x10 II N 20 17 2.5x4 11 5x12 10x14% 5.50 12 16 8x14 MT20W'- 2.5x4 11 9-2-4 12-10-12 17-2.8 17j" 21-7-8 26-3-8 30.1-8 34-3-0 4-8.4 4.6-0 3-8-9 4312 0-1-0 4-4-0 4-" 3-10-0 4-1-8 Plate Offsets Y: 1:0-1-10 Ed 4:0--0 Ed 13:0-4-0 03-8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.51 18 >797 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 1.00 Vert(rL) -0.84 18 >486 180 MT20H 148/108 BCLL 0.0 Rep Stresslncr NO WB 0.97 Horz(TL) 0.56 12 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:205lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 23-11 oc pudins, except 9-11 2 X 4 SPF No.2,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E-Except' BOT CHORD Rigid ceiling directly applied. Except: 8-16 2 X 4 SPF No.2 6-0-0 oc bracing:8-15 WEBS 2 X 4 SPF Stud'Except' WEBS 1 Row at midpt 5-18,6-17,7-15,9-15,9-13,7-17 11-12 2 X 4 SPF No.2,5-19 2 X 4 SPF No.2,6-18 2 X 4 SPF No.2 6-17 2 X 4 SPF No.2,7-15 2 X 4 SPF No.2,11-13 2 X 4 SPF No.2 7-17 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-9-10 REACTIONS (lb/size) 12=1959/Mechanical,1=1935/05-8 Max Horz 1=715(LC 7) Max Upliftl2=-814(LC 8),1=-791(LC 8) Max Grav 12=2193(LC 4).1=2294(LC 3) FORCES (lb)-Maximum Compression/lvlaximum Tension TOP CHORD 1-2=-6268/2679,23=-0063/2693,3-4=-6357/2827,4-5=-6109/2844,5-0=3785/1773,6-7=-2115/1100,7-8=3677/1776, 8-9=-3710/1614,9-10=3613/1400,10-21=3612/1401,21-22=3612/1401,11-22=-3612/1401,11-12=-2078/804 BOT CHORD 1-20=-2662/5090,19-20=-2715/5209,18-19=-2420/5048,17-18=-1566/3418,16-17=-21/55,15-16=5/50,8-15=-697/319, 14-15=-2280/5973,13-14=2274/5973,13-23=-109/171,23-24=-109/171,12-24=-109/171 WEBS 3-20=-205/172,3-19=32I748,5-19=-1132/2386,5-18=-2549/1305,6-18=-1364/2960,6-17=3W3/1477,15-17=-692/1827, 7-15=-1144/3131,9-15=-3298/1194,9-14=-11/140,9-13=-2681/1079,10-13=-488/357,11-13=-1455/3882,7-17=309/620 NOTES 1)Unbalanced roof live loads have been considered for this design. 1111111fffffr�r� 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MW FRS gable end zone;cantilever left ``�```OF CON�/F'''�.,, and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. �� n 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate �.�`P �V EN F �O '•� DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 co O/ 4)Unbalanced snow bads have been considered for this design. y 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. y .17 4 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 1-0-0 wide will fit •lV� between the bottom chord and any other members.9)Refer to ��pa.(`�•��CENS�O:�C1�`��� 110)Bearing artdjoint(s)1 cons er(s)for truss to truss iders parallel connections.ran value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 814 lb uplift at joint 12 and 791 lb uplift at June 22,200 CARAd on page 2 wexafrTra-v rUy design paranwt. and RiAD A07E8 ON TWS AND INCLEW&D 11U7ss:JtCFZRSN=PAQC 4m 7473 BZYORE ass Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,o wewrowr.- fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/T►Il Quality CdMk,DSB-89 and KSII Wilting Component 14515 N.Outer Forty,Suite N300 Sdely Info nallon available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. ChesterfeW MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C23 3. Never exceed the design loading shown and never o WEBS �z, 4 stack materials on inadequately braced trusses. O �`'� 3 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U rb i = designer,erection supervisor,property owner and plates 0-1/,d'from outside 0- �' u U all other interested parties. edge of truss. a. g ~1 c7-8 c6-7 CS-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. • 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MlTek Engineering Reference Sheet.MII-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233652 0706104J LR19GR ROOF TRUSS 1 1 Job Reference o 1 Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:40 2007 Page NOTES 12)This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUfPI 1. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)94 lb down and 67 lb up at 30-5-4,and 94 lb down and 67 Ib up at 3254 on top chord,and 0 lb down at 305.4.and 0 lb down at 325-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow.Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-7=94,7-9=94,9-11=94,1-19=-20,18-19=20,16-18=-20,12-15=-20 Concentrated Loads(lb) Vert 21=14(B)22=-14(B)23=-0(B)24=-0(B) A WARMIVO•VerVy design paranvten and READ MT=off MS AND INCLUDED AUTSE REPERSNCE PADS AM 7473 BEPORS USE. � Design valid for use only with K'Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.gracing shown M i Te k is for lateral support of Individual web members only.Additional temporary bracing to insure stability du ring construction is the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding rows.,o.s.ro.,,.- fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/tPll Quality Criteria.OSB-fit and ICSII Building component 14515 N.outer Forty,Suite#300 Safety Infomw6on available from Truss Plate Institute,583 D'Onofrio Drive.Madison,wI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y offsets are indicated. I6-4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both Sides Of truss l. Additional stability bracing for buss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator C 1-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never o WEBS Sao 4 stack materials an inadequately braced trusses. O W 4. Provide copies of this truss design to the building O For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'nd' from outside a �'� u U all other interested parties. edge of truss. O 0O C7-8 C67 CS-6 � 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in MITek 20/20 software or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green heated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTeka and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSIAPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 Job Truss Truss Type aty Ply Mannarino-Lisowski 112336526 0706104J LR1G GABLE 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 D6:28:41 2007 Page 1 r -10- 8-6-0 17-0-0 17-10-p 0-10-0 8-6-0 8-6-0 0-10-0 4x6= Scale=1:40.7 6 5 7 8.00 12 4 6 3 9 3x4 11 3x4 11 2 10 "Io 20 19 18 17 16 15 14 13 12 3x4 11 3x4 I I 17-0-0 17-" LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.00 11 n/r 120 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:77lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M Oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2 X 4 SPF Stud'Except' 6-16 2 X 4 SPF No.2 REACTIONS (lb/size) 20=245/17-M,12=245/17-M,16=282/17-M,17=314/17-M,18=263/17-",19=241/17-M,15=314/17-M.14=263/17-M,13=241/17-0-0 Max Horz 20=378(LC 7) Max Uplift2O=-181(LC 6),12=-128(LC 7).17=-167(LC 8),18=-156(LC 8),19=-269(LC 8),15=-165(LC 9),14=-160(LC 9),13=-257(LC 9) Max Gfav2O=360(LC 3),12=360(LC 4),16=282(LC 1),17=435(LC 3),18=365(LC 3),19=359(LC 3),15=435(LC 4),14=365(LC 4),13=359(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-212/223,3-4=-105/208,4-5=-1001294,5-6=-108/363,6-7=-108/348,7-8=-100/268.8-9=-105/183, 9-10=-148/159,10-11=0/95,2-20=-336/150,10-12=-336/145 BOT CHORD 19-20=-127/202,18-19=-127/202,17-18=-127/202,16-17=-127/202,15-16=-127/202,14-15=-127/202,13-14=-127/202, 12-13=-127/202 WEBS 6-16=-260/0,5-17=-309/184,4-18=-287/190,3-19=-319/246,7-15=-309/182,8-14=-287/192,9-13=-319/240 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02,120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category 11,Exp C;enclosed,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. ```11111ttlltrtll+++ 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs CONryF'''%�, non-concurrent with other live loads. .`� �C, C�' 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���Q:���V EN F0 �[e 'f� Co 8)All plates are 2.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. _ 10)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 11)Gable studs spaced at 2-M oc. 12)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit o. 2 Q between the bottom chord and any other members. '! O '�/C E�'• �� 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 lb uplift at joint 20,128 lb uplift at joint 12 '�.,'cF` ''••..NS ,16t 1lb uplift at joint 17,156 lb uplift at joint 18,269 lb uplift at joint 19,165 lb uplift at joint 15,160 lb uplift at joint 14 and 257 lb uplift at ''z.,,+sS;ONA"ENv���`�` join 3. 14)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced June 22,200 standard ANSI/TPI 1. Continued on page.2 A WARNING-Verify design pararnetem and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TF11 Quality Criteria,DSB-89 and SC111 Building Component 14515 N.Outer Forty.8dle OM Safely IrrlonvKNon available from Truss Plate Institute.%3 D'Onofrio Drive.Madison,wl 53719, Chesterfield,MO 63MT Symbols Numbering System O General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 0 _1 /16, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C I-2 C2-3 bracing should be considered. WEBS NCI-6 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. u �'� ; ��i 3O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = designer,erection supervisor,property owner and plates 0-1/iP from outside a U all other interested parties. ed a of truss. a- g O C7-s C6-7 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In Welk 20/20 Software or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to Slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Platen Standard Connected Wood Truss Construction. I�� and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet MII-7473 Job Truss Truss Type Qty Ply Mba nnarino-Lisawski 112336520706104J LR1G GABLE 1 1J Reference o i Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:41 2007 Page LOAD CASE(S)Standard A W"W VO-Ver(&d xWn pare w moss and READ NOT"ON TMS AND DM=,CD Y77SS".'= U"PAGE lZF.7473 8d70RE USJL �$ Design valid for use only with M Tek connectors.This design is based only upon parameters shown,and is for on individual bung component dl� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding ——•eero.r.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►11 Quality CrIleft,DS6.69 and 6CSI1 building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/, Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never 0 WEBS �a, 4 stack materials on inadequately braced trusses. cc O U �•� ��� 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U Kb = designer,erection supervisor,property owner and plates 0-'/,e'from outside 0- u U all other interested parties. edge of truss. a g ~I C7-8 c6-7 cs-b O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from *Plate location details available In MITek 20/20 the environment in accord with ANSI/TPI 1. software Or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19,Review all portions of this design'front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM., ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet-MII-7473 Ili Job Truss Truss Type Oty Ply Marinarnlo-Lisowski 112336529 0706104J LR20 ROOF TRUSS 1 1 Job Reference I Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:42 2007 Page 1 _441-4 9.2-4 12-10-12 173-0 21-7-8 24-" I 29-1-8 F34-3-0 4 8 4 4-0.0 3-8-9 4-4-4 4-4-8 23.0 4-10-0 5-1-8 axe= Scald=1:76.8 7 8.00 12 2.5x4 11 2.50 11 5x12 6 8 _ �i 6x8 5x6= US II 5x8 WB 9 10 11 5 4 3x8 3 2 17 16 12x14=13 12 1 802= 702= 5x8= US= 18 2.50 11 10x14- 5.50 F12 15 1204-i 3x6 11 243-9 r 4-8-4— 9.2-4 12-10-12 21-7-8 24-3-8 34-3-0 44" 4.6-0 3-8-9 8.8.12 2-8410-0.1 9-11-7 Plate Offsets Y: 1:1-85 Ed 1:0-1-10 Ede 4:0.4-0 Ed 11:Ed 0-0-8 13:03-8 0-2-8 16:0-7-4 03-0 LOADING(psf) SPACING 2-" CSI DEFL in Qoc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.44 16-17 >924 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(rL) -0.73 15-16 >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 HOrz(rL) 0.46 12 n/a Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:203lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins, except 4-7 2 X 4 SPF 210OF 1.8E,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E'Except' BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. Except 8-15 2 X 4 SPF No.2 6-0-0 oc bracing:8-14 WEBS 2 X 4 SPF Stud'Except' WEBS 1 Row at midpt 5-16,7-16,14-16,7-14.10-12 7-16 2 X 4 SPF No.2,14-16 2 X 4 SPF No.2,7-14 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-9-10 REACTIONS (lb/size) 12=1933/Mechanical,1=1933/05.8 Max Horz 1=754(LC 7) Max Upiiftl2=742(LC 7).1=779(1-C 8) Max Grav 12=2265(LC 4),1=2279(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-0229/2669,2-3=-6025/2683,3-4=-6277/2814,4-5=-0029/2831,5-0=3794/1761,6-7=3818/1977,73=3665/1728, 8-9=3605/1597,9-10=-4172/1653,10-11=-112/83,11-12=342/172 BOT CHORD 1-18=-2675/5058,17-18=2726/5166,16-17=-2430/4990,15-16=-13/139,14-15=0/135,8-14=-519/240,13.14=-1550/4209, 12-13=-969/2751 WEBS 3-18=-181/167,3-17=-43/738,5-1 7=-1 1 32122 83,5-16=-2476/1313,6-16=572/368,7-16=-1246/2584,14-16=-793/1981, 7-14=-763/2427,9-14=-2039/624,9-13=-966/558,10-13=-751/1890,10-12=3199/1174 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf-,Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ` 1111C�N rII 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow.Lumber DOL=1.15 Plate ��`%%X%`% i,�' DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 �Of N66" 'Z- 4)Unbalanced snow loads have been considered for this design. `�hP••��V EN%��•, �p �i� 5)Provide adequate drainage to prevent water ponding. y•.0 f••,G 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 1 0 0 wide will fit = •: between the bottom chord and any other members. = - 8)Refer to girder(s)for truss to truss connections. ? 52 9)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of IVQ bearing surface. �.c`•'**:*. N. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 742 orb uplift at joint 12 and 779 lb uplift atjoin 1. FSs,; A, 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standardANSI/TPI 1. June 22,200 A WARMNO-YerUiy design pararneters and READ N07Es ON THIS AND INCLUDED nrraE REPERKME PADS AIM-7473 UNFORS van. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for on individual building component. ! Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowse,n He,ae„._ fabrication,quality control,storage,delivery,erection and bracing,consult ANSIAI ll ptwUy CrIlerb.DSB-89 and K:Vl 8uiling ConVonsM 14515 N.Outer Forty,Suite#300 ! Sdoty Information avoilable from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Chest~MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 Failure to Follow Could Cause Property /I' Center plate on joint unless x,y offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. Cl-2 C2-3 IN 4 3. Never exceed the design loading shown and never o WEBS ca-* stock materials on inadequately braced trusses. Oz ��� 3 �,�� ; �O 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate c = designer,erection supervisor,property owner and plates 0-'/,6'from outside a- �'� v U all other interested parties. edge of truss. c7-8 ce-7 C5- O S. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from •Plate location details available In MtTek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. B. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and sae,and ICC-ES Reports: � � in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at Output. Use T.I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing. BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards' project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet MII-7473 i Job Truss Truss Type ay JPly Mannarino-Usowski 112336530 0706104J LR21 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06488 6.500 s Jun 5 2D07 MTek Industries,Inc. Fri Jun 22 06:25:43 2007 Page 1 I 4-8-14 9.2-4 12-10-12 17-3-0 21-7-8 22-9F 28-1-0 34.3-0 4-8-14 4-5.6 341-9 444 448 041-0 5-10-0 6-1-8 8x12 11 Scale=1:77.9 7 8.00 F12 2.5x4 11 7x12�i 6x8= 4x8= 3x10 II 6 8 9 10 It 7x12 012 i 5 A 3x6 i 4 3 2 18 17 1412X14= 13 12 1 8x12= 7x12= 46= 7x12= N 19 18 2.14 11 5x12\ 1Ox14 i 5.50 F12 15 10x14 i 2.5x4 II 4-8-14 9-2-4 12-10-12 17-3-0 21-7-8 28-1.8 34-3-0 4-8-14 45.6 3-8-9 444 448 6-" 6-" Plate Offsets 1:0-1-10 Ed 4:0-6-0 Ed 12:Ed 0-4-12 LOADING(psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.46 17-18 >877 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.75 17-18 >541 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 HOrz(TL) 0.51 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:215lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 4-7 2 X 4 SPF 2100F 1.8E,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E-Except' BOT CHORD Rigid ceiling directly applied or 5-2-15 oc tracing. Except 8-15 2 X 4 SPF No.2 64)-0 oc bracing:8-14 WEBS 2 X 4 SPF No.2*Except' WEBS 1 Row at midpt 5-17,6-16,7-16,7-14,9-13,10-12 3-19 2 X 4 SPF Stud,3-18 2 X 4 SPF Stud,5-17 2 X 4 SPF Stud 14-16 2 X 4 SPF Stud,9-14 2 X 4 SPF Stud,10-13 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 12=1933/Mechanical,1=1933/0-" Max Horz 1=792(LC 7) Max Upliftl2=-879(LC 7),1=-774(LC 8) Max Grav 12=2265(LC 4).1=2279(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-6240/2690,23=-0033/2705,3-4=-0302/2837,45=-6126/2855,5-6=-0746/1764,6-7=-2109/1076,7.8=-3674/1716, 8-9=3554/1620,9-10=-2329/981,10-11=4W119,11-1 2=-403/207 BOT CHORD 1-19=-2714/5069,18-19=-2766/5186,17-18=-2466/5008,16-17=-1597/3378,15-16=-27/62,14-15=5/50,8-14=342/231, 13-14=-1289/3215,12-13=-969/2329 WEBS 3.19=-199/170,3-18=-1071760,5-18=-1154/2368.5-17=2544/1328,6-17=-1392/2943,6-16=-2985/1495,7-16=305/635, 14-16=-792/1814,7-14=-1270/3121,9-14=-1718f789,9-13=1384/686,10-13=365/994,10-12=-2861/1104 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf-,Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left ��11111Iffffeerrr and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. �```ON CONf�(F 4"k. 3)COL;A SC -02;P i 40E0 psf(roof live load:;mbar DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow.Lumber DOL=1.15 Plate `` ,`�, V EN•�'•Cr�'����i Category P y Exp.; : ,tP;•arc �O •,�G 4)Unbalanced snow loads have been considered for this design. y c_ r-.• � 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * / 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit — — between the bottom chord and any other members. — 8)Refer to girder(s)for truss to truss connections. :•�Q` 9)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of �i��,C�':lC...... 10)Paring surface. rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 879 lb uplift at joint 12 and 774 lb uplift at joint 1. 11)This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced .tulle 22,200 Conmi 11. A WARMNG-Ver Vji design parameters and RFAD NOTES ON TRra AND DNCWDRD M7TZK RaFaRSNrs PADS AM-7473 BEFORE USL. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire k• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding •owns m•s fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMII Quality Criteria,DSS•!t and 9CSII building Component 14515 N.Outer Forty,Suite#300 Sa1Ny Information available from Truss Plate Institute,5133 D'Onofrio Drive,Madison,WI 53719. Cfresterlbld MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/;' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never oNC7-8 WEBS Ac4 stack materials on inadequately braced trusses. O3O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locatedesigner,erection supervisor,property owner and all other interested arties. plates 0-ad'from outside a U p edge of truss. a g ~ C6-7 C5_6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MiTek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 1 l.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION species and size,and 12.Lumber used shall be of the s ICC-ES Reports: p in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® Ill.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. iTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. I BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 I Job Truss Truss Type Qty, Ply Mannarino-IJsowski 11 0706104J IR21 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:43 2007 Page LOAD CASE(S)Standard A WARMNO-VerVy design parameters and READ NOTES ONTMS AND INCLUDED MITRd REFERSNCC PAGE AM 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an Individual budding component. Applicability of design poramenfers and proper incorporation of component B responsibility of budding designer-not truss designer.Bracing shown M i Te k Is for lateral support of individual web members only,Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding rorie.o.�e�o,...• fabrication,quality control,storage,delivery,erection and bracing,consult ANSIfMI Quality Criteria,DSB-Bf and 6CSI1 Building Component 14515 N.Outer Forty Suite#300 Safely Information available from Truss Plate Institute,583 D'Onotr o Drive.Madison,w1 53719. Chesterfield,MO 63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y offsets are indicated. 1 6-4-8 dimensions shown in ff-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both Sides of muss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSII. 1 „ 2. Truss bracing must be designed by an engineer.For 02/1 i 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator bracing should be considered. C 1-2 C2-3 ;XZc� 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. X: u 4,� 33 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-1/,6'from outside a u U all other interested parties. edge of truss. rL g `- c7-8 C6-7 C5-6 10 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from •Plate location details available In MRek 20/20 the environment in accord with ANSI/TPI 1. software Or upon request. 8. Unless otherwise noted.moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the ICC-ES Reports: species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or pudins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Ms 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. M,T e�® and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 } Job Truss Truss Type aty Ply Mannarino-Llsai ski 112336531 0706104J LR22 ROOF TRUSS 1 i Job Referer>ce Truss Tech.Inc,Morroe,CT 06468 6.500 s Jun 5 2007 MiT(I-,ek IIn�n lustries,Inc. Fri Jun 22 06:28:44 2007 Page '' 4-8-14 9-2-4 i 12-10-12 17-" i 2038 1-7 27-11-1 4-&14 4-5-6 3-8-9 4-4-4 3-0-8 1-4-0 6312 6-3-12SX8= -1 `lrl Scale=1:77.4 _ AUi� 7 4x6 South Windsor 8.00 FIT exe= tMDING DEPAWMENT 7x12 8 9 10 It 7x12 6 US WB i 5 4 3x6 3 2 18 17 19 20 13 21 12 1 8x12= 8x12= 7x12= 4x6= 10x14= N 7 19 dl 2.5x4 II 11e2X74 10x14% 5.50 FIT 15 Bx14 MT20H i 2.5x4 11 4-8-14 9-2-4 12-ID-12 1730 21-7.8 27-11-4 343-0 4-8-14 4-" 3-8-9 4-4-4 44 t1 6-3-12 6312 Plate Offsets Y: 1:0-1-10 Ed 4:04-0 E 14:041-0 0-4-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.48 17-18 >853 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.76 17-18 >539 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.51 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:222lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-7 2 X 4 SPF 2100F 1.8E,1-4 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* 6-0-0 oc bracing:9-14 9-15 2 X 4 SPF No.2 WEBS 1 Row at midpt 11-12,5-17.6-16,7-16,8-16,9-13,10-12 WEBS 2 X 4 SPF No.2*Except* 3-19 2 X 4 SPF Stud,3-18 2 X 4 SPF Stud,5-17 2 X 4 SPF Stud 8-14 2 X 4 SPF Stud,10-13 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 12=2069/Mechanical,1=1978/05-8 Max Horz 1=831(LC 7) Max Upliftl2=1006(LC 7),1=769(LC 8) Max Grav 12=2402(LC 4),1=2323(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-6375/2698,23=-6168/2712,3-4=-8472/2845,4-5=-6228/2862,5-8=3871/1764,6-7=2233/1089,75=-2092/1098, 8-9=-2702/1224,9-10=-2000/847,10-11=458/143,11-12=-404/203 BOT CHORD 1-19=-2741/5181,18-19=-2793/5300,17-18=-2489/5145,16-17=-1766/3494,15-16=-25/55,14-15=0/59,9-14=-131/633, 14-20=-1328/2735,13-20=-1328/2735,13-21=-948/2000,12-21=-948/2000 WEBS 3-19=-206/170,3-1 8=-1 791786,5-18=-1164/2423,5-17=-258511331,6-17=-1407/3011,6-16=3034/1512,7-16=-025/1841, 8-16=-2475/937,14-16=-1292/2718,8-14=595/1287,9-13=-1260/618,10-13=369/1090,10-12=-2717/1124 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left 11111111111rr�r and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. NO%F CONIy 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 �� '��' 4)Unbalanced snow loads have been considered for this design. `co •C, EN F� P �' G 5)Provide adequate drainage to prevent water ponding. +. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. — 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 1-0-0 wide will fit 4 �Q`` between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. ••�7CFNSEO:,�����• 10)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �I'il FS NG� J` bearing surface. /tiS,ONA' 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1006 lb uplift at joint 12 and 769 lb uplift at joint 1. June 22,200 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IUTEE REFERENCE PAGE AM-7473 d670RE USE. � Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding •owse+o.rereev.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMII Quality CdlerM,DSB-69 and Ii Subding Component 14515 N.Outer Forty,Suite N300 Salely Inlamallan available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Chesterfield MO 63017 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y offsets are indicated. 6-4-8 j dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI 1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2IN C2-3 3. Never exceed the design loading shown and never WEBS Dca, 4 stack materials on inadequately braced trusses. O T �• ��� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate UO designer,erection supervisor,property owner and plates 0-1/16"from outside ac U all other interested parties. edge of truss. rL g ~I C7-8 c6-7 c5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but C 2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. � BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mffek Engineering Reference Sheet.MII-7473 1 f 1 Job Truss Truss Type Qty Ply Mannarino-Lisowski 112336531 0706104J LR22 IROOFTRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,, 2206:28:442007 Pape NOTES 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS LOAD CASE(S) Standard Abi IJ ��i Soutri vvindsO( BUILDING DEPAA'tMEN1 A WARNING-Ver(&design Parameters and READ NOTES ON TNTS AND INCLUDED 1QTSR REFERENCE PADS MM7473 BEFORE USE. �- Design valid for use only with M-Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary brocing to Insure stability during construction is the responsibillity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1M1 OuaiMy Criteria,DSB-89 and SCSII buldng Component 14515 N.Outer Forty,Stilt#300 Sately Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO GWI7 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/,' Center plate on joint unless x,y offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. see BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For /16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 4 3. Never exceed the design loading shown and never WEBS �a4 stack materials on inadequately braced trusses. U �� ; ��� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b designer,erection supervisor,property owner and plates 0-'/1d'from outside a u U all other interested parties. edge of truss. c7 e ce cs e O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPl 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 Job Truss Truss Type Oty Ply Mannarino-Usowskl 11233653 0706104J LR23 ROOF TRUSS 1 1 Job Reference I Truss Tech.Inc,Morroe,CT 06468 6.500 s Jun 5 2007 Mi rek Industries,Inc. Fri Jun 22 06:28:45 2007 Page 1 a 448.4 9.2-4 12-10-12 17-3-0 21a-e 27-11-4 444 4S0 3-8.9 444 1-0-8 3-4-0 6312 63-12 Slab=1:r7.z exe� 7x12= AUG 7 US= Z50 11 flxe- 6 9 t0 South vvinu r 8.00 12 7M 2.5x4 II 6 7x12 dx12�i r` 5 n 3x6 4 3 2 t8 17 9 10x14=20 13 21 12 10x14= 9 1 8x12= 7x12= 3x10 II v Nr J 19 da 2.5x4 II 18 7x12 10x14 i 5.50 52 15 8x14 MT20H i 2.5x4 I I � 443-4 9-2-4 12-10-12 1838 18t3-92r 1-7-8 27-11-4 I 3430 4 8 4 4-" 3-8-9 5-4-12 0-0-1 3315 6-3-12 6312 Plate Offsets 1:0-1-10 Ed 4:0-6-0 Ed :05-4 0-2-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.46 17-18 >885 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.72 17-18 >564 180 MT20H 1481108 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.51 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:233lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Stnxdural wood sheathing directly applied or 2-2-0 oc puffins, except 4-7 2 X 4 SPF 2100F 1.8E,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except 9-15 2 X 4 SPF No.2 64)-0 oc bracing:9-14 WEBS 2 X 4 SPF No.2'Except' WEBS 1 Row at midpt 5-17,7-17,7-16,9-13,11-13 3-19 2 X 4 SPF Stud,3-18 2 X 4 SPF Stud,5-17 2 X 4 SPF Stud 2 Rows at 1/3 pts 11-12,8-16 6-17 2 X 4 SPF Stud,14-16 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-9-10 REACTIONS (lb/size) 12=2127/Mechanical,1=1978/0-5-8 Max Horz 1=871(LC 7) Max Upliftl 2=-1 124(LC 7),1=-763(LC 8) Max Grdv 12=2459(LC 4),1=2324(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=5359/2699,2-3=5154/2713,3-4=5484/2861,45=-6304/2879,5-6=-3943/1795,6-7=3950/2011,7-8=-1861/1002, 8-9=-2342/1128,9-10=-1629/689,10-11=-1629/689,11-12=-2299/1099 BOT CHORD 1-19=-2826/5164,18-19=-2874/5281,17-18=-2808/5160,16-17=-1151/1904,15-16=-29/53,14-15=-24/30,9-14=-215/851, 14-20=-1402/2373,13-20=-1405/2365,13-21=-166/172,12-21=-166/172 WEBS 3-1 9=-1 991171,3-18=-278/803,5.18=-1217/2404,5-17=-2592/1355,6-17=517/352,7-17=-1633/3282,7-16=574/572, 8-16=-2544/1169,14-16=-1363/2323,8-14=-929/1893,9-13=-1343r733,10-13=-1000/563,11-13=-1 176/2465 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left ``,1t1111ulrrrrrrrrr and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ,,.%� F CONN 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate � �O DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. co C7 -r 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live bad nonconlxurent with any other live loads. k 7)All plates are MT20 plates unless otherwise indicated. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 14)-0 wide will fit y .17 between the bottom Chord and any other members. lV 9) truss to truss Refer Bearing at joint(s) considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of 'A,��Fss ONAL bearing r 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11241b uplift at joint 12 and 783 lb uplift at J111111111110 joint 1. June 22,200 Continued on page 2 A WARMNO-Verify deeryn pararnetere and READ NOTES ON TRlS AND LI CLUDBD 1117TE6 REFERENCE PAGE AM 7473 BEFORE 08L. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of buldN designer-not truss designer.Bracing shown _MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiW of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►Il QuaMy Crlhrla,DS941 and 9=1 Suid m N.Ouler Forty rp Copo and 14515 ,Suite#300 Sdety InformaYon available from Truss Mote Institute,5113 D'Onofrio Drive,Madison,WI 53719. Chesterfield MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C23 3. Never exceed the design loading shown and never WEBS cam. 4 stack materials on inadequately braced trusses. O U �`•� ; �,�� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U pb d = designer,erection supervisor,property owner and plates 0-'/,a'from Outside � u U all other interested parties. edge of truss. g ~ C C7-e C6-7 51-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the B 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In Welk 20/20 software or upon request. 8. unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233653 0706104J LR23 ROOF TRUSS 1 1 Job Reference o Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:45 2007 Page NOTES 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard A WARXM-Vert fy deafyn pammet r and MUD NOTES ON TMS AND INCLUDED WTZJr RSFEREACE PAGE YA-7473 BEFORE US& Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component 4 responsibility of building designer-not truss designer.Bracing shown M i Te k 4 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding ro.e.,o.e.ra....- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/nill Quality CdWo,DSI.89 and ICS11 sulding Componr nil 14515 N.Outer Forty,Suite#300 Safety InfonmcMon available from Truss Plate Institute.583 D'Onofrio Drive,Madison,w153719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never 0 WEBS c�� 4 stack materials on inadequately braced trusses. ac u � 3 ��� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate e � = designer,erection supervisor,property owner and plates 0-'�,d' from outside a ''K u U all other interested parties. edge of truss. c7$ C�� cs c O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MiTek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with free retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907.9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTekm and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 I Job Truss Truss Type Oty Ply Mannarlito-Lisowski 112336533 0706104J LR24GR ROOFTRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:26:46 2007 Page 1 5-7-0 11-2-0 16-9-8 20.6.4 i 24-3-0 26-0-1 29-9-0 i 33-9-8 5-7-0 5-7-0 5-7-8 3-8-12 3.8-12 1-9-1 3-8-15 4-0.8 8.00 52 5x8— Scale=1:81.9 3x10 i 6 5 3x10 Z 3x6-i 7 4 2.5x4 II 8 4"6— 5x8= 06= axe i� 9 10 21 11 3 IN 2 11 14 13 23 12 1 7x12= 6x8= 2.5x4 II 5x8= 10x14 II 20 19 22 18 17 16 5x8 2.5x4 11 30= 4x6= 3x4 11 5x8-i 5x12= 5-7-0 11-2-0 16-9.8 24-3-0 26-0-1 29-9-12 1 33.9-8 5.7-0 5-7-0 5-7-8 7-5-8 1.9-1 3-9-11 3-11.12 Plate Offsets Y: 10:0-3-8 0-2-8 13:03-8 03-0 14:0-3-8 0-2-8 15:0-4-8 0-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.14 16 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.24 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:214lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except 1-5 2 X 4 SPF 2100F 1.8E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 8-16 2 X 4 SPF No.2 6-0-0 oc bracing:8-15 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 4-17,6-17,7-17 11-12 2 X 4 SPF Stud,3-20 2 X 4 SPF Stud,9-15 2 X 4 SPF Stud 9-14 2 X 4 SPF Stud,10-13 2 X 4 SPF Stud,11-13 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP SS 3.6-6 REACTIONS (Ib/size) 1=1711/Mechanical,13=2888/05-8 Max Horz 1=707(LC 7) Max Upliftl=-670(LC 8),13=-1155(LC 9) Max Grav 1=2142(LC 3),13=3160(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2868/851,23=-2602/876,3-4=-2226/824,45=-1457/727,5.6=-1238/740,6-7=-1342/801,7-8=-2699/1220, 8-9=-2646/1084,9-10=-2150/832,10-21=-495/644,11-21=-495/644,11-12=-137/174 BOT CHORD 1-20=-994/2046,19-20=-994/2046,19-22=-710/1687,18-22=-710/1687,17-18=-710/1687,16-17=-9/46,15-16=0/131, 8-15=390/209,14-15=-811/2266,13-14=-644/425,13-23=-80/55,12-23=-80/55 WEBS 3.20=0/173,3-19=-465/369,4-1 9=-1 79/526,4-17=-1207/638,6-17=564/942,7-17=-1143/410,15-17=558/1509, 7-15=578/1535,9-15=-202/122,9-14=-1642/682,10-14=1149/3013,10.13=-1984/760,11-13=-783/566 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.OpsF,Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left `�1111NIlrrrrrrr�r and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. GOW 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow:Lumber DOL=1.15 Plate ��`�OF NEC+ DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 ��•�.lP :REV EN FO ��G�.i 4)Unbalanced snow loads have been considered for this design. :.C> 1s 5)Provide adequate drainage to prevent water ponding. _ % s 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 1-"wide will fit between the bottom chord and any other members. 4 7 1 8)Refer to girder(s)for truss to truss connections. lVQ rovide ing 10 This truss mechanical n accordance with the 2003 IntbemationaatResidenitia/Code sections R502.11�1 and R802 10.2 and Irefe uplift rencedoint13. ' AN\•��``•` standard ANSI/TPI 1. ��!/lrnnlppl1�� June 22,200 Continued on pane 2 A WARMNO-9er(fy deelifn Paranwte and READ N0TR8 ON TM8 AND DIICLUDBD XDTER RBPERSNK-t PAGE AM 7473 BBPORS U86. � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '��� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibitlity, M of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding s fabrication,quality quality control,storage,delivery,erection and bracing,consult ANSI/TPIi Guaft CrXerla,OSS-89 and KS11 Wedng ComponeW 14515 N.Outer Forty,Suite 0300 SdNy InIamx Ion available from Truss Plate Institute,5113 D'Onotr o Drive,Madison,WI 53719. Cheeterfi W,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property I 3/; Center plate on joint unless x,y offsets are indicated. I6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. see BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C I-2 C2-3 3. Never exceed the design loading shown and never 0 WEBS )C3, 4stack materials on inadequately braced trusses. U �•� 3 �,�� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U = designer,erection supervisor,property owner and 4 u U all other interested parties. plates 0- IG'from outside a edge of truss. g ~ c7-8 C6-7 Cs-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in Welk 20/20 software or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to i to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 Ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. i 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. � � ANSI/TPI l: National Design Specification for Metal a 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality criteria. Installing&Bracing of Metal Plate POWER To PERFORM.' Connected Wood Trusses. MITek Engineering Reference Sheet-MII-7473 1 l Job Truss Truss Type 10ty Pry Mannarino-Usowski 112336533 0706104J LR24GR ROOF TRUSS t 1 Job Reference iortal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:47 2007 Page NOTES 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)56 lb down and 78 lb up at 29-11-12,and 56 lb down and 78 lb up at 31-11-12 on top chord,and 347 lb down and 152 lb up at 29-11-12,and 347 lb down and 152 lb up at 31-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow.Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-6=-94,6-9=94,9-11=94,1-1 9=20,19-22=-60,16-22=20,12-15=20 Concentrated Loads Qb) Vert 10=24(F)13=347(F)21=24(F)23=347(F) A WARMMi-VsrVy dsslgn paranwt n and READ S07ES ON TZ98 AND INCLUDED ADTEE REFERENCE PAGE RU 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiility of the M iTe k erector.Additional permanent bracing of the overall structure's the responsibility of the building designer.For general guidance regarding ror.s.o fabrication,quality quality control,storage,delivery,erection and bracing,consult ANSIM111 Quallty Criteria,DSB-89 and BCSIt BuBrAng Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,5a3 D'Onofrio Drive.Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering stem S General Y � Safety Notes PLATE LOCATION AND ORIENTATION 4 N, Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss I. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never WEBS cJ, 4 stock materials on inadequately braced trusses. u •> ; ��� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0 'nd'from outside a �`` u U all other interested parties. edge of truss. � 0 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 I F_ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MRek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber a anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek" and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSIAPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet MII-7473 Jab Tnrss Truss Type City Ply Marnarino-Lisowski 112336534 0706104J LR25 ROOF TRUSS 1 1 Job Reference I Truss Tech.Inc,Morroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:47 2007 Page 5-9.8 1113-8 16-9-8 24-0-1 28-9.0 _ 33-9-8 5-9.8 5-" 5.6-0 7-2-9 4-8-15 5-" 7x12'Z�' Scale=1:78.5 8.00 12 5 4x6 i 3x6 i 4 7x12= 3 5X8_ 6x8= 6 7 8 US i 2 5x8 11 7xl2= r- 10 9 1 6x8= 2.5x4 II a 16 17 18 15 19 20 14 13 12 5x8= 3x6= 5x8= 3x4= 3x6 11 83-5 16-9.8 24-3-0 29-9-12 _ �33-9-8 , r 8-3-5 8-6-3 75-8 5-6-12 3-11-12 Plate Offsets MY): 4:0-"Ed 5:0-9-4 0-2-8 6:0-6-8 E 11:D-M 0-2-8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) 11defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.34 14-15 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.52 14-15 >681 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.10 10 n/a rda BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 180lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. Except: BOT CHORD 2 X 4 SPF No.2 2-11-0 oc bracing:6-11 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 3-14,5-14,5-11,2-16 8-9 2 X 4 SPF Stud,2-15 2 X 4 SPF Stud,7-10 2 X 4 SPF Stud 8-10 2 X 4 SPF Stud REACTIONS (lb/size) 10=2236/0-",16=1810/Mechanical Max Horz 16=749(LC 7) Max Uplif:10=-1014(1-C 7),16=-674(LC 8) Max Grav 10=2622(LC 4),16=2240(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-834/411,23=-2557/952,3-4=-1541[731,4-5=-1300/754,5-0=3200/1445,6-7=-2293/1003,7-8=-007/344,8-9=-90/49, 1-16=-752/399 BOT CHORD 16-17=1010/2137,17-18=-1010/2137,15-18=-1010/2137,15-19=-719/1702,19-20=-719/1702,14-20=-719/1702, 13-14=-0/35,12-13=-6/35,11-12=0/129,6-11=-2533/1052,10-11=-101/363,9-10=-101/61 WEBS 2-15=-412/412,3-15=-289/718,3-14=-1141/614,5-14=-224/637,11-14=436/1240.5-11=-841/2255,7-11=-959/2401, 7-1O=2233/802,8-10=540/384,2-16=-2154/478 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow..Lumber DOL=1.15 Plate ``11t1uCllrrrrir�� DOE=1.15):Category II;Exp C;Fully Exp.;Ct=1.1 ``��� F COfVly 4)Unbalanced snow loads have been considered for this design. �O 5)Provide adequate drainage to prevent water ponding. `��P -*V EN 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y CO C' •G 7)The following joint(s)require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection:6. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 1-"wide will fit between the bottom chord and any other members. — 9)Refer to girder(s)for truss to truss connections. .1752 �Q 10)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 1014 lb uplift at joint 10 and 674 lb uplift at 11)This truss is designed in accordance referenced with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referend /Cjoint 16. ENSti�' standard ANSUTPI 1. LOAD CASE(S)Standard June 22,200 A WARMNO-Verft d"I"paramet"aad READ Noll"ON TT178 AND DYCWMD M IN Ri/ERENCE FADE mzr 7473 BEFORE use �• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/T/Il Gully Crtleft,DS8-89 and WAII SuMdrq Compomnt 14515 N.Outer Forty,Suite#300 Safely Inlamwilon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W153719. Chesterfield MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.Lt� and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never WEBS N04 stack materials on inadequately braced trusses. O �,�� O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and 1 V U all other interested parties. plates 0 ad'from outside a edge of truss. CL g ~ C7-8 c6-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 1 l.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards' project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTeko and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Qly Ply Mannarino-Lisowskl 112336535 0708104J LR26 ROOF TRUSS 1 1 Job Reference o I Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:48 2007 Page 1 4-8-14 9.2-4 12-10-12 1730 2259 24-8-8, 29-4-0 __ _ 34-3-0 4-8-14 4-5-6 3-0-9 4-4-4 5-2-9 2-2-15 4-7-8 4-11-0 rSX8.1 Scale=1:77.6 7 8.00 F,2 2.5M II 5x12= 2.5x4 11 5x8= 5x8= axe 4 6 8 9 10 11 5x8 WB,i 5 3x6 4 3 to 2 18 17 It 10x14= 13 12 1 8x12= 10x14 8x12= 2.5M II N 19 2.5x4 II 10x14% 5.50 12 16 15 10x14 7x12= 2.5x4 II I 4-8-14 9-2-4 12-10-12 21-7 8 24 68 3044 �� 4$14 4S6 3-8-9 8-8-12 3-1-0 5812 3-11-12 Plate Offsets(NY): 1:0-1-10 Ed 4:0- 0 Ed :0-5.4 0-2-4 16:0-7-12 0-3-8 17:0-7-0 0312 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.38 18 >944 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.59 18 >617 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 13 Na Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:213lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc pudins, except 4-7 2 X 4 SPF 2100F 1.8E,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E'Except' BOT CHORD Rigid ceiling directly applied or 5415 oc bracing. Except: 9-15 2 X 4 SPF No.2 6-"oc bracing:9-14 WEBS 2 X 4 SPF Stud*Except* WEBS 1 Row at midpt 8-17,8-16,10-13,7-17 6-17 2 X 4 SPF No.2,8-17 2 X 4 SPF No.2,8-16 2 X 4 SPF No.2 10-14 2 X 4 SPF No.2,7-17 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 1=1687/0-5-8,13=2179/0-5-8 Max Horz 1=789(LC 7) Max Uplift1=-682(LC 8),13=-1171(LC 7) Max Grav 1=2133(LC 3),13=2554(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=5798/2403,2.3=5591/2417,3.4=-5703/2465,45=5526/2482,5-0=3358/1490,6-7=3381/1699,7-8=1718/965, B-9=-1550/770,9-10=-1567/775,10-11=-256/227,11-12=-91/39 BOT CHORD 1-19=-2473/4700,18-19=-2517/4800,17-18=-2161/4524,16-17=-482/1212,15-16=25/44,14-15=-19/2,9-14=-361/323, 13-14=-88/222,12-13=-1121105 WEBS 3-19=-1159/153,3-18=0/466,5-18=-1039/2124,5-17=-2348/1239,B-17=-569/354,8-17=-332/589,8-16=-2003/941, 14-16=-827/2065,8-14=378/723,10-14=-803/1873,10-13=-2122/903,11-13=-415/320,7-17=-1332/2614 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left 11t111111trrr�� and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. CQN IIIii 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf-40.0 cast(flat roof snow:Lumber DOL=1.15 Plate J��OF NFCT��ii� DOL=1.15);Category 11;Exp C;Fully Exp.;Ct--1.1 �.� P �V EN F••• �p �i� 4)Unbalanced snow loads have been considered for this design. 5� O�%G '� 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of :•4l/�O ring surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 682 lb uplift at joint 1 and 1171 lb uplift at joint '''''%13. O��SS��NA� 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced III�Illtlllu1111�� standard ANSI/TP1 1. June 22,200 -LOAD CASEIS1 na A WARMNO-VerVy dealgn parameters a"A&W MOM ON TWS"D INCLUDED MDTS6 RZYMBAICd PADS AW 7473 BEYORE USE, Design valid for use only with Mi connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility,of the M i Te k erector. Additional permanent bracing of the overall structure rs the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Ml Quality CrMada,DSI-89 and BCSII 8uldkrg Component, 14515 N.Outer Forty,Suite#300 Safely IMornwBon available from Truss Plate Institute,5113 D'Onofrio Drive.Madison.WI 53719. Chesterfield MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is alwoys required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C I-2 C23 ` bracing should be considered. 3. Never exceed the design loading shown and never WEBS Cie 4 stack materials on inadequately braced trusses. O 3 4. Provide copies of this truss design to the building ►b = designer,erection supervisor,property owner and For 4 x 2 orientation,locate U plates 0-1116"from outside a_ �` u U all other interested parties. edge of truss. 0 CL C7$ C6-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 Software or upon request. B. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Qty Ply Mannarino-Usowski 112336536 0706104J LR27 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:50 2007 Page r 44-14 9-2-4 12-10-12 17-3-0 2D-5-9 21-7-8 2441-8 29-4-0 343-0 4-8-14 4-" 3-8-9 4-" 3-2-9 1-1-15 3-1-0 4-7.8 4-11-0 5x8= Scale=1:77.8 7 3x4= 8,00 F,2 5x8— 2.5x4 11 5x8= 5x8= 2.5x4 II 8 9 10 11 12 6 6x8 5x8 WB,i 5 3x8 4 y d 3 2 19 78 15 7x12= 21 2214 23 13 1 8x12= 8x12= 6x8= US II 20 2.Sx4 II IOx14 i 5.50 12 17 16 1Ox14 7x12= 2.5x4 II r 4-8-14� 9-2-4 12-10-12 17-3-0 21-7-8 24-" 30-0.8 30r34 34-3.0 4-8-14 4-5.6 3$9 444 44 8 3-1-0 5.4-0 0-2-12 3-11-12 Plate Offsets Y: 1:0-1-10 Ed 4:04-0 Ed 14:0-4-0 0-4-4 15:0-6-0 0-2-8 17:0-7-12 038 18:0.6-4 0-3-12 LOADING(psf) SPACING 2-M CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.37 19 >966 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.57 19-20 >633 180 BCLL 0.0 Rep Stress Incr YES W B 0.98 Horz(TL) 0.38 14 n/a n/a BCDL 10.0 Code IRC2003JTPI2002 (Matrix) Weight 233 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 24-6 oc purlins, except 4-7 2 X 4 SPF 210OF 1.8E,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E'Except• BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. Except 10-16 2 X 4 SPF No.2 6-0-0 oc bracing:10-15 WEBS 2 X 4 SPF Stud'Except- WEBS 1 Row at midpt 8-18,8-17.9-17,11-14,7-18 6-18 2 X 4 SPF No.2,8-18 2 X 4 SPF No.2,8-17 2 X 4 SPF No.2 9-17 2 X 4 SPF No.2,11-15 2 X 4 SPF No.2,12-14 2 X 4 SPF No.2 7-18 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (Ib/size) 1=1677/0-5-8,14=2313/0-" Max Horz 1=829(LC 7) Max Upliftl=-673(LC 8),14=-1325(LC 7) Max Grav 1=2126(LC 3),14=2689(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=5779/2403,23=5571/2417,3-4=-5677/2464,4-0=55M12481,5.6=-3342/1484,6-7=-3355/1700,7-8=-1676/961, 8-9=997/610,9-10=-1181/644,10-11=-1186/644,11-12=-246/207,12-13=-103/53 BOT CHORD 1-20=-2493/4684,19-20=-2538/4782,18-19=-2178/4503,17-18=585/1269,16-17=-22/26,15-16=-19/0,10-15=560/288, 15-21=-116/152,21-22=-116/152,14-22=-116/152,14-23=-130/140,13-23=-130/140 WEBS 3-20=-157/153,3-19=-39/450,5.19=-104512112,5-18=-2341/1241,6-18=553/367,8-18=-293/568,8-17=-1109/612, 9-17=-712/477,15-17=-758/1657,9-15=-291/532,11-15=-771/1708,11-14=-2125/1055.12-14=-427/299,7-18=-1359/2547 NOTES 1)Unbalanced roof live loads have been considered for this design. `lltllttlfrtrrr 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MW FRS gable end zone;cantilever left .0 F CON rr�''�i� and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. �O•..,,, 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf= w:40.0 psf(flat roof snow.Lumber DOL=1.15 Plate �.� P �V EN ••, �C+ �i� DOL=1.15);Category 11;Exp C;Fully Exp.;Ct--1.1 5� O+•;G 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0 0 wide will fit between the bottom chord and any other members. y •�Q 8)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of '1, i(`•'�!CE 9) rroonvide surface.ng '�� mechanical connection(by others)of truss to bearing plate capable of withstanding 673 lb uplift at joint 1 and 1325 lb uplift at joint 1 EN 14. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced June 22,200 Contff PI 1. A WARMM-VerVy destyn parameters and READ IYOTRB ON TRIH AND rRCLODRD MY=RSIi MMS PAOR IID--7473=YG M OBI. �• Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is far an individual building component. Applicability of design paamenters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding wwse,o�seroew.- fabricat'ron,quality control.storage,delivery,erection and bracing,consult ANSI/T►Il QuaMy CAhda,DSI.69 and 11=1 MAding Componerd 14515 N.Outer Forty,Suite#300 Solely Iniformallon available from Truss Plate Institute.583 D'Onotrio Drive.Madison.wl 53719. Chesbdyltf,MO 63017 Symbols Numbering System O General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1/16„ 2. Truss bracing must be designed by an engineer.For 0- 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never WEBS �aa 4 stock materials on inadequately braced trusses. Oo u �!� ��� 30 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b � _ designer,erection supervisor,property owner and plates 0-1/,6"from outside a �'� U all other interested parties. edge of truss. g ~ c7-e cs cs-e O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate IocaHon details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-sfructurol consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green treated lumber may pose unacceptable environmental, health or performance risks.Consult with project engineer before use. Industry Standards: 0 ANSI/TPI1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient, BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MUek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Qty Ply Mannarkdo-Lisowski 11 0706104J LR27 ROOF TRUSS 1 1 Job Reference Tonal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:50 2007 Page LOAD CASE(S)Standard A WARMNO-Vert/g design parnmeten and READ NO=S ON TMS AND INCLUDED WTEK REFMZNCB PAGE JM-7473 BEFORE'USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respornibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,O1ee,e.eerae.,.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMI1 Quality Criteria,DSB-89 and 6CSI1 BuBdling Component 14515 N.Outer Forty,Suite#300 Safety information available from Truss Plate Institute.5113 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. O 1/I�, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C i-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never o WEBS �s9 4 stack materials on inadequately braced trusses. � ; �,�� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-1/iP from outside a- 1XI u U all other interested parties. edge of truss. 0 CL c7 e c6-7 cs 6 10 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSON 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions � LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI1: Building Component Safety Information, ! 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 I Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233653 0706104J LR28 ROOF TRUSS 1 1 Job Reference t Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:61 2007 Page 4-81T 9-2=4� 12-10-12 17-3-0 16-5$T-8 +23-10-3, 29-0-9 3443-0 4-8-14 4-" 341-9 4-4-4 1-2-8 3-2-0 2-2-11 5-2-7 5-2-7 Us i Scale=1:82.0 8x12= 7 2.5x4 11 5xB= 3x6 II 8.00 FIT 8 9 10 11 2.5x4 II 6 6x8 4x12/i 5 3x6// 4 3 2 18 17 14 20 13 21 12 cad 1 8x12= 10x14= 1204= 2.5x4 I I 10x14= .;• N 19 2.5x4 11 1ox14 i 5.50 FIT 16 15 8x14 MT201-11// 7x12= 2.5x4 It 9-2-4 12-10-12 i 18-5-8 21-7-8 23-10-3 29-0-9 i 34-3-0 9-2-4 3-8-9 5-0.12 3-2-0 2-2-11 5-2-7 5-2-7 Plate Offsets Y: 1:0-1-10 Ed 4:046-0 E :05.4 0-2-4 16:0-7-12 0-M 17:0-7-0 03-12 LOADING(psf) SPACING 2-" CSI DEFL in (lot*) Vdeft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.44 17-18 >930 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.69 17-18 >586 180 MT20H 1481108 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.51 12 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:233lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC purlins, except 4-7 2 X 4 SPF 2100F 1.8E,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 9-15 2 X 4 SPF No.2 6-M oc bracing:9-14 WEBS 2 X 4 SPF No.2'Except* WEBS 1 Row at midpt 11-12,5-17,8-14,10-12,8-16,8-17,7-17 3-18 2 X 4 SPF Stud,5-17 2 X 4 SPF Stud,6-17 2 X 4 SPF Stud 3-19 2 X 4 SPF Stud,6-16 2 X 4 SPF 210OF 1.8E SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 12=2096/Mechanical,1=1962/05-8 Max Horz 1=867(LC 7) Max Upliftl2=-1114(LC 7),1=-764(LC 8) Max Grav 12=2428(LC 4),1=2308(LC 3) FORCES (lb)-Maximum Compressiorl/Maximum Tension TOP CHORD 1-2=-6332/2705,23=-6124/2719,3-4=-6405/2861,4.5=5229/2879,5-6=3868/1766,6-7=-3859/1972,7-8=-1906/1097, 8-9=-2119/991,9-10=-2119/988,10-11=-1 05/163.11-12=330/171 BOT CHORD 1-19=-2609/5144,18-19=2856/5255,17-18=2778/5100,16-17=-1138M901,15-16=-29/38,14-15=-81/0,9-14=-814/429, 14-20=-801/1437,13-20=-601/1437,13-21=-801/1437,12-21=-80 1/1437 WEBS 3-18=-264/769,5.18=-1210/2340,5-17=-2550/1360,6-17=-510/350,14-16=-1193/2126,8-14=-1105/2004,10-14=-713/1251 ,10-13=0/305,10-12=-2466/1136,3-19=-186/169,8-16=-2558/1652,8-17=-718/503,7-17=-1565/2964 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MW FRS gable end zone;cantilever left 1%1111llllrrr1r� and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ` pF CONIyF''��'ii 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate �` DOL=1.15);Category II;Exp C;Fully Exp.;Ct--1.1 .` ,REV EN FO �� le 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-"wide will fit between the bottom chord and any other members. 9)Refer to to truss 10)bearing surface.for truss cow iders parallel to ra n value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity ofNA g ��rrrli1111111111�� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1114 lb uplift at joint 12 and 764 lb uplift at joint 1. June 22,200 Continued on page 2 A WARNlM3-Vert fir deelpn parameter and READ NOTES ON TWIS AND DVMUDED WTEE RE7ERENC9 PAGE A-7473 BEFORE USE. - Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMI Quality C left,DW-81 and lCSn Wing Component 14516 N.Outer Forty,Suite XM SaNly InfornmMon available from Truss Plate Institute,5113 D'Onofrio Drive,Madison,WI 53719. Chesterfield MO63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/+' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSII. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 72-3 3. Never exceed the design loading shown and never 0 WEBS c�, 4 stack materials on inadequately braced trusses. Oz �'� 3 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate b = designer,erection supervisor,property owner and plates 0-1/1;'from Outside CIL � U all other interested parties. truss.of edge g O a c�a co-? cs-a O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MITek 20/20 software of Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Enyineedng Reference Sheet.MII-7473 I 1 Jab Truss Truss Type Qty Ply i Mannalino-Lisawski 11233653 0706104J LR28 ROOF TRUSS 1 1 Job Reference o tionai Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2D07 MTek Industries,Inc. Fri Jun 22 06:28:51 2007 Page NOTES 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI I. LOAD CASE(S)Standard A WARNING-VerVy design parameter and READ NOTES ON TIIIB AND INCLUDED WTEK RZYMS S PADS MU 7473 Hdl'ORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on Individual budding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not tens designer.Bracing Shawn M i Te k Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guklance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIM11 Quality Criteria,DSB-Bf and BCSIi Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,5113 D'Onofho Drive,Madison,W 53719. Chesterfield,MO 83017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center late on joint unless x, P Y /4 P 1 Y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. C 1-2 C2-3 4 3. Never exceed the design loading shown and never Q WEBS c�. stack materials on inadequately braced trusses. O ��� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U .b a = designer,erection supervisor,property owner and plates 0-'hd'from outside a � u U all other interested parties. edge of truss. O p 5. Cut members to bear tightly against each other. C7-8 C6-7 15-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental1,,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate n Standard Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 j Job Truss Truss Type Oty Ply Mannarino-IJsowsld 112336538 0706104J LR29 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:52 2007 Page 444 9-2-4 12-10-12 173-0 171" 21-7-8 27-11.4 34-3-0 4-e4l 4-6-0 34f-9 4 4 4 0-1-0 4-3-8 63-12 63-12 7x12 MT18H= Scale=1:81.3 4x8= 2.5x4 II 7x12= 7 8 9 10 8.00 12 2.5x4 11 6x8 i 6 5x12 WB 5 3x6/i 4 3 2 I6 t5 13 7x12= 18 /2 19 1t 1 8x12= 10x14= 7x12= 3x10 II N 17 2.5x4 11 10x14 i 5.50 12 14 8x14 MT20H// 3x6 11 4-" 9-24 12-10-12 F 173-0 17,r1-0� 21-7-8 27-11-4 34-3-0 a a 4-6-0 3-8-9 4-" 0-1-0 4-" 63-12 6-3-12 Plate Offsets Y: 1:0-1-10 E 4:0-0-0 Ed :0-8-12 0-2-0 10:0.3-8 Ed 13:0--0 0312 15:04"0-" LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.43 16 >939 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.67 16 >605 180 MT20H 148/108 BCLL 0.0 Rep Stress Ina YES WB 0.62 Horz(TL) 0.44 11 n/a n/a MT18H 197/144 BCDL 10.0 Code IRC2003fTPI2002 (Matrix) Weight:219lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc pudins, except 7-10 2 X 4 SPF No.2,1-4 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E-Except- BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 8-14 2 X 4 SPF No.2 64)-0 oc bracing:B-13 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 5-15,13-15,7-13,8-12,9-12,10-12.7-15 3-17 2 X 4 SPF Stud,3-16 2 X 4 SPF Stud,5-15 2 X 4 SPF Stud 2 Rows at 1/3 pts 10-11 SLIDER Left 2 X 4 SPF Stud 2-9-10 REACTIONS (lb/size) 11=2143/Mechanical,1=1982/0-5-0 Max Horz 1=753(LC 7) Max Upliftl 1=-954(LC 7),1=-761(LC 8) Max Grav 11=2470(LC 4),1=2333(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=5395/2705,2-3-6l90/2720,3-4=6502/2867,4.5=-6322/2885,5-6=-3957/1770,6-7=3967/1987,7-8=-2121/1027, 8-9=-1506/721,9-10=-15061721,10-11=-2306/938 BOT CHORD 1-17=-2778/5196,16-17=-2831/5309,15-16=-2539/5176,14-15=31/112,13-14=0/144,8-13=-235/876,13-18=-1121/2140, 12-18=-1122/2135,12-19=149/189,11-19=-149/189 WEBS 3-17=-191/172,3-16=-255l784,5-16=-1183/2353,5-15=-2543/1356,6-15=551/372,13-15=-1165/2137,7-13=521/463, 8-12=-1227/605,9-12=-1003/476,10-12=-974/2399,7-15=-1253/2546 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. I1ItIIt111IIr 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf-40.0 psf(flat roof snow:Lumber DOL=1.15 Plate ��� CAN DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 �`�OF NEC' 4 n. 9 .4i Unbalanced snow loads have been considered for this design. .`� '� V EN IF'•. �O �'� : 1QE O -• �. 5)Provide adequate drainage to prevent water ponding. � y•;0 -{-.G 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 1-0 0 wide will fit between the bottom chord and any other members. 1 r� 9)Refer to girder(s)for truss to truss connections. 10 Bearingat joints 1 considers parallel to rain value using ANSI/fPI 1 angle to rain formula. Building designer should capacity of �.C�••�;CEN5,��••��.`� 1 ( ) Pa 9 9 9 9 9 �9 verify P�tY 11)Provide ring smechanical connection(by others)of truss to bearing plate capable of withstanding 954 lb uplift at joint 11 and 761 lb uplift at urface. i�, S10NA1�NG joint 1. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced June 22,200 Conti PI1, A WARMI40•Ver jf y dpiyn pararrwt n and READ NOTES ON Tffi8 AND INCLUDED YITSR RSPSREM.B PAGE AM 7473 BEFO"USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding —1—.— fabrication,quality control,storage,delivery,erection and bracing.consult ANN/TPIl QuaBy,CrINrW,D5111-89 and BMI lluldk p Contponerd 14515 N.Outer Forty,Suits#300 k/My Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. Chesterfield MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/, Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6 4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both Sides of tru55 l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator should be considered. C I-2 C2-3 bracing WEBS C 4 3. Never exceed the design loading shown and never p ., stack materials on inadequately braced trusses. ON ��� ; 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'ad'from outside 41 u U all other interested parties. edge of truss. 0 CL C7-8 C6-7 c5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in MITek 20/20 software or Upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient BCSI l: Building Component Safety Information, 1 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet-MII-7473 I Job Truss Truss Type 10ty Ply Mannarino•I-Isowski 112336538 0706104J LR29 ROOF TRUSS 1 1 Job Reference flora Truss Tects.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 D6:28:52 2007 Page LOAD CASE(S)Standard A weneaNrs-Ver*design parameters and MUD N07ZS ON TM8 AND LIMMUDan m rss xsrst¢ NCE Peas nm 747a Bsroxa EM. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►Il Quality Criteria,DSB-89 and IIICSI1 Building Component 14515 N.Outer Forty Suite#300 Safety Information available from Truss Plate Institute.W D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. Cl-2 C2-3 WXZC� 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. Cie 0 O i 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate e = designer,erection supervisor,property owner and plates 0-'/id'from outside 0- �'� u U all other interested parties. edge Of truss. ol 1 C7-8 C6-7 CS-6 1 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSIAPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 1 l.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green heated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: No project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII.7473 Job Truss Truss Type Qty Ply Mannlarino-Usowski 11 0706104J LR2GR ROOF TRUSS 1 2 Job Reference I Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:53 2007 Page -p-16r0 3-9-0 8.0-0 12-8-6 17-3-0 21-9-10 26.6.0 30.E-0 3446-0 35 4 p r 0-10-0 3-9-0 4.3-0 4-" 4-6-10 4-6-10 4-8-6 4-M 4-0-0 0.10-0 Scale=1:80.4 7x12= 7x12= 2.5x4 11 3x10= 4x8= 2.5x4 II 4 5 6 7 8 9 8.00 f 12 3x6 i U8 10 3 m 1 �'2 1 id 12x14=22 21 23 24 20 25 26 27 19 28 18 29 3016 31 1532 33 34 14 35 13 36 12x14= 2.50 II 3x6= 7x12= 8x14 MT20H WB= 7x12= 3x8= 2.5x4 II 300 II 7x12 WB= 3-9-0 8-0-0 12 17 3-0 21-9 10 26 6 0 3014) 3443-0 3.94) 4-3-0 4-" 4-6-10 4-6-10 4-" 4-0-0 4.0-0 Plate Offsets MY): 2:0-03 Ed 4:0-9-0 0-M 9:0.9-0 03-8 11:0-0 3 Ed LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.30 17-19 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.41 17-19 >999 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(rL) 0.14 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:431 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins. BOT CHORD 2 X 6 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing, Exoept: 16-18 2 X 6 SPF 165OF 1.5E 8-4-1 oc bracing:17-19 WEBS 2 X 4 SPF Stud'Except' 8-5-7 oc bracing:15-17. 4-19 2 X 4 SPF No.2,6-19 2 X 4 SPF No.2,6-15 2 X 4 SPF No.2 9-15 2 X 4 SPF No.2 WEDGE Left:2 X 6 SPF 165OF 1.5E,Right:2 X 6 SPF 165OF 1.5E REACTIONS (lb/size) 2=7190/0-5-8,11=7161/0-5-8 Max Horz 2=326(LC 6) Max Uplift2=3267(LC 7),11=3253(LC 6) Max Grav2=8039(LC 3),11=8009(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14,23=-11282/4668,3-4=-10368/4421,4-5=41280/4954,55=41278/4955,6-7=4 1 1 89/491 3,7-8=4 1 1 89/491 3. 8-9=-11191/4912,9-10=-10303/4399,10.11=-11243/4652,11-12=0/14 BOT CHORD 2-22=3812/8525,21-22=3812/8525,21-23=3812/8525,23-24=3812/8525,20-24=3812/8525,20-25=3803/8573, 25-26=-3803/8573,26-27=-3803/8573,19-27=3803/8573,19-28=5363/12181,18-28=5363/12181,18-29=5363/12181, 17-29=5363/12181,1730=5363/12181,1630=-5363/12181,1 631=5363/1 2 1 81,1531=5363/12181,1532=3528/8526, 3233=3528/8526,3334=3528/8526,1434=3528/8526,1435=-3491/8540,1335=3491/8540,1336=3491/8540, 1136=3491/8540 WEBS 3-21=-446/986,3-20=257/395,4-20=-730/1495,4-19=-2105/4646,5-19=570/323,6-19=4757/807,6-17=-801/1951, 6-15=4904/874,8-15=571/324,9-15=-2069/4573,9-14=-757/1540,10-14=-229/321,10.13=-437/967 NOTES 1)2-ply truss to be connected together with 1 Od(0,131"x3")nails as follows: �r Top chords connected as follows:2 X 6-2 rows at 0.9-0 oc. `: P EV EN F••, /�G'i��Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. ~ O Webs connected as follows:2 X 4-1 raw at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. — 3)Unbalanced roof live loads have been considered for this design. 1 52q 7 4)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MW FRS gable end zone;cantilever left l Z. and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) S15);1 Category I Exp C; roof live ioad_Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL= 6)Unbalanced snow bads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs June 22,200 Goffiq9Mr&V vtith other live loads. A WARMNO-Verify design parameters and READ NOTES ONTW8 AND INCLUDED WTEE REFERENCE PAGE MU 7473 BEPORS USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl GuaMy 0lboo ,OSB-89 and 110511 tluAdoO Component 14515 N.Outer Forty,Suite All" Safety UdormaXon available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSII. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never ZIc3 4 stack materials on inadequately braced trusses. O u •� O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'/16"from outside a �'' u U all other interested parties. a ed of truss. � g ~ c7$ cc 7 cs-a O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 tt.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. r•® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTeka and pictures]before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Englneering Reference Sheet:MII-7473 Job Truss Truss Type ay Ply Mannarino-Lisawski 11233653 0706104J LR2GR ROOF TRUSS 1 2 Job Reference(optional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MITek Industries,Inc. Fri Jun 22 06:28:53 2007 Page NOTES 8)Provide adequate drainage to prevent water ponding. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)All plates are MT20 plates unless otherwise indicated. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3267 lb uplift at joint 2 and 3253 lb uplift at joint 11. 13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)741 lb down and 352 lb up at 2-0-12,493 lb down and 240 lb up at 4-0-12. 408 lb down and 239 lb up at 6-0-12,616 lb down and 291 lb up at 8-0-12,616 lb down and 291 lb up at 10-0-12,616 lb down and 291 lb up at 12-0-12,616 lb down and 291 lb up at 14-0-12,616 lb down and 291 lb up at 16-0-12,616 lb down and 291 lb up at 16-5-4,616 lb down and 291 lb up at 185-4,616 lb down and 291 lb up at 205-4,616 lb down and 291 lb up at 225.4,616 lb down and 291 lb up at 24-5-4,616 lb down and 291 lb up at 265-4,408 lb down and 239 lb up at 28-5-4,and 493 lb down and 240 lb up at 30-5-4,and 741 lb down and 352 lb up at 325-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-94,4-9=-94,9-12=-94,2-20=-20,20-25=50,18-25=-20,1830=-60,3034=-20,1434=50,11-14=-20 Concentrated Loads(lb) Vert:18=-616(F)20=-616(F)14=-616(F)13=-493(F)22=-741(F)23=-493(F)24=-408(F)26=-616(F)27=-616(F)28=-616(F)29=-616(F)30=-616(F)31=-616(F) 32=-616(F)33=-616(F)35=-408(F)36=-741(F) A WAR WNO-Ver(fy design pararneters and READ NOTES ON THIS AND rNCLUDED M77EK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding , fabrication,quality control,storage,delivery,erection and bracing,consult A)M/T►Il Quall,Criteria,DSB-89 and BCS11 6ullding Component 14515 N.Outer Fony,Suite#300 Solely kianra/an available from Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,INO=17 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. see BCSII. O�t/lb, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator tracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never 0 ZIAO- r0a 4 stack materials on inadequately braced trusses. Oz u ��� 3oO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U = designer,erection supervisor,property owner and plates 0-'iid'from outside a U all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. C7-8 C6-7 CS6 � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERSAETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 fit.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. IS.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green heated lumber may pose unacceptable environmental, nmental1,,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. a MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSII: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:MII-7473 Job Truss Truss Type City Ply Marm vino-LisowsW 112336540 0706104J LR3 ROOF TRUSS 1 1 Job Retererlce Truss Tech.Inc,Monde,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:54 2D07 Page -0-1040 5-0S 10-" 173-0 24-6-0 29-5-11 34-" $5 4 p 0-10-0 5-0-5 4-11-11 73-0 73-0 4-11-11 5-0-5 0-10-0 Scale=1:61.7 7x12= 300= 7x12= 5 6 7 8.00 12 2.5x4 Q 2.Sx4 4 8 w r' 14 3 9 �1 2 10,y d 4x12,i dx12�� 8x12= 15 16 14 1317 12 ax12= 3x10= 2.5x4 II 5x8 WB= 3x10= r 10.0.0 173-0 24-b-0 34.6-0 10-0-0 73-0 73-0 10-0.0 Plate Offsets 2:0-"05-2 5:0-8-4 9.- :0-8-4 0-3-0 10:0-0-0 05-2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.23 12-14 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.45 10-12 >916 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.16 10 rda rda BCDL 10.0 Code IRC2003frPI2002 (Matrix) Weight:184lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. SOT CHORD 2 X 4 SPF 2100F 1.8E'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 10-13 2 X 4 SPF No.2 WEBS 1 Row at midpt 6-15,6-12 WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF 165OF 1.5E 3-0-4,Right 2 X 6 SPF 165OF 1.5E 3-0-4 REACTIONS (lb/size) 2=2177/0-5-8,10=2177/05-8 Max Horz 2=-404(LC 6) Max Uplift2=-827(LC 8),10=-827(LC 9) Max Grav2=2949(LC 3),10=2949(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-0/0,2-3=-4084/1044,3-4=-3854/1066,45=5515/1008,5.6=-2854/941,6-7=2855/941,75=-3514/1009, 8-9=-3851/1066,9-10=-4082J7044,10-11=-0/O BOT CHORD 2-1 5=4 103GO46,15-16=-1125/3355,14-16=4125/3355,13-14=-112513355,13-17=-1125/3355,12-1 7=4 125/3355, 10-12=-700/3042 WEBS 4-15=-259/350,5-15=-192/940,6-15=-1285/563,6-14=0/351,6-12=-1284/561,7-12=-191/937,8-12=-254/350 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf-40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. �11u11111rrrrl 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs "',0``F CONK nonconcurrent with other live loads. ��`` �,O 6)Provide adequate drainage to prevent water ponding. �.`�P ;�f�V E(V�� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y:.C, 8)•This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 827 lb uplift at joint 2 and 827 lb uplift at joint 10. Z 7 4 ;�Q` 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �'�!CENS�:�' LOAD CASE(S)Standard June 22,200 WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE A1117.7473 BEFORE USE. • Design volid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek. is for lateral support of individual web members only. Additional temporary tracing to insure stability Suring construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSIM1 Quality Creeds,DS{-!1 and 9011 WMdrg Component 14515 N.Outer Fort Suite#300 Sdety Information available from Truss Plate Institute,563 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure t0 Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both Sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For Q-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. C I-2 C2-3 3. Never exceed the design loading shown and never o WEBS c�c 4 stack materials on inadequately braced trusses. O u � 3 ��� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'lid'from Outside 0- 4' u U all other interested parties. edge of truss. 9 O 5. CCL ut members to bear tightly against each other. C7-8 C6-7 C5-6 F.. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing of 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16,Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. �i ANSI/TPI 1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII.7473 i Job Truss Truss Type City Pry Manmarino-Lisows d 112336541 0706104J LR30GR ROOF TRUSS 1 3 Job Reference I Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:55 2007 Page -p-10,0 2-0-12 1 4-" , 8-0.0 9-5-121 13-11-12 18.5-12 23-10-7 29-15 34-0.0 0-10-0 2-0-12 1-11-4 4-" 1-&12 4.6-0 4.8-0 5-4-11 5-2-15 5-4-11 Scale=1:61.5 7x12 MT18H= 2.5x4 11 3x6 I I 3x10= 2.5x4 II 6x8= 30= 7xl2= 5 6 7 8 9 10 11 12 8.00 12 US i 4 3 �1 2 q4 � 2.0 26 2719 28 29 8xl2 II 24 23 25 22 21 12x14= 2.5x4 II 8xl4 MT20H= 17 30 31 16 32 33 34 3515 36 14 37 38 13 5x8 2.50 11 7x12=3x6 11 3x10 11 4xl2= 8xl2= Us= 3x10 11 2-0-12 4.0-0 8-0-0 95-12, 13-11-12 1845-12 23-10-7 29-15 34-0 0 2-0-12 1-11.4 4-0-0 1512 4-6-0 4.6.0 5-4-11 5.2-15 5-4-11 Plate Offsets X 2:0-7-9 E 5:0-9-12 0-2-0 12:0-3 8 Ed 16:03-8 0-2-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.41 18-19 >995 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(rL) -0.57 18-19 >728 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(rL) 0.20 13 n/a n/a MT18H 197/144 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:621 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2'Except* TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc puffin, except 15 2 X 4 SPF 2100F 1.8E end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. Except: 6-21 2 X 4 SPF No.2,18-20 2 X 4 SPF 210OF 1.8E,8-17 2 X 4 SPF No.2 6-M oc bracing:8-18 WEBS 2 X 4 SPF No.2'Except' 10-0-0 oc bracing:6-20 12-13 2 X 4 SPF Stud,4-23 2 X 4 SPF Stud,4-22 2 X 4 SPF Stud WEBS 1 Row at midpt 12-13 5-22 2 X 4 SPF Stud,7-19 2 X 4 SPF Stud,9-16 2 X 4 SPF Stud 11-15 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 24-15 REACTIONS (Ib/size) 13=7844IMechanical,2=7137/05.8 Max Horz 2=429(LC 7) Max Upliftl3=3804(LC 6),2=3243(LC 8) Max Grav 13=8637(LC 4),2=7137(LC 1) FORCES Qb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3/0,23=-9820/4368,3-4=-9846/4407,45=-9914/4416,5-6=-10593/4753,6-7=-10740/4820,7-8=-14073/6296, 8-9=-13971/6252,9-10=-6420/2970,10-11=-6420/2970,11-12=-6420/2970,12-13=-7528/3383 BOT CHORD 2-24=3844/7814,23-24=-384417814,23-25=3844/7814,22-25=3844/7814,21-22=3931799,20-21=-1 34/288, 6-20=-188/539,20-26=-0136/13562,26-27=-0136/13562,19-27=-6136/13562,19-28=-6136/13562,28-29=-6136/13562, 18-29=-0136/13562,17-18=-271/680,8-18=-700/374,1730=-659/1503,30-31=-659/1503,1631=-659/1503, 1632=-4560/10313,3233=-4560/10313,33-34=-4560/10313,3435=-4560/10313,1535=-4560/10313,1536=-145/112, 1436=-145/112,14-37=-145/112,3738=-145/112,1338=-145/112 WEBS 4-23=459/314,4-22=386/662,5-22=3471/1567,20-22=-4217/8950,5-20=3702/8471,7-20=-4155/1932,7-19=-759/1801, 7-18=3971752,16-18=3960/8944,9-18=-2324/5064,9-16=430/400,9-15=-5882/2576,11-15=-762/388,12-15=-4217/9529 NOTES �iOF 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Q'� f�V E1Y F•., Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. h •'�� 0 Bottom chords connected as follows:2 X 6-2 rows at 04-0 oc,2 X 4-2 rows at 0-7-0 oc. y' +• — Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply = _ connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. L• 1 q �2 3)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 'i.��0�,"'�!CFNgEO,.•\atv```� 4)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 i��i�,'aS�U�A' 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs June 22,200 Cooflar&yt %�Ith other live loads. WARMNO-Vwt*design parameum and READ N0TE8 ON TWS AND INCLUDED JUTEE REFERENCE PAGE MZF 7473 i4EPORE USE. Design valid for use only with Millek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,a„ss,o�•.,a,,,._ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Gully Criteria,DSB-tit and gall Building Component 14515 N.Outer Forty,Suite#300 Safaty Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Chest~MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 4 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6 4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale ( g ) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 0 _1/1 Q, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. C I-2 C2-3 WEBS C3 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. o �!� ; �,�� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U vb = designer,erection supervisor,property owner and plates 0-1i,s'from outside � �' u U all other interested parties. edge of truss. a- g ~ c7-8 c6-7 CS-6 1 o S. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A i 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. a MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 1 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSIPPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet.MII-7473 i Job Truss Truss Type city Ply Mannarino-Lisowski 112336541 0706104J LR30GR ROOF TRUSS 1 3 Job Reference ana Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:55 2007 Page NOTES 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)All plates are MT20 plates unless otherwise indicated. 10)w This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1.0-0 wide will fit between the bottom chord and any other members. 11)Refer to girder(s)for truss to truss connections. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3804 lb uplift at joint 13 and 3243 lb uplift at joint 2. 13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)741 lb down and 352 lb up at 2-0-12,493 lb down and 240 lb up at 4-0-12, 408 lb down and 239 lb up at 6-0-12,616 lb down and 291 lb up at 8.0-12,616 lb down and 291 lb up at 9-",607 lb down and 290 lb up at 115-0,607 lb down and 290 Ib up at 135-0,607 lb down and 290 lb up at 155-0.607 lb down and 290 lb up at 17-5-0,616 lb down and 291 lb up at 18-7-8,616 lb down and 291 lb up at 20-",616 lb down and 291 lb up at 22-",616 lb down and 291 lb up at 24-",616 lb down and 291 lb up at 265$,616 lb down and 291 lb up at 28-6-8,616 lb down and 291 lb up at 30-6-8, and 610 lb down and 291 lb up at 32-",and 616 lb down and 291 lb up at 335-12 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 15=94,&12=94,2-21=20,18-20=-20,16-17=-20,1633=-60,3337=20,1337=-60 Concentrated Loads(lb) Vert 21=-016(F)23=493(F)22=-616(F)18=-016(F)24=-741(F)25=408(F)26=-607(F)27=-607(F)28=-607(F)29=-607(F)30=-016(F)31=-016(F)32=-016(F) 34=-616(F)35=516(F)36=516(F)37=-616(F)38=-616(F) A WARMNO-rert/y design parametm and READ 1VOTES ON TWS AND LWLODED IDTEX REFERENCE PAGE AM-7473 BEFORE DS& Design valid for use only with MTek connectors.This design a based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding •owcw.o.ewrow.,r fabrication,quality control,storage,delivery,erection and bracing consult ANSI/711 Quality Criteria,DSB-39 and ICSII Iusding component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,5113 D'Onofrio Drive,Madison,wl 53719. chesterfield,MO 63017 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.1,or Eliminator bracing should be considered. C1-2 C2-3 3. Never exceed the design loading shown and never Zthcstack materials on inadequately braced trusses. W � �O oe u '� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Udesigner,erection supervisor,property owner and plates 0-'Q"from outside a- U all other interested parties. edge of truss. g ~ a.c7-e c6-7 c5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. i ANSI/TPI 1: National Design Specification for Metal x, 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Englneedng Reference Sheet:Mll-7473 1 Job Truss Truss Type Cty Ply Mannarnto-Usawski 11233664 0706104J LR32 ROOF TRUSS 1 1 Job Reference o Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:56 2007 Page 1 t1010 4-9.3 9-5-12 10-0A 18-5-12 24-6-0 29-5-11 34-6-0 — 0-10-0 4-9-3 4-0-9 0-" 8S12 6-" 4-11-11 5-0-5 Scale=1:63.1 7x12 MT18H,i 3x6 II 4x6= 6x6= 6 7 8 5 6.00 12 US i 3x6 4 9 N r n 3 10 11 �12 N 20 21 16 22 Idly 8x12= 19 188x14 MT20H= US= 8x12= 14 13 12 8x12= 4x12 i 5x8= 3x6 11 3x6 11 5x12= 2.5x4 II 4x12 i 4-9-3 9512 14-2-14 18512 24-0.0 29-5-11 _ 34-" 4-9-3 441-9 4-9-2 4-2-14 6-0-4 4.11-11 5-0-5 Plate Offsets 2:0-0-0 05-2 8:04-8 0-2-12 11:0-0 0 0-5-2 15:0-9-8 05-0 19:038 0-2-8 LOADING(psf) SPACING 2-" CSI DEFL in poc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.22 15-16 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.32 15-16 >999 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.19 11 nda n/a MT18H 197/144 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 213lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD 2 X 4 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. Except: 15-17 2 X 4 SPF 210OF 1.8E 6-0-0 oc bracing:7-15 WEBS 2 X 4 SPF No.2*Except* 9-11-0 oc bracing:5-17 4-19 2 X 4 SPF Stud,4-17 2 X 4 SPF Stud,6-17 2 X 4 SPF Stud WEBS 1 Row at midpt 8-15 9-13 2 X 4 SPF Stud,9-12 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 2-10-4,Right 2 X 8 SYP SS 3-0-2 REACTIONS (lb/size) 11=2021/Mechanical,2=2124/0-5-8 Max Horz2=-404(LC 6) Max Upliftl 1=-747(LC 9),2=-827(LC 8) Max Grav 11=2748(LC 4),2=2895(LC 3) FORCES (lb)-Maximum Compressiort/Maximum Tension TOP CHORD 1-2=0/0,2-3=-4030/1014,3-4=3809/1034,45-4002M221,5-6=3449/l107,6-7=-Wl/1167,75=3773/1253, 8-9=3374/1021,9-10=3780/1043,10-11=-4010/1022 BOT CHORD 2-19=-1087/2994,18-19=-77/193,17-18=0/97,5-17=347/626,17-20=-1175/3222,20-21=-1175/3222,16-21=-1175/3222, 16-22=-1311/3807,15.22=-1309/3810,14-15=0/123,7-15=-748/469,13-14=-4&223,12-13=591/2985,11-12=-691/2985 WEBS 4-19=575/285,17-19=-1034/2867,4-17=-278/656,6-17=381/511,6-16=360/922,13-15=587/2532,8-15=530/1995, 8-13=-422/336,9-13=361/345,9-12=0/177,7-16=-899/464 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category It;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ttt11111ffrirrrr 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate ```.�``t CpNN DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 ��� ' 4)Unbalanced snow loads have been considered for this design. �.`�P;•REV EN FO'•/Q 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs C. y ._G", non-concurrent with other live toads. - i 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - - 8)All plates are MT20 plates unless otherwise indicated. 5 .1752 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 1-0-0 wide will fit between the bottom chord and any other members. ����Q�;'•,<iCENS�O:�k,``�� 10)Refer to girder(s)for truss to truss connections. Lei 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 747 lb uplift at joint 11 and 827 lb uplift at ''�• �ONA1.E ��•• joint 2. rrrrgpt111►ttt`` 12)This truss is designed in accordance with the 2003 Intemationnal Residential Code sections R502.11.1 and R802.10.2 and referenced June 22,200 Conti WITPI1. WARMNG-Verify design parameters and READ NOTES ON TWS AND ZMLUDED IIQTy:E RZYMM ICE PAGE AM 7473 BEFORE USE. � Design valid for use only with Miitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general gukkme regarding ro„-t1——,,.- fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/W Quality CdNrb,DSI1-89 and Il MidhV Componerd 14515 N.Outer Forty Sufle N300 Sa tiety Information available from Truss Plate Institute.583 D'Onotrio Drive,Madison,WI 53719. Chesterfield MO 63017 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/;' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage Or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI 1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never o WEBS �a, 4 stack materials on inadequately braced trusses. ce OO �'� ��� 3 0 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate d = designer,erection supervisor,property owner and plates 0-1i,e' from outside d �`� u U all other interested parties. edge of truss. g O c7 a co- cas o CL 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MRek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. -•---® 18.Use green heated lumber may pose unacceptable environmental, nmental1,,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. I�� and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:MII-7473 I Job Truss Truss Type aty Ply Mannarino-Lisowski 11233654 0706104J LR32 ROOF TRUSS 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:66 2007 Page LOAD CASE(S) Standard A WAR1tIMNU-Verify design parameters and READ NOTES ON THIS AND INCLUDED eUTEE REFERENCE PAGE AM 73 REPORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te,\ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMI Quality Criteria,DSB-89 and 6CSI1 building Component 14515 N.Oulw Farty,Sulte"M Safety hftmxdlon available from Truss Plate Institute.583 D'Onotdo Drive.Madisort,tNl 53719. ChesterthlK IMO 4=7 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSII I. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never WEBS �aa 4 stack materials on inadequately braced trusses. o U �•� 3 ��� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U pb = designer,erection supervisor,property owner and plates 0-'/4' from outside a �' u U all other interested parties. edge of truss. 0 c7-8 C6-7 CS-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSlfTPl 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19`Yo at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is anon-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is comber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but C 2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone g MiTek" is not sufficient. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, 20.Design assumes manufacture in accordance with i Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Englneedng Reference Sheet MII-7473 i Job Tn15s Truss Type city Ply Mannarino-Usowski 112336543 07D61 D4J LR33 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:57 2D07 Page -0-10f0 4-9-3 9-5-12 1 12-0-0 18-5-12 22-" 28511 34-8.0 0-10-0 4-93 4-8-9 2.6.4 65-12 4-0-4 5-11-11 6-0-5 Scale=1:86.5 7x12= 3x4 II 7x12= 6 7 8 2.5x4 11 8.00 12 5 3x6'� 3x6 9 N 4 10 3 11 �12 N ,9 20 10x141. 10 = 8x12= 18 177x12= 14 13 12 4x6-\ ex12 4x12,i 5x8= 3x6 11 2.5x4 11 5x12= 2.5x4 11 06,\ 4-93 95-12 18512 22.E-0- 28-5.11 34-" 4-9.3 4-&9 9-" 4 0 4 5-11-11 6.0.5 Plate Offsets MY):: 2:0-0-0 05-2 6:0-8-4 0-3-0 8:0-9-0 0-3-8 11:O-0-0 05-2 16:0-5-12 Ed 18:0-3 8 0-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.34 15.16 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(fL) -0.58 15-16 >709 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:215lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-15 oc pudins. BOT CHORD 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. Except: 15.16 2 X 4 SPF 2100F 1.8E 6-"oc bracing:5-16,7-15 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 8-13 4-18 2 X 4 SPF Stud,4-16 2 X 4 SPF Stud,9-12 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 2-10-4,Right 2 X 8 SYP SS 3-75 REACTIONS (lb/size) 11=2030/Mechanical,2=2152/05-8 Max Horz2=-478(LC 6) Max Uplift11=-770(LC 9),2=-851(LC 8) Max Grav 11=2673(LC 4),2=2839(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-0/0,23=-3951/1053,3-4=3732/1072,4-5=-3937/1159,5-6=-3855/1339,6-7=-2886/986,7-8=-2860/984, 8-9=3091/980,9-10=3630/1071,10-11=3843/1047 BOT CHORD 2-18=-1011/2938,17-18=-153/0,16-17=0/94,5-16=-435/310,16-19=-921/2743,19-20=-921/2743,15-20=-921/2743, 14-15=0/51,7-15=-763/452,13-14=-182/0,12-13=-676/2903,11-12=-676/2903 WEBS 4-18=-617/264,16-18=-939/3082,4-16=-159/568,6-15=385/797,13-15=-i91/2567,8-15=-655/1654,8-13=-494/316, 9-13=-649/456,9-12--0/243,6-16=-533/1302 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate ``111111111rrrrrr�� DOL=1.15);Category 11;Ex pi C;Fully Exp.;Ct--1.1 CON 4)Unbalanced snow loads have been considered for this design. `�`�`�OF IC N'p6 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs .� ? EV EN ••, �C nonconcurrent with other live loads. y CO Ot<•;1✓ 6)Provide adequate drainage to prevent water ponding. — 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live bads. * * 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 1-0-0 wide will fit — — between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss Connections. by others)of truss to ing le iftatjoint 11 and lb ftat eNS 10)Provide 2. mechanical connection(nce with the 2003 International Residential Residental oCode sections R5o2 1111 and R802.10.2 andlrefere Irked �� ss DNA E�G\•?`��```` 11)This truss s designed accords standard ANSI/TPI 1. June 22,200 LOAD CASE(S)Standard A WARHINO-Yer(/y design paranwitom and READ NOTS8 ON IMS AND DYCLUDED IOTdE RSFSRENCE PADS AW 7473 BEFORE Um. - Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown _M iTe k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TMI Quality CrMAo,DSB-69 and K311 6ulldnq Component 14515 N.Outer Forty,Suite 01300 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Chest~MO 63017 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. Cl-2 C2-3 WEBS c3 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. 6. ��� 3 O0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U 'e = designer,erection supervisor,property owner and plates 0-%6"from outside 0- u U all other interested parties. edge Of truss. C7-8 C6 7 CS-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MiTek 20/20 software Or upon request. 8. Unless otherwise noted.moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection, the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84 32,96-67,ER 3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. IS.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards' project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. I�� and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet•.MII-7473 i Job Truss Truss Type Oty Py Marnaritw-Usowski 112336544 0706104J LR34 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.5W s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:28:58 2007 Page 1 -¢r 10r0 4-9-3 9-5-12 14-" 17-11-9 , 20-" 2S� 29-9-9 34$0 G•10-0 4-9-3 4-8-9 4 6d 3-11-9 2-6-7 4-7-13 4-7-13 4-8.7 7x/2= Scale=1:73.3 8.00 F12 2.5x4 11 6x8= 4x6 7 8 9 Us 2.5x4 11 6 3x6 5 1011 i 3x8 i 2.5x4 4 12 3 13 14 2 9 22 23 ToII 8x12= 21 208x14 MT20H= 10x14= 17 16 24 25 15 8x12= 4x12 i 5a8= 3x6 II 2.5x4 11 5x12= U4= 4x12 4-9-3 9-5-12 17-11-9 20.6-0 1 27511 34-6-0 4-9-3 441-9 8-5.13 2.6-7 6-11-11 7-0-5 Plate Offsets Y: 2:0- 0 05-2 :0-6 0 0-z-12 9:0-5-12 0-2-12 14:0-a0 0-5-z 21:0-3-8 0-2-8 LOADING(psf) SPACING 2-" CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.33 18-19 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.54 18-19 >764 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.80 HOrz(fL) 0.18 14 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:227lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 43-4 oc purlins. BOT CHORD 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 18-19 2 X 4 SPF 210OF 1.8E 64)-0 oc bracing:5-19.8-18 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 7-18,9-16,11-16,7-19 4-21 2 X 4 SPF Stud,4-19 2 X 4 SPF Stud,12-15 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 2-10-4.Right 2 X 8 SYP SS 2-9-15 REACTIONS (Ib/size) 2=2190/05-8,14=2121/Mechanical Max Horz 2=553(LC 6) Max Uplift2=-871(LC 8),14=-790(LC 9) Max Grav2=2776(LC 3),14=2663(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2---0/0,23=3847/1082,34=3628/1101,45=3813/1207,5-6=3897/1471,6-7=3552/1482,7-8=-2324/943, 8-9=-2311/943,9-10=-2666/1008,10-11=-2714/988,11-12=3419/1146,12-13=3657/1127,13-14=3875/1107 BOT CHORD 2-21=-938/2854,20-21=-120/0,19-20=0/94,5.19=-728/461,19-22=-081/2321,22-23=581/2321,18-23=581/2321, 17-18=-70/0,8-18=-298/237,16-17=-263/0,16-24=551/2616,24-25=-551/2616,15-25=551/2616,14-15=-738/2875 WEBS 4-21=586/246,19-21=-861/2950,4-19=-90/513,7-18=-327/697,16-18=372/2541,9-18=571/1557,9-16=580/361, 11-16=-916/529,11-15=-184/414,12-15=-222/300,7-19=-731/1658 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psF,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate �gtltlltUrr��� DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs hP:y�EV non-concurrent with other live loads. Gj 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load rwnconcurrent with any other live loads. 8)All plates are MT20 plates unless otherwise indicated. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-0-0 wide will fit y 1 q between the bottom chord and any other members. �i O �/ �Or••�ti�Q: 10)Refer to girder(s)for truss to truss connections. .tom'••.CFNS,,: �. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 790 lb uplift at joint14. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. June 22,200 LOAD CAMEM StannArn A WARMNCi-V*Hh deal yn parametwe and R&W N07i8 ON TWB AND ZJWUW6D WTZK R6PERdNCE PA06 AW 7473 BEFORE use Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMI Quality Criteria,DS1111-89 and/CV1 subng Compomrd 14515 N.Outer Forty,Suite ir300 Salaly Informallon available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. Chesterfield MO 63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C I-4 C2-3 3. Never exceed the design loading shown and never o WEBS coo 4 stack materials on inadequately braced trusses. O U O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-11,6'from outside 0- �v u U all other interested parties. edge of truss. 0 CL c7 a co- cse O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MiTek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is comber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. - 17.Install and load vertically unless indicated otherwise. x 18.Use of green treated lumber may pose unacceptable environmental, health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek' and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 a Job Truss Truss Type Oty Ply Mannarino-Lisowski 112336545 0706104J LR35 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Morroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:28:59 2007 Page q 1^0-0 8-1-12 16-041 is-" 2644 34.E-0 0-10-0 8-1-12 7-10.4 2.6-0 7-10-4 8-1-12 7x12 Scale=1:77.7 8.00 12 7xl2 O 6 7 3x10 3x6 i 5 3x6 4 8 A 3 9 10 N12 N � I 7x12 11 4x8-5'-17 16 18 15 14 19 13 12 20 11 21 4x8\\ 7x12 II 4x6 2.5x4 11 4x6=3x6= 5x8=4x8= 2.5x4 11 4x6 Q B-1-12 + 16-0-0 r '�1 26-" B-1-12 7-10-4 2-" 7-10-4 B-1-12 Plate Offsets Y: [2:0-7-9,EdQel,[6:0-8-4,0-2-81,[7:0-9-8,0-3-41,[10:0-7-9,EdgeI LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.13 14-16 >999 240 MT20 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.22 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:204lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E'Except' TOP CHORD Structural wood sheathing directly applied. 6-7 2 X 8 SYP SS BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-14,6-13,8-13 WEBS 2 X 4 SPF No.2*Except* 4-16 2 X 4 SPF Stud,8-11 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 4-10-13,Right 2 X 6 SPF 165OF 1.5E 4-10-13 REACTIONS (lb/size) 10=2235Miechanical,2=2317/0-5-8 Max Horz2=-624(LC 6) Max Uplift10=-807(LC 9),2=-888(LC 8) Max Grav 10=2661(LC 4),2=2787(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3/0,23=-0720/1076,34=3156/1100,45=-2468/941,5-6=-2156/973,6-7=-1808/974,7-8=-2472/974,8-9=-3157/1105 ,9-10=3720/1079 BOT CHORD 2-17=-893/2784,16-17=-893/2784,16-18=-893/2784,15-18=-893/2784,14-15=393/2784,14-19=-405/1793, 13-19=405/1793,12-13=-649/2788,12-20=-649/2788,11-20=-649/2788,11-21=-649/2788,10-21=-649/2788 WEBS 4-16=0/407,4-1 4=1 2421630,6-14=306/850,6-13=-717/755,7-13=354/1067,8-13=-1240/632,8-11=0/400 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct--1.1 tllllllllll►/ 4)Unbalanced snow loads have been considered for this design. CON.... 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psi on overhangs non-concurrent with other live loads. �.` y V EN 6)Provide adequate drainage to prevent water ponding. �Q �� O •• 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y:• + 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 346-0 tall by 14)-0 wide will fit * S between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. .1752 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 807 lb uplift at joint 10 and 888 lb uplift at y O:•�! 0:: joint 2. 11)This truss isdesigned in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referencedstandard //llllllllt LOAD CASE(S) Standard June 22,200 a WARA7M-Vert/y design parametsre and READ N07E8 ON TMN AND ZWLUDED AV=REFERENCE PAQE AM 7473 BEFORE USE. � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not tens designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the M iTe4 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ro.e=+v.eeroerr.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMIl Gully CMeda,DS8-89 and KMI Midrq Cornponsed 14515 N.Outer Forty,Suite M300 Solely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield, 630 MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C t-2 C2-3 4 3. Never exceed the design loading shown and never o WEBS C�4 stack materials on inadequately braced trusses. z0 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'ad'from Outside � �K u U all other interested parties. edge Of truss. C7-e c6-7 C5_6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p NUMBERS/LETTERS. 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 1 I.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but 0 2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal N 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek" and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MTrek Engineering Reference Sheet MII-7473 i j Jab Truss Truss Type City Ply Mannarnlo-Lisowskl 112336546 0706104J LR36 ROOF TRUSS 4 1 Job Reference 1 Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:00 2007 Page 1 5.9.8 11-3-8 16-9.8 22-6-5 26-3-1 34.0.8-- 5-9-6 5-6-0 5-6-0 5-8.13 5-8-13 5-9-7 8.00 52 6x8 Scale=1:80.0 6 34 30 3x6 i 5 7 3x8 4 8 2.5x4\\ 2.5x4 3 g 2 10 1 11 Loi I 10x14 II 5x8 17 18 16 19 15 14 1320 21 12 4x6'Z� 7x12 11 c i 5x8 � 3x4= 4x8= 5x8= 4x8= 3x8= 43C8� 8-8-9 16-9.8 25.6-12 34-0-8 8.8-9 8-0-15 8-9-4 9-6-12 Plate Offsets Y: 6:05-4 0-25 [11:0-7-9,Edgel LOADING(psf) SPACING 2-" CS1 DEFL in goc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.20 12-14 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.31 12-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(fL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:192lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. 15 2 X 4 SPF 2100F 1.8E,7-11 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-14,6-14,8-14 WEBS 2 X 4 SPF No.2*Except* 3-16 2 X 4 SPF Stud,9-12 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP SS 3-8-1,Right 2 X 6 SPF 165OF 1.5E 3-6-0 REACTIONS (lb/size) 1=2163/Mechanical,11=2121/Mechanical Max Horz 1=673(LC 7) Max Upliftl=501(LC 8),l l=-806(LC 9) Max Grav 1=2488(LC 3),11=2477(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=3389/1062,23=3113/1088,3-4=-2878/1120,45=-2070/984,5-6=-181211008,6-7=-1921/1003,7-8=-2077/979, 8-9=-3075/1176,9-10=-3305/1140,10-11=3522/1117 BOT CHORD 1-17=-920/2449,17-18=-920/2449,16-18=-920/2449,16-19=547/2059,15-19=547/2059,14-15=-647/2059, 14-20=530/2140,13-20=530/2140,13-21=-SW/2140,12-21=530/2140,11-12=-729/2650 WEBS 3-16=396/377,4-16=-239/603,4-14=-1160/631.6-14=-780/1625,8-14=-1215/665,8-12=-279/711,9-12=494/413 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf:Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct--1.1 ttttllrltrrrq 4)Unbalanced snow loads have been considered for this design. CON 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 1 0 0 wide will fitP• �V EN F• �p �i� between the bottom chord and any other members. Gj 9� OF G 7)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 801 lb uplift at joint 1 and 806 lb uplift at joint _ =_ 11. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced .1752 •%Q1— standard ANSUfPI 1. LOAD CASE(S)Standard Al. June�dupunpua�`` June 22,200 A WARMNG-Ver{At design paranreten and READ N07E8 ON TM8 AND rNCLUDED Mrr=M ZRENC.E PAGE AM 7473 BEIORS USX Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown M i Te k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding �eeros.r.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMII QuaMy,CrlNrla,DW-89 and KMI eL4k*W Component 14515 N.Outer Forty,Suite e300 Sdoty Inlorrna8on available from Truss Plate Institute,583 UOnofrio Drive.Madison,wt 53719. Chesterrreld MO 83017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. C t 4 CY-3 IN 3. Never exceed the design loading shown and never 0 WEBS Ca 4' stock materials on inadequately braced trusses. 0 O= U �'� ��� i 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'n6'from outside 0- u U all other interested parties. edge of truss. O c�a cs 7 CS-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 i Job Truss Truss Type Qty 1 Ply Mannarino-Lisowski 11233654 07061 D4J LR37 MONO TRUSS 2 1 Job Reference(aptional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:00 2007 Page 1 r -0-10-0 2-0-8 2.5x4 II 0-10-0 2-M 3 Scale=1:12.4 8.00 F12 2.5x4 11 2 1 , Ll 4 2 5x4 II 2-0-8 2 5x4 I 2.0-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2003(TP12002 (Matrix) Weight:9lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc puffins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 5=218/0-3-8,4=74/Mechanical Max Horz 5=157(LC 7) Max Uplift5=-119(LC 8),4=-95(LC 7) Max Grav5=331(LC 3).4=106(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-96/50,3-4=-94/66,2-5=-308/151 BOT CHORD 4-5=-51/60 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf,Category 11;Exp C;enclosed,MWFRS gable end zone,cantilever left and right exposed,end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other 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 119 lb uplift at joint 5 and 95 lb uplift at joint 4. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced tttttllltlllrrrrrl� standard ANSI/TPI 1. �`\<GOF CONt�I�cCIfii,�� LOAD CASE(S) Standard `�P.���V EN,c0 Ihununnlpt`` June 22,200 a WARMING Verlfy design parametan and READ NOTES ON THIS AND INCLUDED MITSE REFERENCE PAGE M17 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is 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 general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSMI1 Quality Criteda,DSB-89 and BCSII Sullang ComponsM 14515 N.Outer Faly SuNs MW Safety Information available from Truss Plate Institute,583 D'Onotho Drive.Madison.WI 53719, chesterfreld.M0 awl 7 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/;' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are Indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator � bracing should be considered. C 1-2 C2-3 IN WEBS N,_ 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �'� 3 ��� O4. Provide copies of this truss design to the building For 4 x 2 Orientation,locatedesigner,erection supervisor,property owner and plates 0-'/,d'from outside U ail other interested parties. edge of truss. a g O C7-e C6-7 Cs-6 1 0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings Occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet-MII-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233654 0706104J LR38 ROOF TRUSS 2 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.5W s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 D6:29:01 2007 Page 1 -0�10-0 2-2-8 2.50 11 G-10-0 2-2-8 3 Scale=1:12.9 8.00 F12 3x4 11 2 t , 5 4 �2id1 I I 2-2-8 2 5x4 d l 0-2-8 2-04) LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.00 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a rda BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:10lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=225/0-3-0,4=86/Mechanical Max Horz5=190(LC 8) Max Uplift5=-81(LC 8).4=-119(LC 8) Max Grav5=341(LC 3),4=124(LC 3) FORCES (lb)-Maximum Compressiori/Maximum Tension TOP CHORD 1-2=0/95,2-3=-98/43,2-5=-320/124 BOT CHORD 4-5=0/0 WEBS 3-4=-106/95 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS gable end zone,cantilever left and right exposed;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11,Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. `IIIIIIIIIII Iflr/!rye 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 5 and 119 lb uplift at joint 4. 0F CON/V�C�'�i,� 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � � FO' � LOAD CASE(S) Standard o.17 4 '2 !!!l/f lfiilllllll`I June 22,200 WARMNG Verify design pammsten and READ NOTES ON THIS AND INCLUDED IQTEE REFERENCE PAGE MU-7473 BEFORE USE. ���• Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. wr Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k. is 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 general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPII Qualify Crttedo,DSB-69 and BCSII Building Component 14515 N.Outer Forty,fluke t1300 Safety Iraormatlon available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by on engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator bracing should be considered. C1-2 C2-3 3. Never exceed the design loading shown and never o WEBS LN4 stack materials on inadequately braced trusses. 2 y 7: 3 ��� O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = designer,erection supervisor,property owner and plates 0-'ad'from outside a U oil other interested parties. edge of truss. O 5. Cut members to bear tightly against each other. C7-8 C6-7 r BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MlTek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. I l.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ad 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER M PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet-MI1-7473 a 1 Job Truss Truss Type Qty Py Mannarino-Usawski 11233654 0706104J LR4 ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:02 2D07 Page 1 -0 10,0 6-0-5 } 12-0-0 1730 22.8-0 28-5-11 34-8-0 35 4 p 0-10-0 6-0-5 5-11-11 530 5-3-0 5-11-11 6-0-5 0-10-0 Scale=1:62.3 6x8= 2.5x4 11 6x8= 5 6 7 8.00 12 3x6 51 3x6 -51 4 8 a rb 3 9 �12 10�y d 4x6,i 4x6 8x12= 17 16 18 15 1419 13 12 Bx12= 4x6 2.5x4 II 3x4= 5x8= 4x8= 3x4= 2.5x4 11 4x8 6-0-5 12-0.0 17-3-0 22-6-0 28-5-11 34-6-0 — - i 6-05 5-11-11 530 530 5-11-11 6-" Plate Offsets MY): 2:0-0-0 05-2 5:0-5.4 0.3-8 :0-5-4 038 10:0-0-0 05-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.17 15-16 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.24 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:204lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 6-15 4-17 2 X 4 SPF Stud,8-12 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 3-75.Right 2 X 6 SPF 165OF 1.5E 3-75 REACTIONS (lb/size) 2=2155/05.8,10=2155/0-5-8 Max Horz 2--478(LC 6) Max Uplift-=-851(LC 8).10=-851(LC 9) Max Grav 2=2842(LC 3),10=2842(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0,2-3=3904/1039,3-4=3688/1062,45=-3167/976,5.6=-2546/935,6-7=-2546/935,7-8=-3167/976,8-9=-3688/1062 ,9-10=3903/1039,10-11=-0/O BOT CHORD 2-17=-996/2945,16-17=-996/2945,16-18=-805/2463,15-18=-805/2463,15-19=575/2463,14-19=575/2463, 13-14=575/2463,12-1 3=-667/2945,10-12=-667/2945 WEBS 4-17=0/240,4-16=513/443,5-16=-209/571,5.15=-437/855,6-15=-704/420,7-15=-437/855,7-13=-210/571,8-13=-613/445, 8-12=0/240 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf-40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 ``111plururgrrr 4)Unbalanced snow loads have been considered for this design. CON 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs ��`�OF N'r T ii�6 non-concurrent with other live loads. `��Q��;��V E.N R0 6)Provide adequate drainage to prevent water ponding. co C, -1 7)This truss has been designed for a 10.0 psf bottom chard live load nonooncurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tali by 1-0-0 wide will fit between the bottom chord and any other members. - 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 851 lb uplift at joint 2 and 851 lb uplift at joint = q Q 10. 10)sThis truss tandard As desig ed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced •�,,�rrrONA LOAD CASE(S)Standard `,,�1��`'� June 22,200 A WARMNO-Vw1h dgryn parametrn and MWD R07=ON 7XIS AND MCLUDED WTW"JIMENCE PAGE 1Qr-7473 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of Component is responsibility of building designer-not truss designer.Bracing shown M iTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/r►Il Quaft CdrMa,D$9-89 and 6011 W/dng ComponoM 14515 N.Outer Forty,Suite 0300 Sally k0onnaMon available from Truss Plate Institute.583 D'Onofdo Drive,Madison.wl 53719. chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator bracing should be considered. C1-2 772 33 3. Never exceed the design loading shown and never WEBS hc, stack materials on inadequately braced trusses. OU �'> 3 ��� 30 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'/,e'from outside a U all other interested parties. a ed of truss. g O a C7-8 c6-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is comber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards. project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. M,T and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 112336550 0706104J LR5 ROOF TRUSS 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.5W Is Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:03 2007 Page 1 -0-10 0 7-0-5 14-0-0 20-6-0 27-5-11 34-6-0 3W 0-10-0 7-0-5 6-11-11 6-6-0 6-11-11 7-0-5 D-10-0 6x8 i 7x12 MT181-1,�' Scale=1:72.5 5 6 8.00 12 3x6�i 3x6�� 4 7 N th d 3 8 �t 2 9 16 7x12 11 4x6 �, 17 16 18 15 14 19 13 12 20 11 21 4x6 7x12 II 4x6 2,5x4 II 3x6= 4x6= 3x10=4x6= 25x4 II 4x6 �5 7$ 14-M 20-6-0 27-5-11�34-6-014-M 20-6-0 27-5-11�34-6-0 7-0-5 6-11-11 6-6-0 6-11-11 7-0-5 Plate Offsets X Y: 2:0-7-9 Ed 5:0-5-0 0-3-0, 6:0-7-4 0-1-12, 9:0-7-9 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.15 13-15 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.22 13-15 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:194lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-0 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-4-1 Dc bracing. BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-15,5-13,7-13 WEBS 2 X 4 SPF No.2*Except* 4-16 2 X 4 SPF Stud,7-11 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 4-2-12,Right 2 X 6 SPF 1650F 1.5E 4-2-12 REACTIONS (lb/size) 2=2286/0-5-8,9=2273/0-5-8 Max Horz2=551(LC 7) Max Uplift2=-871(LC 8),9=-871(LC 9) Max Grav2=2873(LC 3),9=2860(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3/0,2-3=-3896/1066,3-4=-3406/1090,4-5=-2918/972,5-6=-2192/965,6-7=-2896/972,7-8=-3385/1090, 8-9=-3874/1066,9-10=-3/0 BOT CHORD 2-17=-885/2945,16-17=-885/2945,16-18=-885/2945,15-18=-885/2945,14-15=-020/2203,14-19=-620/2203, 13-19=-620/2203,12-13=-664/2928,12-20=-664/2928,11-20=-064/2928,11-21=-064/2928,9-21=-664/2928 WEBS 4-16=0/255,4-15=-921/538,5-15=-253/832,5-13=-571/509,6-13=-238/760,7-13=-923/538,7-11=0/252 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf,Category 11,Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed,end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 1111t1111lffflffl ow ads have en or this 5)This tlrussa snbeenodesigned ffoor greater of considered frroof live design. 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs `�.�`` pF CON....... ONN�C ' non-concurrent with other live loads. �P::�V EN Fp••.�� - 6)Provide adequate drainage to prevent water ponding. 6 { . r✓ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)All plates are MT20 plates unless otherwise indicated. 9)The following joint(s)require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection:6. _ 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit No, 52 between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 871 lb uplift at joint 9. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced '�zzzz�ssl�NM- standard ANSI/TPI 1. June 22,200 LOAD CASE(S) Standard WARMING-Vcr1(g design pammetms and READ NOTES ON THIS AND INCLUDED mTE1r REFERENCE PAGE Am-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rerswmrerawr._ fobncation,quality control,storage,delivery,erection and bracing,consult ANSI/t►ll Quality CrMerla,DSB-89 and BCSI1 6utiding Component 14515 N.dMr Forty,Sub#300 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,wl 53719. CheabrfMld MO63017 Symbols Numbering System A& General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T.I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never WEBS NCstock materials on inadequately braced trusses. X: U �'� 3 ��� O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = designer,erection supervisor,property owner and plates 0 'nd'from OUtSide a (� all other interested parties. edge Of truss. oll p C7-8 C6-1 C5-6 � 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 'Plate location details available In M1Tek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate ConnectedStandard Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet Mll-7473 1 Job Truss Truss Type Qty Ply Mannarino-Lisowski 112336551 0706104J LR6 ROOF TRUSS 3 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:04 2007 Page 1 -0-10-0 2-0-0 5-0-0 8-" 0-10-0 2-0-0 3-0-0 3-0-0 2.5x4 11 3x6= Scale=1:15.7 5x8= 5 6 4 8.00 12Ll 3 10 2 4x6 i 9 11 8 12 7 2.5x4 II 3x10= U10 11 2.5x4 I 2.04) 5 0 0 8-0-0 2-" 3-" 3-" Plate Offsets X Y: 2:0-7-1,0-1-11 4:0-",0-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 8 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:40lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except BOT CHORD 2 X 6 SPF 165OF 1.5E end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. SLIDER Left 2 X 6 SPF 165OF 1.5E 1-6-6 REACTIONS (lb/size) 7=599/Mechanical,2=674/0-5-8 Max Horz2=129(LC 7) Max Uplift7=-349(LC 6),2=-345(LC 8) Max Grav7=779(LC 4),2=674(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3/0,2-3=-776/348,3-4=-760/346,4-5=-800/389,5-6=-800/389,7-10=-706/331,6-10=-706/331 BOT CHORD 2-9=-321/555,9-11=-326/570,8-11=-326/570,8-12=-28/43,7-12=-28/43 WEBS 4-9=-75/195,4-8=-164/273,5-8=-520/279,6-8=- 42/967 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category II;Exp C.enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category II;Exp C;Fully Exp.;Ct=1 A 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `71111Itlfrrrrr 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit �\`QF CONtyF''zzzii between the bottom chord and any other members. C� zzi 8)Refer to girder(s)for truss to truss connections. ``�P ,� V EN F�•, �[+ �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 349 lb uplift at joint 7 and 345 lb uplift at joint :0 +•, G� 2. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 72 lb up at 2-0-12, 0.117 4 and 100 lb down and 72 lb up at 4-0-12,and 100 lb down and 72 lb up at 6-0-12 on bottom chord. The design/selection of such tv� connection device(s)is the responsibility of others. �'� D,h•'��CENS��' 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ���iz�zzFSsfONAi t'NG;``�.`�� LOAD CASE(S) Standard June 22,200 Continued on page 2 A WARNING-Vert fy design parameters and READ NOTES ON THIS AND ZSCWDED MGTEK REFERENCE PAGE AW-7473 BEFORE USE. �• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSS-69 and SCSI1 Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute.5113 D'Onofho Drive,Madison.WI 53719. Chesterfield,M063017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 3. Never exceed the design loading shown and never o WEBS �3, 4 stack materials on inadequately braced trusses. O 3 �,�� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-1/,6" from outside a- 4X u U all other interested parties. edge of truss. ol I C7-e C6-7 Cs-e 1 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available in MRek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of buss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design'front,back,words Plate Connected Wood Truss Construction. MiTek" and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Oty Ply Ma nnarino-Usowski 112336551 0706104J LR6 ROOFTRUSS 3 1 Job Reference o bona Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:04 2007 Page LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1.4=-94.4-6=-94,2-7=-20 Concentrated Loads(lb) Vert:9=-100(B)11=-100(B)12=-100(B) A WARMNO-17er(rm dulgn parameters and NERD NOTES ON TWS AND INCLUDED WTES REFERENCE PAGE NU 7473 BEFORE USE. Design vodd for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual budding component. Applicability of design poramenters and proper incorporation of component is responsibility of budding designer-not truss designer.8rocing shown M iTe k is for lateral support of individual web members only.Additional temporary brocing to'i sure stability during construction is the responsibdlity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowu.o•�ero.,,.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSVII ll Quality Criteria,DS6.69 and 60I1 6ulding Component 14515 N.Outer Forty,Suite 8300 Safety Information available from Thus Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Chesterfield,MO 63017 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. cl-2 72 3 3. Never exceed the design loading shown and never 0 WEBS O U �!� ; ��� ; 4. Provide copies of this truss design to the building >b = designer,erection supervisor,property owner and For 4 x 2 orientation,locate U plates 0-1i,6'from outside a- �' u U all other interested parties. edge of truss. rL g ~ c7 e co-r cse O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSON 1. •Plate location details available In Welk 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purtins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing 8,Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Oty Ply Mannarino-Lisowski 11233655 0706104J LR7 ROOF TRUSS 3 1 Job Reference�o�ronal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:04 2007 Page 1 -0-10.0 4-0-0 8-0-0 0-10-0 4)-0 4-0-0 4x6= Scale=1:23.3 2.5x4 II 4 5 Li 8.00 12 3 2 5x8 6 3x10 II 3x4= 4-" 8-0-0 4-0-0 4-0-0 Plate Offsets X Y: 2:0-7-1 0-1-8 4:0-0-12 0-2-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.18 2-0 >531 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.44 2-6 >212 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:37lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except BOT CHORD 2 X 4 SPF 210OF 1.8E end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. SLIDER Left 2 X 8 SYP SS 2-7-1 REACTIONS (lb/size) 6=444/Mechanical,2=530/0-5-8 Max Horz2=240(LC 7) Max Uplift6=-237(LC 7),2=-255(LC 8) Max Grav6=521(LC 4),2=660(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/0,2-3=-454/148,34=-256/156,4-5=-51/77,5-6=-284/151 BOT CHORD 2-0=-223/212 WEBS 4-6=-281/228 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category ll;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1111111t1 IIIrrI 7)*This between truss has been designed for a chord and any liveher loaed of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit ``� X%X GONNeC'/��'� mbers. 8)Refer to girder(s)for truss to truss connections. ��� �� V EN F•••T�[1�''� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 237 lb uplift at joint 6 and 255 lb uplift at joint 2. = / 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. - _- LOAD CASE(S) Standard 1 52 F N June 22,200 a WARMNG-Verify design Parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MZ1.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/Ml Quality Criteria,DS!-89 and Ill BuBding Component 14515 N.Outer Forty.Suits#300 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,wl 53719. Chesterfield MO63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. t „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C I-Y C23 WEBS c� 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. oc m y 0 OO 3 ��� ; 0 4. Provide copies of this truss design to the building ,b _ designer,erection supervisor,property owner and For 4 x 2 orientation,locate U plates 0-1/4'from outside IL �' u U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 C6-7 CS-6 F BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is anon-structural consideration and is the 4 X NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less.if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, MiTek 11 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:Mil-7473 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233655 0706104J LR8 ROOF TRUSS 3 1 Job Reference o tarsal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:04 2007 Page 1 i-0-1 D-0 3-0-5 6-0-0 "_0 r G-10-0 3-0-5 2-11-11 2-0-0 4x6= Scale=1:30.8 2.5x4 11 5 6 8.00 12 2.5114 4 3 c�9 2 c'al} 5x8 i 3x10 I 7 5x8 II 6-0-0 8-0-0 6-0-0 2-" Plate Offsets X Y: 2:0-7-1 0-1-8 5:0-3-12 0-2-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.18 2-7 >531 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.44 2-7 >212 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:43lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 210OF 1.8E end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. SLIDER Left 2 X 8 SYP SS 1-11-1 REACTIONS (lb/size) 2=530/0-5-8,7=444/Mechanical Max Horz2=336(LC 7) Max Uplift2=-246(LC 8),7=-246(LC 7) Max Grav2=757(LC 3),7=444(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/0,2-3=-084/194,3-4=-533/210,4-5=-226/131,5-6=-71/107,6-7=-137/72 BOT CHORD 2-7=-292/403 WEBS 4-7=-380/310,5-7=-182/147 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf;Category 11,Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``11111111I1rtf7ry� 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 1-M wide will fit between the bottom chord and any other members. .�` ��F N�Cr'/,i'�i 8)Refer to girder(s)for truss to truss connections. `�P:��V EN Fp• �[1 9)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 246 lb uplift at joint 2 and 246 lb uplift at joint = C, f'•-G� 7. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. - - o. 1752 LOAD CASE(S) Standard June 22,2007 a WARNING-Verify design parameters and READ NOTES ON TIUS AND INCLUDED IUTER REFERENCE PAGE Mir-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T111 Quality CrMedo,DSB-39 and 5CSII building Component 14515 N.Outer Forty,Suite#300 Salaly IriOmgllon available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. LJ� and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. /lbr 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS C may require bracing,or alternative T,1,or Eliminator should be considered. C1-2 �3 bracing 3. Never exceed the design loading shown and never WEBS �a., 4 stack materials on inadequately braced trusses. O �� ; � ; 4. Provide copies of this truss design to the building 4 x 2 orientation,locate A- For designer,erection supervisor,property owner and U = all other interested parties. plates 0 14'from outside U edge of truss. CL c7$ co-? Cs-60 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTeko and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:MII-7473 I Job Truss Truss Type Qty Ply Mannarino-Lisowski 1123365 0706104J LR9 MONO TRUSS 22 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6,500 s Jun 5 2007 MfTek Industries,Inc. Fri Jun 22 06:29:05 2007 Page 1 70-101 3-7-3 8-0-0 0-10-0 3-7-3 4-4-13 2.5x4 11 Scale=1:37.5 5 8.00 12 2.5x4 J 4 3 2 EA 4x6 i 3.10 II 6 3x4= 8-0-0 8.0-0 Plate Offsets X Y: [2:0-3-8,Edgel LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.18 2-6 >531 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.44 2-0 >212 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 6 n/a rda BCDL 1&0 Code IRC2003/TP12002 (Matrix) Weight:38lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2 X 4 SPF 210OF 1.8E end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. SLIDER Left 2 X 6 SPF 165OF 1.5E 2-3-4 REACTIONS (lb/size) 2=530/0-3-8,6=444/Mechanical Max Horz 2=423(LC 7) Max Uplift2=-221(LC 8),6=-295(LC 8) Max Grav2=786(LC 3),6=651(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/0,2-3=-731/150,3-4=-444/171,4-5=-208/177,5-6=-271/149 BOT CHORD 2-6=-298/445 WEBS 4-6=-537/415 NOTES 1)Wind:ASCE 7-02;120mph,h=25ft,TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp C;enclosed;MW FRS gable end zone,cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit 1111ylllllrrrr/ betwen the ttom chord and any other 7)Refer togirder(s)for truss to truss connections. rs � �<CONI�f��, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 221 lb uplift at joint 2 and 295 lb uplift at joint V EN F••, �� 6. �P ��6 Of• G 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o.1752 ' "MCC NS E S1 0 N ,, ONA� ��1//nfIT111illiW*� June 22,200 WARMNG-Verlfy design parameters and BEAD NOTES ON THIS AND INCLUDED ADTSE REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is Me responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/T►II Quality Crtteda,DSO-89 and III Bunding Component 14515 N.Outer Forty Subs M300 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator C 1-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never o WEBS c�v 4 stack materials on inadequately braced trusses. 0 O 6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b designer,erection supervisor,property owner and plates 0-1/,6"from Outside d A' u U all other interested parties. edge of truss. g Oil c7� Co-7 C5-e 0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION I ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or � ESR-1311,ESR-1352,ER-5243,96046, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSI/TPI 1 Quality Criteria Installing&Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet:MII-7473 F Job Truss Truss Type Oty Ply Ma nnarino-Lisawski 11233655 0706104J LR9A ROOF TRUSS 4 1 Job Reference o Tonal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007111 Industries,Inc. Fri Jun 22 06:29:06 2007 Page 1 r0-10-q 1-3-1 2-5-8 5-1-0 8-" r 0-10-0 1-3-1 1-2-7 2-7-8 2-11-0 2.5x4 11 Scale=1:37.5 5 3x6 i 8.00 12 4 N 2.5x4 11 A 3 Sx8 2 4x12= 9 lQ 6 US= 9 8 2.5x4 11 3x4= 1-3-1 2-5-8 8-" 1-3-1 1-2-7 5-6-8 Plate Offsets X Y: 2:0-2-9,0-2-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.06 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0,35 Vert(TL) -0.15 6-7 >625 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2003rrP12002 (Matrix) Weight:421b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except BOT CHORD 2 X 4 SPF No.2*Except* end verticals. 3-8 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. Except: WEBS 2 X 4 SPF Stud 6-M oc bracing:3-7 REACTIONS (lb/size) 6=434/Mechanical,9=537/0-5� Max Horz9=412(LC 7) Max Uplift6=-296(LC 8),9=-221(LC 8) Max Grav6=636(LC 3),9=798(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/87,2-3=-1037/339.3-4=-1075/494,4-5=-140/144,5-6=-155/104,2-9=-782/235 BOT CHORD 8-9=-403/259,7-8=-106/84,3-7=-342/221,6-7=-233/387 WEBS 2-7=-425/741,4-7=-411/641,4-0=-575/379,2-8=-247/392 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 1%Exp C;enclosed;MWFRS gable end zone,cantilever left and right exposed:end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category Il;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit ,1ttIt1lIIIr,rIII between the bottom chord and any other members. CON/ill 7)Refer to girder(s)for truss to truss connections. T'i�i�i 8)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 296 lb uplift at joint 6 and 221 lb uplift at joint 9. �P. Fp•,•�C '� . 5 G 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ._ standard ANSIrrPI 1. LOAD CASE(S) Standard y"� ENS NAL n�„mnn11t1t� June 22,200 a WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED dUTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire k, is 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 general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►II Quality Criteria,DS6-89 and 5CSI1 Bung Component 14515 N.Outer Forty Suite#300 Safety Irdormallon available from Truss Plate Institute.583 D'Onohio Drive,Madison,WI 53719. Chesterfield,MO63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. see BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves V TOP CHORDS may require bracing.or alternative T,I,or Eliminator C t-2 C2-3 bracing should be considered. WEBS C� 4 3. Never exceed the design loading shown and never p , stack materials on inadequately braced trusses. O �'> O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b = designer,erection supervisor,property owner and plates 0-'/16"from outside a- _1° U U all other interested parties. edge of truss. CL C7-e c6-7 C15-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. IS.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green treated lumber may pose unacceptable environmental, health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. i���x and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MQek Engineering Reference Sheet:MII-7473 i Job Truss Truss Type Oty Ply Mannarino-Lisowski 112336556 'i 0706104J LRV1 ROOF TRUSS 2 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:06 2007 Page 1 2-0-0 2 i - 4-0-0 _ _ --- r � 2-0.0 2-" Scale:1.5•=1' 3x4= 8.00 rl2 3 1 2.5x4 4-" 2.5x4�� 4-0-0 Plate Offsets MY): 2:0-2-0,Ed e LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:9lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 4-0-0 Dc purlins. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=173/4-M,3=173/4-M Max Horz 1=-56(LC 4) Max Upliftl=-72(LC 6),3=-72(LC 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-160/84,2-3=-160/84 BOT CHORD 1-3=42/107 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph,h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15),Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp C;Fully Exp.;Ct=1.1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Gable requires continuous bottom chord bearing. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 1 and 72 lb uplift at joint 3. 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 1111uuuurpl LOAD CASE(S) Standard C �� Q•�,�EVEfV�� �� o.17524 Q SN .SS�O N A j1Nv June 22,2007 a WARNING-17erifg design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE 1111II-7473 BEFORE USE. • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding newwsrew.ewr._ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/RIl QuaNly Criteria,DSB-89 and BCS11 Building Component Solely INamaMon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W1 53719. 14616 Falls,7 AKi00 C1leNBrBA B10.M M O 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. O 1/1 Q, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. C 1-2 C23 3. Never exceed the design loading shown and never WEBS 4 stack materials on inadequately braced trusses. Oo �� ��� 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate UYdesigner,erection supervisor,property owner and plates 0-'ad'from outside a �' u Uall other interested parties. edge Of irUSS. 0LCC5-6 C7-8 C6-7O 5. Cut members to bear tightly against each other. H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In Welk 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is anon-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use green treated lumber may pose unacceptable environmental, nmental1,,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTe and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job �Tniss Truss Type Oty Ply Mannarino-Lisowsld 11233655 0706104J LRV2 ROOF TRUSS 2 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:06 2007 Page 1 i 4-0-0 B-0-0 4-" 4-" 4x6_ Scale=1:18.1 2 8.00 12 3 Li 2.Sx4 i 2.50 II 2.5x4 8-0.0 r 8-0-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.52 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 1=225/8-M,3=225/8.0-0,4=352/8-0-0 Max Horz 1=-131(LC 6) Max Upliftl=-122(LC 8),3=-132(LC 9),4=-90(LC 8) Max Grav 1=314(LC 3),3=314(LC 4),4=352(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-167/92,2-3=-167/74 BOT CHORD 1-4=-35/57,3.4=-35/57 WEBS 2-4=-264/134 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psF,BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-"wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 1,132 lb uplift at joint 3 and 90 lb uplift at joint 4. ```�111t1111tr1rrrr/r11 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��%` �F CONNF �i,� standard ANSVTPI 1. LOAD CASE(S)Standard .y t.C, +•.G r ,17 4 Q � 1111111111110 June 22,200 A WARMIMO•Vero destpn parnmete and READ NO7E8 ON TWS AND D11CLr7DSD WTER REMUME PADS AM 7473 BRFCUW USX. � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPfl GuaMy CANPM,DSB-89 and 5011 lulldktp Component 14515 N.Outer Forty,Suite A300 SaNly Irdarmallon available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/,' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. Ib 4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be considered. IN C 1 Q C2-3 3. Never exceed the design loading shown and never oN WEBS �a, 4 stack materials on inadequately braced trusses. �O3 vy ; 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U rb . = designer,erection supervisor,property owner and plates 0-'nd"from outside a �` U Uall other interested parties. ed a of truss. rL g ~ co- cs-c r0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In M1Tek 20/20 software Or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION PRODUCT CODE APPROVALS ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purtins provided at output. Use T,1 or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MTekb All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or heated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19,Review all portions of this design(front,back,words Plate n Standard Connected Wood Truss Construction. I�� and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:MII-7473 I Job Truss Truss Type Oty Ply Mannarino-Lisowski 112336558 0706104J LRV3 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:07 2007 Page 1 6-" 12-" , 6-0-0 6-0-0 5x8= Scale=1:24.9 3 8.00 12 2.5x4 11 2.5x4 11 4 2 5 1 3x4 i 2.5x4 I I 2.5x4 11 2.5x4 11 3x4 12-" 12-0.0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud j PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.43 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a Na BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:35lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purtins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=57/12-M,5=57/12-M,7=397/12-M,8=374/12-M,6=3 7411 2-M Max Horz 1=-205(LC 6) Max Uplift 1=-87(LC 6),5=-46(LC 7),7=-79(LC 8).8=•303(LC 8),6=-302(LC 9) Max Grav 1=110(LC 7),5=69(1-C 6),7=397(LC 1),8=606(LC 3),6=606(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-192/152,2-3=-241/154,3-4=-241/125,4-5=-120/80 BOT CHORD 1-8=-53/92,7-8=-53/92,6-7=-53/92,5-6=-53/92 WEBS 3-7=-010/121,2-8=-559/346,4-6=-559/346 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf,Category 11,Exp C;enclosed,MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 1,46 lb uplift at joint 5,79 lb uplift at joint 7,303 lb uplift at joint 8 and 302 lb uplift at joint 6. `111t1tttlfrrrr+//� 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ```\`QF CONIV6C I"// standard ANSI/TPI 1. LOAD CASE(S) Standard �C-D ; p' o. 5% Z/cEN5�0,: NALENv //IIInlnit1n1t1� June 22,200 AL WARNING-V-1Jy design pammeten and READ NOTES ON THIS AND INCLUDED AHTEE REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI7 Quality CrItoda,DSIII and BCSI1 building Component 14515 N.Outer Forty,9ulb OW So"Intornabon available from Truss Plate Institute,SB3 D'Onofrio Drive.Madison,wl 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI 1. Owl/16„ 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. AL C 1-2 C2-3 3. Never exceed the design loading shown and never WEBS sae 4 stock materials on inadequately braced trusses. O= 3 �,�� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U vb = designer,erection supervisor,property owner and plates 0-1/16"from Outside a �' u U all other interested parties. edge Of truss. 0 (L0 5. Cut members to bear tightly against each other. C6-7 CS6 G-8 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension i5 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use green heated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet:MII-7473 Job Truss Truss Type aty Ply Mannarino-Lisowski 11233655 0706104J LRV3A ROOFTRUSS 1 1 Job Reference o tonal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:08 2007 Page 1 4-7-8 10-7-8 4-7-8 6-0-0 5x8= Scale=1:26.0 3 8.00 12 2.5x4 II 2.5x4 11 2.5x4 11 2 4 1 5 2.5x4 11 2.5x4 11 2.Sx4 11 3x4 2.5x4 11 10-7-8 10-7-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.49 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n1a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:32lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc puriins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 9=-118/10-7-8,5=47/10-7-8,7=410/10-7-8,8=425/10-7-8,6=376/10-7-8 Max Horz9=-225(LC 6) Max Uplift9=-328(LC 3),5=-69(LC 7),7=-55(LC 9),8=-482(LC 8),6=-303(LC 9) Max Grav9=363(LC 7),5=88(LC 6),7=410(LC 1),8=793(LC 3),6=605(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-297/320,1-2=-235/178,2-3=-231/146,3-4=-224/145,4-5=-155/121 BOT CHORD 8-9=-87/122,7-8=-87/122,6-7=-87/122,5-6=-87/122 WEBS 3-7=-325/96,2-8=-738/487,4-6=-558/346 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8 Provide mechanical connection(by others of truss to bearing p g up late capable of withstanding 328 lb lift at joint 9,69 Ib up lift at l oint 5,55 \I\\IIIIrNfI lb uplift at joint 7,482 lb uplift at joint 8 and 303 lb uplift at joint 6. �```v``�F C01VlyF '-1/�� 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced `�� EN standard ANSI/TPI 1. �P.���V F�+ G's LOAD CASE(S) Standard * s o.1 52 '�flrf lllllllll\\\\ June 22,200 a WARNING-Vertfy design pawmeters and READ NOTES ON THIS AND INCLUDED IUTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TNl Quality CrBeda,DSB-89 and Ill Wldnp Component 14515 N.Outer Forty Suite#300 Safety IMormatton available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. chesterfield,MO 03017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/;' Center plate on joint unless x,y offsets are indicated. 1 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 01 „ 2. Truss bracing must be designed by an engineer.For -/16 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator C,-2 C2-3 bracing should be considered. 3. Never exceed the design loading shown and never Q WEBS N,, stack materials on inadequately braced trusses. O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'/,d'from outside � U all other interested parties. edge of truss. °' g ~ C7-8 ce-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purtins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek* and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI 1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet.Mll-7473 I 1 Job Truss Truss Type Oty Ply Mannarino-Lisowski 112336 0706104J LRV4 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 05468 6.500 s Jun 5 2007 MITek Industries,Inc. Fri Jun 22 06:29:08 2007 Page 1 8-0-0 16-0-0 8-0-0 8-0-0 4x6= Scale=1:32.9 3 8.00 12 2.5x4 It 2.Sx4 II 2 4 5 Li LLi 4x6�i r IV 4x6 2.5x4 11 2.5x4 11 2.5x4 11 16-0-0 16-0-0 Plate Offsets X Y: 1:0-5-11,Ed e, 5:0-0-7 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.35 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:49lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=192/16-0-0,5=192/16-M,7=493/16-M,8=491/16-M.6=491/16-0-0 Max Horz 1=-279(LC 6) Max Upliftl=-06(LC 9),5=-44(LC 8),7=-8(LC 8),8=-380(LC 8),6=-379(LC 9) Max Grav 1=252(LC 3),5=252(LC 4),7=493(LC 1),8=748(LC 3),6=748(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-207/181,2-3=-240/211,3-4=-240/182,4-5=-181/107 BOT CHORD 1-8=-64/134,8-9=-64/134,7-9=-64/134,7-10=-64/134,6-10=-04/134,5-6=-04/134 WEBS 3-7=-297/57,2-8=-626/397,4-6=-626/396 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02,Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 1111111IIII1 fII 8)upl ft at joinrovide t 7a380I connection 1b uplift at joint 8 others) and 379f truss to bearing 1b uplift at joint 6.plate capable of withstanding 66 lb uplift at joint 1,44 lb uplift at joint 5,8 lb `\``� �CON/V 60 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced �P ;��....... EN F�, standard ANSI/TPI 1. 0 f% G ' LOAD CASE(S) Standard _ o. 1 52 'Q ENS June 22,200 WARMNG-Verf f y design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE NII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te k. is 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 general guidance regarding fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/T►11 Quality Criteria,DSB-89 and BCSII Building Component 14515 N.Outer FoAy,&rite fKi00 Safety InfomtaBon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO83017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C2-3 Never exceed the design loading shown and never 0 WEBS a., 4 3. stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U �e = designer,erection supervisor,property owner and plates 0-'/16"from outside a u U all other interested parties. edge of truss. a g ~ a e c6a c5-6 10 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or puriins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. i BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference sheet MII-7473 Job Truss Truss Type Oty Ply Mannarino-UsowsM 112338561 0706104J LRV4A ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:09 2007 Page 1 4-7-8 12-7-8 4-7-8 8-04) 5x8= Scale=1:34.6 3 8.00 12 2.5x4 II 2.5x4 11 2.50 11 1 2 a 5 ax6.� 2.5x4 11 2.5x4 II 2.5x4 II 2.5x4 II 12-7.8 12-7-8 Plate Offsets Y Y: 5:0-0-7 Ed LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0,46 Vert(LL) n/a - n1a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - r✓a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 44 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc pudins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 9=-148/12-7-8,5=167/12-7-8,7=559/12-7-8,8=447/12-7-8,6=487/12-7-8 Max Horz9=-339(LC 6) Max Uplift9=-293(LC 3).5=-100(LC 7),7=-80(LC 6),8=-415(LC 8),6=-077(LC 9) Max Grav9=242(LC 7),5=224(LC 4),7=559(LC 1),8=753(LC 3),6=747(LC 4) FORCES (lb)-Maximum CompressiorVMaximum Tension TOP CHORD 1-9=-164/269,1-2=-74/166,2-3=-206/196,3-4=-188/228,4-0=-274/245 BOT CHORD 8-9=-199/271,8-10=-199/271,7-10=-199/271,7-11=-199/271,6-11=-199/271,5-0=-199/271 WEBS 3-7=-358/123,2-8=-671/417,4-6=-624/395 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pt=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34W tall by 1-M wide will fit tputllfrrrnr between the bottom chord and any other members. CON rrrizi 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 293 lb uplift at joint 9,100 lb uplift at joint 5,80 .�`�OF lb uplift at joint 7,415 lb uplift at joint 8 and 377 lb uplift at joint 6. `�.��Q�• ��d EN F� ��G',� 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard R Z NAI�N�•`�• �'rrrrrrunitNgt�t`� June 22,200 A WARMND-Yeryk das*n paranurte and READ NOTS8 ON TRW AND nkIMUDED 11DTW REPERENCE PADS MIT 7473 8ElORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual bu8rling component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTek. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ;--—.,o—row...- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/t►ll QuoWy Creerfa.DSO.Ot and 00511 Ouk&V Component W15 N.Outer Forty,Suite N300 Safely Inramalbn available from Truss Plate Institute,563 D'Onotrio Drive,Madison,WI 53719. Chesterfield MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/,' Center plate on joint unless x,y offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drowings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. O_1/1Q. 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,1,or Eliminator bracing should be considered. C1.2 C2-3 3. Never exceed the design loading shown and never 0 WEBS Nc stack materials on inadequately braced trusses. 0 �'� ; ��� 0O4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate designer,erection supervisor,property owner and plates 0-'14'from outside a U all other interested parties. edge of truss. 0 CL c» c6-7 CS-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green treated lumber may pose unacceptable environmental, health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 \ I 1 Job Truss Truss Type Qty Ply Mannarino-Lisowski 11233656 0706104J LRV5 ROOF TRUSS 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29.10 2007 Page 1 84-8 ) 16-9-0 84-8 6 4-8 4x6= Scale=1:34.5 3 8A0 FIT 2.5x4 11 2.Sx4 11 2 4 5 71 3x10 5� 3x10 2.5x4 11 2.5x4 11 2.5x4 11 16-9-0 16-M Plate Offsets X Y: 1:048-3 Ed 5:0-2-15 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.39 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:52lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oC purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=210/16-9-0,5=210/16-9-0,7=497/16-9-0,8=528/16-9-0,6=528/16-9-0 Max Horz 1=-293(LC 6) Max Upliftl=-72(LC 9),5=-48(LC 8),7=-4(LC 7),8=-403(LC 8),6=-403(LC 9) Max Grav 1=281(LC 3),5=281(LC 4).7=497(LC 1),8=797(LC 3),6=797(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-213/187,2-3=-241/222,3-4=-241/194,4-5=-196/122 BOT CHORD 1-8=-66/142,8-9=-66/142,7-9=-66/142,7-10=-66/142,6-10=-66/142,5-6=-66/142 WEBS 3-7=-289/46,2-8=-655/417,4-0=-055/417 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02,120mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp C;enclosed,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02:Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(Flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 1111nlufrrrq 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 1,48 lb uplift at joint 5,4 lb QF GQNNF uplift at joint 7,403 lb uplift at joint 8 and 403 lb uplift at joint 6. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ZZ rj 5 f'•-G� , LOAD CASE(S) Standard = ,/ o. 7524 'Q ENSEO: NAk-ENG.�`�. '���urnl nuf111��� June 22,200 a WARNING-Ver1(g design parameters and READ NOTES ON THIS AND INCLUDED 11IITER REFERENCE PAGE HD-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te„ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-69 and 6CSI1 Building Component 14515 N.Outer Forty Suite#300 Sdely k%tffnallon available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719, Chesterfield,Outer 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/,' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 1 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. O�l/IQ, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator � bracing should be i C 1-2 C2-3 WEBS c� 4 3. Never exceed the design loading considered. shown and never p f stack materials on inadequately braced trusses. OO u � 3 �y� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate e = designer,erection supervisor,property owner and plates 0 'nd'from outside �'' u U all other interested parties. edge of truss. a g O C7-8 C6-7 C5-6 10 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. [CC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I Or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone � DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 Job Truss Truss Type Oty Ply Mannario-Lisowski 112336563 0706104J LRV5A ROOF TRUSS 1 1 Job Reference Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MTek Industries,Inc. Fri Jun 22 06:29:10 2007 Page 1 r 4-7-8 14-7-8 4-7-6 10-" 5Xs= Scale=1:39.1 3 8.00 12 12 4 5 Ci 11 10 9 8 7 3x4 14-7-6 14-7-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.44 Vert(LL) n/a - n1a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:56lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. OTHERS 2 X 4 SPF Stud'Except' 3-9 2 X 4 SPF No.2 REACTIONS (lb/size) l l=-226/14-7-8,6=23/14-7-8,9=626/14-7-8,10=580/14-7-8,8=547/14-7-8,7=365/14-7-8 Max Horz 11=-452(LC 6) Max Uplift 11=-342(LC 3),6=-163(LC 7),9=-134(LC 6),10=-379(LC 8),8=-070(LC 9),7=-293(LC 9) Max Grav 11=168(LC 7),6=243(LC 6),9=626(LC 1),10=857(LC 3),8=805(LC 4),7=529(LC 4) FORCES cab)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-69/245,1-2=-26/162,23=-191/231,3-4=-182/265,4-5=-329/301,5.6=-050/308 BOT CHORD 10-11=-254/377,9-10=-254/377,8-9=-254/377,7-8=254/377,6-7=254/377 WEBS 3-9=372/173,2-10=-636/352,43=-641/410,5-7=-489/335 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02;Pr-40.0 psi(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf--40.0 psi(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)All plates are 2.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit ```�11111ttt11f1fuUr���� between the bottom chord and any other members. ���` OF CON IyF 44 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 342 lb uplift at joint 11,163 lb uplift at V joint B, �`�A,� EN fi•eT�*''f, 134 lb uplift at joint 9,379 lb uplift at joint 10,370 lb uplift at joint 8 and 293 lb uplift at joint 7. C(E 10)This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced y �` standard ANSVTPI 1. LOAD CASE(S) Standard ? 1752 • Q fill ONA li June 22,200 WARNING-Vern deslpn paramet n and READ 111OTZS ON TWS AND INCLUDED 1WT'EE RSISRSME PAGE JW 7473 ESPORS ME. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component 6 responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding . fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►11 Quality Cdlada,OSS-81 and 9=1 W/dng Component 14515 N.Outer Forty,Suite#300 Safely Informallon available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI1. 1 „ 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. C 1-2 C23 3. Never exceed the design loading shown and never 0 WEBS cao 4 stack materials on inadequately braced trusses. u �v ; ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U Yb i = designer,erection supervisor,property owner and plates 0-lied'from outside a �' u U all other interested parties. edge of truss. 0 CL c» c6-7 cs-a 10 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MRek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p NUMBERS/LETTERS. 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. I l.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. � 15.Connections not shown are The responsibility of others. Indicates IOCatIOn Where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but C 2006 MiTek®All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ® 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI l: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI I Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 I I 1 Job Truss Truss Type City Ply Mannarino-Lisowski 112336564 0706104J LRV6A ROOF TRUSS 1 1 Job Reference o tonal Truss Tech.Inc,Monroe,CT 06468 6.500 s Jun 5 2007 MiTek Industries,Inc. Fri Jun 22 06:29:11 2007 Page 1 4-7-8 1 16-7-8 4-7-8 12-M 5x8= Scale=1:51.5 8.00 12 3 2.50 11 3x4 11 2.5x4 11 1 2 4 2.5x4 II 5 6 1110 9 8 12 7 4x6 3x4 11 2.5x4 11 2.5x4 11 2.5x4 11 2 5x4 11 16-7-8 16-7-8 Plate Offsets KY):: 6:0-0-7 Ede LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.41 Vert(LL) n/a Na 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:68lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud*Except* 3-92X4SPFNo.2 REACTIONS (lb/size) 11=-221/16-7-8,6=157/16-7.8,9=631/16-7.8,10=572/16-7-8,8=589/16-7-8,7=487/16-7.8 Max Horz 11=-565(LC 6) Max UpIift11=-323(LC 3),6=-159(LC 7),9=-175(LC 6),10=-384(LC 8),8=-355(LC 9),7=-371(LC 9) Max Grav 11=155(LC 7),6=242(LC 6),9=631(LC 1),10=833(LC 3),8=837(LC 4),7=702(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-46/223,1-2=-86/153,2-3=-184/260,3.4=-189/305,4-5=-360/340,5-6=-511/357 BOT CHORD 10-11=-296/471,9-10=-296/471,8-9=-296/471,8-12=-296/471,7-12=-296/471,6-7=-296/471 WEBS 3-9=-381/213,2-10=-608/286,4-8=-624/400,5-7=-580/389 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft,TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C.enclosed,MWFRS gable end zone;cantilever left and right exposed,end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)TCLL:ASCE 7-02.Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Gable requires continuous bottom chord bearing. 11IItIt Iti11II 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit coNiy��7j'�i, between the bottom chord and any other members. �� C� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 11,159 lb uplift at joint 6, •;�`V EN c� 175 lb uplift at joint 9,384 lb uplift at joint 10,355 lb uplift at joint 8 and 371 lb uplift at joint 7. CO '• G 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard :2 NAtENG.�`�. IIIIiUunipllo� June 22,2007 WARNING-Verify design parameters and READ NOTES ON TNIB AND INCLUDED ffiTEE REFERENCE PAGE MZI-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M i Te is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T►II Quality CdWo,DSS-89 and BCSII NuNding Component 14515 N.Outer Forty,Suite 1l300 Safely kdorma8on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Chesterfield,MO 63017 1 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unleFx,y Failure to Follow Could Cause Property offsets are indicated. �= 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteMr) s: ry (Drawings not to scale) Apply plates to both sides:b st-) l. Additional stability bracing for truss system,e.g. and fully embed teeth. o � _ diagonal or X-bracing,is always required. See BCSI1. 1 „ m V' 0 2. Truss bracing must be designed by an engineer.For D Q. P.,! 1 2 3 wide truss spacing,individual lateral braces themselves 4= GEC X10 c TOP CHORDS may require bracing,or alternative T,1,or Eliminator 0 bracing should be considered. ci-z cz-3 3. Never exceed the design loading shown and never Z WEBS cz, 4 stack materials on inadequately braced trusses. O U �!> ; ��� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate b designer,erection supervisor,property owner and plates 0-'4'from outside d �'� u U all other interested parties. edge of truss. cs-e O S. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. •Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10.Camber is anon-structural consideration and is The 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-1311,ESR-1352, ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use green treated lumber may pose unacceptable environmental, nmental,1,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. I BCSII: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 NOTE: 20' oWaols Strom DemoLOAD TABLE 3 BEAMS 1.75 X 11.875 LP LVL295OFb-2.OE DESIGN CRITERIA t is 0.55 0.69 1.THISERTI NTISDESIGNED RI SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOADCASE(1 OTHER LOAD CASES DESIGN CONSISTS OF 3 - S) FASTENED _ THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. TOGETHER 1 RfiFER TO NOTES) LIVE LOAD . 40 PSP LOADING,DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD 17 PBP METHODS,WIND AND SEISMIC BRACING,AND OTHER TOTAL LOAD . 57 PBP LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/BIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX ROOF LEFT SPAN CARR. 1 2.13 FT OR ARCHITECT. UNIFORM ROOF LIVE TOP 43 PLY 00-00-00 13-01-04 1.15 ROOF RIGHT SPAN CARR. t 0.00 FT 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 18 PLY 00-00-00 13-01-04 0.90 LATERAL STABILITY. UNIFORM BEAK WEIGHT 18 PLF 00-00-00 13-01-04 0.90 DEFLECTION CRITERIA t 3.DO NOT CUT,NOTCH OR DRILL LP LVL. CONCENTRATED ROOF LIVE SIDE 1472 LBO 08-03-12 KINER0.2.50- 1.15 LIVE LOAD Dint L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. CONCENTRATED 11007 LIVE BIDS 1471 LBS 00-08-00 KI111320.2.50- 1.13 TOTAL LOAD DEFLI L / 1S0 5.VERIFY DIMENSIONS BEFORE CUTTING CONCENTRATED ROOF LIVE SIDE 1471 L ES O4-08-00 NINDRO-2.50- 1.13 LP LVL TO SIZE. CONCENTRATED ROOF LIVE SIDE 1471 LBO 02-08-00 KINBRO.2.50- 1.15 S.THIS LPLVLISTOBE USED ASA CONCENTRATED ROOF LIVE SIDE 1471 LBO 06-08-00 NINBRO.2.501 1.15 ROOF BEAM ONLY. CONCENTRATED ROOF LIVE BIDS 1272 LBS 12-03-12 KINBRO-2.50- 1.15 CODE COMPLIANCES t MAKE PROVISION FOR ADEQUATE DRAINAGE. CONCENTRATED ROOF LIVE SIDE 1216 LES 10-03-12 KINBR0.2.50- 1.15 REPORT # 7.PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF DEAD SIDE 625 LBS 08-03-12 KINBRO.2.50- 0.90 KER 622 EACH END OF COMPONENT. CONCENTRATED ROOF DEAD BIDE 625 LBS 00-08-00 KINBRG-2.50- 0.90 ICED ER-5004 CONCENTRATED ROOF DEAD SIDS 625 LBS 02-08-00 KINBRO-2.50- 0.90 L.A. City RR 25167 ATTACH TWO PLIES WITH 2 ROWS OF 16d CONCENTRATED ROOF DRAD SIDE 625 LBB 04-08-00 KINBRG-2.50- 0.90 CCMC 1151E-R (3-1/2-)NAILS AT12.00.FROM CONCENTRATED ROOF DEAD SIDE 625 LBS 06-08-00 MINBRO.2.50- 0.90 WISCONSIN 200124-W ONE FACE ONLY.STAGGER ROWS.FLIP CONCENTRATED ROOF DR" SIDE 540 LBO 12-03-12 KIN8R0.2.501 0.90 N.Y. CITY NZA 97-94-E BEAM AND ATTACH THE THIRD PLY WITH CONCENTRATED ROOF DEAD SIDE 317 LBS 10-03-12 KINBRG-2.50- 0.90 HUD MR 1214D ROWS OF 18d(3-1/Y)NAILS AT 12- OC TO THE UN-NAILED SIDE OF THE FIRST WARNING NOTES: TWO PLIES. STAGGER ROWS.NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. SHANK DIAMETER OF 0.131-.16d SINKERS USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP IJOISTS IS (3.1/4-)MAY BE USED. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CONTACT HANGER MANUFACTURER TO VERIFY BY A DESIGN PROFESSIONAL ABILITY OF HANGER TO DIRTRIAL17E I nAn CONCENTRATED LOADS MUST BE EQUALLY PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. DISTRIBUTED TO ALL PLIES.ADDITIONAL FASTENFRq MAY RE MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. 12 I 0 r SUPPORT REACTIONS (LBS)t 11.875 MAXIMUM 9ARIN0 NUMB ER 1 2 ! 1.750 DOWN 7797 7236 3.500 UPLIFT --- --- 5.250 CROSS SECTION MIN BEA 0 a S31 RS (IN-6X) 3- 0 - 0 IMAXIMUK DEFLECTIONS bUCUIJITED ALLOWABLE LIVE LOAD 0.33- 0.64- -DEAD LOAD 0.22- 13- 1- 4 TOTAL LOAD 0.48- 0.86- "'THIS DRAWING IS NOT TO SCALE"' Handling&Ereclbn Miscellaneous Informetlon LP LVL and CTR,LP Wolat SpeciBcallons Software Provided By Temporary and permeneM bracing la hoMNp 0rnporm The use of Oft component shag be 07f27107 BOLA end for specified by compliance 1pir d pp .Supports and dra en Par la tP LVL and CTR.LP paced b ba a um of applkatbrr. LP Engineered Wood Products NWbtad omra.lNoo beds toe appired la Omit be tl�and IMcomF �Obtsigain ego the neoese pl to d xknbef a using l •Common nalN driven peraed l0 2706 H hove 421 North b7 dssigrwn d era complex swrrchaa belora ralrrp eris and 3'logo ad. 8h+-Hrin chap be spaced a mkdmum d 4'la tOd b Y component well after as ere framing end fassming we componrs.If the design allerle Baled above doss not meet local buxdlrp 'Do not cot notch,dr18 or after LP LVL end CTR LP IJoisss except r shown In W Imirlpton,NC 28401 cempxtad.At no lama"losds greaser than design beds code r"Arernaes,do riot Lisa this design.When v*drawh is signed publisird materiel lrom UP be applied to the component. and ssNed,the alnwt"design is approved as shown In Orris drawl Omits set forth he eon, es any d r LVL end CTR.LP FJWW contrary ec the Local 910.9991178 rig negates any Implied es Warienty d the product ant a declaims Natkrnel Warts 800.999.9105 Dee n Crfterls bard oa dole provided"e11 ailed lad.P LVL and CTR LP contact we all Implied p got werrma. krNrdlrq ex Mnplxd wemr111r d mrchantadxly and 81nar I0 roads wllhwd umbr and ws0 dolled under bad.Wood In dined cadact la s perlbMr Lies. The design and material specified we In substantial with conaels mwt be protected as required by code.Contintious Isteral aontomdy With ego latest revisions of NOS and AITC.' support is assumed(was,floor beam,aft.).LP don not provide o"Ile DWG # Dead load detection Iraiudes sd)ta4ment feed.for asep. inspection.This dr&Mng must have an ArcMlect s or Engk*Ws goal a6xed •A COW OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total bad deeaoxon is IMxntarbous. to be considered an Enginesrkp doeun-e. LP is a registered hademrt of Louisiana-Pacific Corporation. SHEET # File:MM0Tek%JobsW706104Awocde.SPX AUG South 1 Yinusor BUILDING DEP^;;TMFNT AUG South bVindsor BUILDING DEPARTMENT Y DEPARTMENT DECISION APPLICATION FOR HVAC PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR 41-5U��BUILDING DEPARTMENT APPROVED 1540 SULLIVAN AVENUE Bldg. Permit# 51 644-2511 ext. 230 Date Bu' ector Application must be printed or typed FEE SCHEDULE of Job: � ,mil �cation ago $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000= $15.00 per$1,000 _ or any fraction thereof Tenant Designation Apt.No. APPLICANT �G /2 APPLICANT ADDRESS 70 4 B APPLICANT PHONE# /2T' © '—d `r- �0 W N S Fq OWNER OWNER ADDR/ESS, 0 - g,r OWNER PHONE C ESTIMATED COST$ O O— .�, IS THIS A CONTRACT COST? Yes _No I� �G FEE ENCLOSED$ f� _NS .• 0 TYPE OF JOB: S,Zo OR C New Installation 1 Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR HVAC PERMIT (Continued from reverse side) TYPE OF SYSTEM: TYPE OF BUILDING: 8-HEATING AJESIDENTIAL AT-A/C ❑COMMERCIAL ❑ VENTILATION ❑ INDUSTRIAL HEATING ❑ STEAM LOW PRESSURE LIMIT LBS. HIGH PRESSURE LIMIT LBS. ❑ HYDRONIC )QWARM AIR ❑ UNIT RADIANT HEATER EXISTING RADIATION ADDITIONAL RADIATION TOTAL RADIATION DESIGN TEMP. OUTSIDE cn:;' OF INSIDE 75-- F DIFFERENCE_2__<°F TOTAL HEAT LOSS(BTUH)t0,edCd°F(HEAT LOSS SHEET MUST ACCOMPANY APPLICATION) DESCRIBE ALA.H�� UIPMENT(INCLUDING MAKE&MODEL NO.) i {� d . 04 ten_c v GROSS HEATING CAPACITY(INPUT—BTUH) d0 Owtb NET RATING(OUTPUT—BTUH) TYPE OF FUEL ❑OIL—GPM OIL TANK LOCATION :❑ INSIDE❑ OUTSIDE CAPACITY 2 -GAS—INPUT,,�CQ_ LPG TANK CAPACITY ELECTRIC—KW AIR CONDITIONING q DESIGN TEMP.OUTSIDE 1?OF INSIDE 70 OF DIFFERENCE Z OF TOTAL HEAT GAIN(BTUH) ((HEAT GAIN SHEET MUST ACCOMPANY APPLICATION) DESCRIBE ALL COOLING QUIPMENT(INCLUD MAKE&MODEL NO.) /K TONNAGE 3 2_ COOLING CAPACITY(BTUH) D� VENTILATION DESCRIBE ALL AIR HANDLING EQUIPMENT(INCLUDING KITCHEN EXHAUST EQUIPMENT) TOTAL SIZE OF SYSTEM(CFM) FRESH AIR INTAKE(CFM) (PLANS MUST ACCOMPANY APPLICATION) FURTHER DESCRIPTION OF WORK THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. CONTRACTORS LICENSE NO T STATE SIGNATURE OF APPLIC DATE /Z- O 4 Lot #11, Maskel Rd., So. Windsor HVAC Load Calculations for Mannarino Blds. 400 Chapel Rd. Unit 3F South Windsor [E-k-kt %%nit i I i RHVACRSSIDEN"fyAL HVAC LOADS Prepared By: Steve Smith Advanced Htg.&AC Inc. Wednesday,August 01,2007 l Rhvac-Residential&Light Commercial WAC Loads Elite Software Development,In Advanced Htg 8 A/C Lot#11, Maskel Rd., So.Windsoill South Windsor,CT 06074 Page System 1 Room Load Summary ] g Run Run Clg Clg Clg Zone Clg Room Area Sens Nom Duct Duct Sens Lat Nom Adj Adj IF No Name SF Btuh CFM Size Vel Btuh Btuh CFM Fact CFM C -Zone 1--- 1 Family 420 18,361 240 3-6 530 6,828 1,263 312 1.00 312 312 2 Breakfast 196 9,671 126 2-6 456 3,913 632 179 1.00 179 179 3 Kitchen 126 1,902 25 1-6 499 2,143 90 98 1.25 123 98 5 Laundry 144 5,009 65 1-5 514 1,533 331 70 1.25 88 70 6 Dining 360 9,394 123 1-7 552 3,223 481 147 1.15 170 147 7 Living 238 4,641 61 1-5 475 1,417 201 65 1.00 65 65 Zone 1 subtotal 1,484 48,978 640 19,057 2,998 872 936 872 -Zone 2--- 4 Master Suite 737 12,654 165 2-6 594 5,103 371 233 1.25 292 233 Zone 2 subtotal 737 12,654 165 5,103 371 233 292 233 --Zone 3--- 8 Bedroom Wing 738 19,169 250 3-6 546 7,026 852 321 1.16 373 321 i Zone 3 subtotal 738 19,169 250 7,026 852 321 373 321 System 1 total 2,959 80,801 1,056 31,186 4,221 1,426 1,600 1,426 System 1 Main Trunk Size: 16x17 in. Velocity: 807 ft./min Loss per 100 ft.: 0.069 in.wg System Summary Cooling Sensible/Latent Sensible Latent Tons Split Btuh Btuh Net Required: 2.95 88%/ 12% 31,186 4,221 35,407 Recommended: 3.47 75%/25% 31,186 10,395 41,581 Ouipment Data - Heating System Cooling System Type: Model: Brand: Efficiency: Sound: Capacity: Sensible Capacity: n/a 0 Btuh Latent Capacity: n/a 0 Btuh 1 DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT APPRlBuildinglnspAe ED 1540 SULLIVAN AVENUE Bldg.Permit# 3� 644-2511 ext. 230Date Application must be printed or typed FEE SCHEDULE Location of Job: ve6 O /ri.1.S'IfFL /e A --- // $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000= $15.00 per$1,000 or,any fraction thereof Tenant Designation Apt.No. APPLICANT �?L �L��TJl/G -X-A)C APPLICANT ADDRESS Jb y Tit 6 IA40J CZ- 06a'7!1 APPLICANT PHONE# 6'-//3 i�Zo, OWN Sf q OWNER — OWNER ADDRESS `f0Q C Atok-4 P-0A f) cJN!T T. Op Fr OWNER PHONE .2 9 - 7O �,4 C ESTIMATED COST$ ) CB Q L r �.� IS THIS A CONTRACT COST? Vo"Yes _No Q FEE ENCLOSED$ v r�� 015 s0. O�� TYPE OF JOB: �O� R C New Installation Alteration/Addition/Repair 01 Revised 4/01//2002 APPLICATION FOR ELECTRICAL PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED 3&M A ® /RESIDENTIAL BUILDING PERMIT APPLICATION? &YES ❑NO ❑BUSINESS CURRENT USE AND OCCUPANCY ❑ASSEMBLY ❑MERCANTILE ❑EDUCATIONAL FUTURE USE AND OCCUPANCY Al w X-10 ❑INSTITUTIONAL ❑FACTORY ENGINEER'S NAME PHONE ❑STORAGE O GARAGE ADDRESS ❑MIXED USE CITY STATE ZIP (Other please specify) TYPE OF INSTALLATION/WIRING METHOD SIZE OF SERVICE SIZE OF MAIN CONDUCTORS NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS. REMOTE DISCONNECT REQUIRED? ❑YES UNO NUMBER OF LIGHT CIRCUITS 10 NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES I S' NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES :2-0 NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. 13 71Z let <�' CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT DATE S 0 7 DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT ERMIT# Application is hereby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT APPROV D 1540 SULLIVAN AVENUE Bldg.Permit# 61 ( � 644-251I ext. 230 Date Building Inspector Application must be printed or typed FEE SCHEDULE Location of Job: � m 1 $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT APPLICANT ADDRESS APPLICANT PHONE# 2.C\ OWN SF,q OWNER NU� ,,gaKN r� S OWNER ADDRESS bp m , OWNER PHONE 27 G r 5 C = ESTIMATED COST$ ��O IS THIS A CONTRACT COST? L- Yes _No i FEE ENCLOSED$ 2 C) 401, �sO ON� TYPE OF JOB: R C ✓New Installation Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR PLUMBING PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A / BUILDING PERMIT APPLICATION? ❑ YES U-KO O RESIDENTIAL ❑BUSINESS CURRENT USE AND OCCUPANCY ❑ASSEMBLY ❑MERCANTILE FUTURE USE AND OCCUPANCY ❑ EDUCATIONAL ❑ INSTITUTIONAL ❑ FACTORY ENGINEER'S NAME PHONE ❑ STORAGE ❑ GARAGE ADDRESS ❑MIXED USE CITY STATE ZIP (Other please specify) TYPE OF INSTALLATION 2 -��� SIZE OF ' .LAIN DRAIN `A NO.OF TOILETS STYLE NO.URINALS STYLE NO.OF BATHTUBS NO.OF SHOWERS NO.OF LAVATORIES 2 NO.OF CONDUCTORS�_ SIZE 3 NO.OF STACKS SIZE _ AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS NO.OF OTHER FIXTURES KIND ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW F(YES ❑NO SIZE OF WINDOW -I— IF NONE C.F.M.OF VENTILATOR SIZE OF DUCTS =SE OR SEPTIC TANK SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER 3�y WATER HEATER: TYPE MANUFACTURER DESCRIPTION OF WORK THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT To PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. 2C� �s G & CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT ,��� `� DATE�T—1 j U1 Electric # APPLICATION FOR BUILDING PERMIT Plum", # HVAC,: 240 MASK-C �ac Date: j-���o����1 Sprinkler# �p b ?Z Estimated Cost $ a FINAL APPROVALS Permit Fee $fit, Building _ COMPLETE RED BOXED AREAS Occupancy Fee $ fC.> Engineering —_ _ TYPE OR PRINT ONLY Eng. Insp. Fee $ Affidavit -- ► SIGN ON REVERSE SIDE Appr.for CO. (� Total Fee $ TO THE BUILDING DEPARTMENT, TOWN OF SOUTH WINDSOR, CT (Additional Cost) $ The undersigned hereby applies to do work according to the following: Applicant S Location of Work-AX /W-)tF-4,VOAn LotNo._ Applicant's Address 309/ Ta/cosh.;I tf ,d• Tel # 16, Town VQmUi-? zip amo416 Lic.# G 6 42 7V Owner r�134'7in Architect Owner's Address - Architect's Address % C,4h VV;a-Jc1-!-- Zip 0(00711 Zip— Sq. Ft. New Area: 1 st FI. 2nd FI. 3rd FI. Total New Area Purpose of this permit �J _R ����/n h1P7CZ '�,yi�r,rr►�.e.� Q - r lief sow OC City Water Well J Septic System J Sewe 2 0/'JQ 0,52( Ins: HO SP Area Basement Garage Approved by Date V Q Use Group Construction Type Revised 1108 I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this, permit is asked,and agree that this building is to be located the proper distance from all street lines.side yard lines,and required distances from all other zones and is located in which this building and its use is alto Signed I hereby apply for a Certificate of Occupancy for the work described this appli ation for the permit. Signed DO NO WRITE BELOW THIS LINE INSPECTION COMMENTS i' INSPECTION FIELD SHEET 04/13/22 Printed by Middleton, Morgan 15 07 48 INSPECTION: 94822 FINAL PERMIT: STATUS: APPLICATION: 201700521 LOC: 200 MASKEL ROAD SOUTH WINDSOR PROPERTY ID: 57900200 OWNER: BONIN CHRISTOPHER P & CONTRACTOR: REQUEST BY: PROJ DESC: TO CONSTRUCT A 22FT. X 36FT. INGROUND SWIMMING POOL WITH 4FT WORK ORDER: INSPECTOR: DOUG RESULT: PASS REQUESTED: PRIORITY: SCHEDULED: COMPLETED: 06/11/18 UNPAID FEES 00 Date Time MILEAGE: 00 TIME: TRAVEL ONSITE COMMENTS ALL INSPECTIONS: INSPECTED INSPECTOR RESULT INSP DESCRIPTION B001 FOOTING 08/11/17 ROSE PASS E002 ELECTRIC UNDERGROUND BONDING OF REINF,POOL COPING &HANDRAIL & DIVING BOARD E002 ELECTRIC UNDERGROUND 06/22/17 ROSE PASS E002 ELECTRIC UNDERGROUND OK TO BACK FILL CONDUIT BONDING OF POOL EQUIPMENT,POOL TRIM & PUMP MOTOR . H002 HVAC UNDERGROUND H003 HVAC ROUGH P002 PLUMBING UNDERGROUND P004 PLUMBING GAS TEST NO TES - _a o� 1. ORIGINAL AREA OF LOT 11 = 37,153 SQ.FT. = 0.853 ACRES c� N/F CONNEC77CUT AREA OF "PARCEL 11-A" = 3,649 SQ.FT. = 0.084 ACRES LIGHT & POWER COMPANY,�' ' ("PARCEL 11-A" TO BE DEEDED TO LOT 11) COMBINED AREA OF LOT 11 AND "PARCEL 11-A" = 40,802 SQ.FT. = a937 ACRES OPEN SPACE y'' N 2. ZONE OF SUBJECT PARCEL IS "A-20' AND A-30". "KILKENNY HEIGHTS" 01\� 4--333.7 MINIMUM YARD REQUIREMENTS: TO BE DEEDED TO THE 1, FRONT= 50 FEET TOWN OF SOUTH WWDSOR o pZ 0 21 O SIDE = 15 FEET REAR = 50 FEET �/}6 �uo ,'3/� ,7 J. BOUNDARY INFORMA77ON TAKEN FROM PLANS EN777LED - p�•55 �� 50 �p�� �,Lro / KILKENNY HEIGHTS SUBDIVISION PLAN PREPARED FOR MANNARINO BUILDERS, INC. 320 ABBE ROAD SOUTH WWDSOR, CONNEC77CUT SHEET 3 AND SHEET 4 DATE.- DECEMBER 20, 2006 SCALE.- 1 IN.= (30.3 J 341.1 'M cNp ,' 40 FT. REVISION DATES TO 5-8-07 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WIINDSOR, RE /+ � to CONNECTICUT' 4. APPLICANT MAP PREPARED w �P BY- MANNARINO BUILDERS, INC. ALFORD ASSOCIATES, INC. + % ROBERT MANNARINO 200 PIGEON HILL ROAD ' 326.6 I. 400 CHAPEL ROAD, SUI7E 3-F P.O. BOX 484 SOUTH W7NDSOR, CONNEC77CUT 06074 WWDSOR CONNEC77CUT 06095 ORIGINAL PROPERTY LINE TEL. # (860) 289-7055 TEL. # (860) 688-7288 OF LOT 11 + 343.1 0 5. ELEVA77ONS ARE BASED ON NGV029. ORIGINAL PROPERTY LINE�- to OF LOT 10 111 +.326.2 r. 6. NO ZONING VIOLA710NS W17H RESPECT TO LOCATION OF EXISTING FOUNDA770N, AS SHOWN �,I .'�+334.8 ' j` 7. EXIS77NG HOUSE - cn If v ' 320.6 �+ GARAGE FLOOR ELEVATION = JI Z 10 NEW PROPERTY LINE FINISHED FLOOR ELVA770N = 319.00 +,341.20' rco W A q BASEMENT FLOOR ELEVATION = 3f0.3t t co A I m i l BOTTOM OF FOO77NG ELEVAT7ON = 309.11 (A4a s IS 323.1 co R1 + i +327.1 322.5 +324.5' --------------- i > 8. LEGEND - PARCEL"11-A" 12 5' 1327.1+-, ' 7 326.0 -- ------_ -320.4 - 310__ EXIS77NG CONTOUR TO BE DEEDED TO LOT 11 0' x 310.0 EXIS77NG SPOT GRADE (12.5' WIDE STRIP) I -32 --------------- -- ' ----- 330.4 +j' 14 315.9 315.9 +313.1 CO SANITARY SEWER CLEANOUT 1, .ENCLOSED 326.8 WI PORCH +317.3 S 610 SANITARY SEWER LATERAL I BRICK PATIO 314.1 _ II 316.5 317.5 + W WATER SERVICE 317.4 9 'r + 316.9 313.0 / 0 322 - - 17 3'N 31 7 FD F0077NG DRAIN LINE 317.E 9•t' t5.o' ` 4.8' i C, GAS SERVICE 29.4 off 63.4' H`}V T,E,7V HO TELEPHONE, ELECTRIC AND CABLE TV SERVICES - % 318.+ 316.8 USE SE w -- WV -2 - .0 319.3 \1 SAN• FL-.'309 EM -l5.6% - WATER GATE <,, w 6•o N 1 14.7 309.7 Gv 0 c � b off 14.5' GAS GATE OUSE N 31 .1 N ' o� OEM ELECTRIC METER XIST. N 317.07 1, N T309.28 HOUSE off HOUSE OVERHANG E BIT. CONC. I4. I!I DRIVEWAY ` w EXIST. I' BIT. CONC. HW N,AT/'NWAY 318.9 r cP 1314.7, G'. GAS METER DRIVE ' + '� 50' 31 2 . i6.41 I m wo -� C�j N, co �•--- �j C 4' WIDE p O -- ' ?r BRICK WALK I 1 r7 -- 10' WIDE CL.& P. CO. EASEMENT cP 1312,5 , 10 Ln. I + : a YD #1 10' WIDE YANKEE GAS EASEMENT s 312.7 ,_-i' /C' 1 ((PRIVATE R=325.00' v w w 0D +-' - I tiT 0304.�8 AND STREET TREE EASEMENT L=12.50' �� (PRIVATE) /' ,��'-9/,1,TO FD H= 301.68 r` 4' WIDE CONCRETE WALK �ti O o TF=31o.80 7 I G 307.4 D=02'12'15" WV ' I 'WV C.O. 314.20 11309.84 o„ -UD 1 CB #5 CB N9 310?29 308.97 1 306.4 304.36, TF=3o1.2 . SAN. SEWER TF=310.62 UNDERDRAIN p _ 1t.8t . I - ROAD jF 3- -- -- �-------- --- -- --W--- ------ CB #4 NIASKEI- TF=301.2 / ALONG ORIGINAL LOT R=325.00' L=34.36' D=06 03'25" N 27 00'28" E 0299.64 61.12' (� SANITARY SEWER LATERAL FL= 298.5-+ SANITARY SEWER LATERAL FROM THIS SURVEY AND MAP HAS 9EE•N PREPARED IN ACCORDANCE WITH SEC77ONS HOUSE TO MAIN LINE 20-300b-1 THROUGH 2O-300b-20 OF THE REGULA77ONS OF CONNECTICUT RECEIVE® 118'- 670 ® 8.9% STATE AGENCIES- "MINIMUM ,STANDARDS FOR SURVEYS AND MAPS IN THE STA7E OF CONNECTICUT' AS ENDORSED BY THE CONNEC77CUT ASSOCIA77ON OF LAND SURVEYORS, INC.. IT IS A LIMI7ED PROPERTY/BOUNDARY SURVEY w A=� OCT 2 2 ZOUd BASED ON A DEPENDENT RESURVEY CONFORMING TO HORIZONTAL ACCURACY CLASS A-2 AND INTENDED TO BE USED FOR AN IMPROVEMENT LOCA770N SURVEY. ?;.; SOUTH WINDSOR ENGINEERING DEPT. GRAPHIC SCALE rrrr" TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS 40 0 40 80 °O'*�OF„�NNC--o °°°°�OF, ..0 10.. `jam'•. PREPARED FOR MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON. eO�Q'L`<;O�M. ALFD.P/(�� O°0'�Q'� M. AL �(�?•� g co ,� ; a MANNARINO BUILDERS, INC. o �. • ,, ._ ; L.S. N0. 9344 ( IN FEET ) ��2� � ,� ?o % tV6. 9344 ; No 9344 ,; IMPROVEMENT LOCATION SURVEY ci�rL ENGINEERS THE LOCATIONS OF UNDERGROUND UTILITIES ARE 10-15-08 ADDED PARCEL "11-A" & ADD177ONAL AS-BUILT INFORMA77ON =.� o�:..<iOENSE�••'�`���° c�'-<�CENSE�••''� °`°° vm�DSOR,coNNECTicur APPROXIMATE AND ALL UTILITIES MAY NOT BE •. �� •.,,,,,,,• .a 0 •. q ......I y°°°° KILKENNY HEIGHTS 0 •��e�ss/ONAL E�G�1•�° ��i��0 S U RNE���° SHOWN. PRIOR TO CONSTRUCTION, CONTRACTOR 10-25-07 ADDED AS-BU/LT HOUSE, U77LI77ES AND GRADES '•err�' "••;�rr'jO LOT 11 - WILSON M.ALFORD,JR.,P.E.&L.S. SHALL CALL 1-800-922-4455 AND HAVE THE DATE REVISION 200 MASKEL ROAD SOUTH WINDSOR, CONNECTICUT UTILITIES MARKED ON THE GROUND. NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL SCALE: 1 IN. = 40 FT. DATE: JUNE 13, 2007 D:M07072PP-11 P:M06099 FOLDER:MANNARINO FILE:MANNARINO-320 ABBE NO TES vr l- - w 1. ORIGINAL AREA OF LOT 11 = 37,153 SQ.FT. = 0.853 ACRES AREA OF "PARCEL 11-A" = 3,649 SQ.FT. = 0.084 ACRES c� NAF CONNECTICUT ("PARCEL 11-A" TO BE DEEDED TO LOT 11) LIGHT & POWER COMPANY,'' � COMBINED AREA OF LOT 11 AND "PARCEL 11-A" = 40,802 SQ.FT. = 0.937 ACRES OPEN SPACE y„ 2. ZONE OF SUBJECT PARCEL /S "A-20" AND "A-30". "K/LKENNY HEIGHTS" �� oi'cA �333.7 MINIMUM YARD REQUIREMENTS: FRONT TO BE DEEDED TO THE z� c4� Epp yaj4 = 50 FEET TOWN OF SOUTH WINDSOR oo+ 21 p SIDE = 15 FEET REAR = 50 FEET BOUNDARY INFORMATION TAKEN FROM PLANS ENT17LED - p�.✓5 pp Ol) ' ' R. , _ ";;1LKiNNY HEIGHTS SUBDI1nSIM/ PLAM PREPAREn FnR MAmAiApwn BLyLnERs 1AIr 37n ABBE Rnen 3 341.1 /'' 'M�j N�;, ''' / '32V / SOUTH WINDSOR, CONNEC7ICUT SHEET 3 AND SHEET 4 DATE DECEMBER 20, 2006 SCALE: 5' �V gp, J1SE �M 40 FT. REVISION DATES TO 5-8-07 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WINDSOR, * /+ CONNEC77CUT" LO�p y�� MAP PREPARED BY 4. APPLICANT MANNAR/NO BUILDERS, INC. ALFORD ASSOCIATES, INC. �,% °50' + ' % ROBERT MANNAR/NO 200 PIGEON HILL ROAD 326:6 ty 400 CHAPEL ROAD, SUITE 3-F P.O. BOX 484 n�� SOUTH WINDSOR, CONNEC77CUT 06074 WINDSOR, CONNECTICUT 06095 ORIGINAL PROPERTY LINE ;' TEL. # (860) 289-7055 TEL, #(860) 688-7288 OF LOT 11 0 5. ELEVATIONS ARE BASED ON NGV929. I ORIGINAL PROPERTY LINE ,' `'0. ''�� ;' ' OF LOT 10 KK ' . '4� ' 6. NO ZONING WOLA77ONS WITH RESPECT TO LOCATION OF EXIS77NG FOUNDATION, AS SHOWN. (1 nt'33,4$ NO ZONING WOLA77ONS WITH RESPECT TO LOCA77ON OF PROPOSED POOL, IF ERECTED AS SHOWN. NEW PROPERTY LINE �• N,-' P,R'OPOSED 3' HIGH 320.6 J � � 317.5 'BOULDER WALL + ; 7. EXIS77NG HOUSE - ' PROPOSED POOL OVERALL DIMENSIONS: 22'x36.5' t GARAGE FLOOR ELEVATION = 317.10 ,, TO BE SURROUNDED WITH CONCRETE PATIO FINISHED FLOOR ELVA77ON = 319.00 k0 ,,, °� '' c�-n,''�'9L� 32 317.0 323'1 ;' BASEMENT FLOOR ELEVATION = 310.3t ' 3 �/�" �6 SURFACE ELEVATION = 318.0 BOTTOM OF F0077NG ELEVATION = 309.1t �,•' ,,m �' , 19 +3248,-) _ ------ - PARCEL='a 1-A;: 12.5. �27'1 _ 320.4 °� GRADE SURFACE WATER AWAY FROM THE POOL AREA 33s. 55':' - -__ 8. LEGEND - TO BE DEEDEQ-7'0 LOT-'11 -''- - '' _ POOL AREA TO BE FENCED IN ACCORDANCE WITH (12.5' WIDE STRIP) N --------- --""-' 314 '- APPLICABLE TOWN AND STATE REGULATIONS EXISTING IMPROVEMENTS: '330.4 /' t 32b�5' 4 , ,M - , -315.4 ------315.9 +313.1 ,''� +317.3 "-'�31 EXISTING CONTOUR 326.8+ " 316.4 �, w PROPOSED 4'x 8' AREA FOR POOL EQUIPMENT D--- ,�/ + x 3f0.0 EX/STING SPOT GRADE 1 tJ' 322 9+_ - _ 31+6.5 gRICY, 316.3. 11, 313 0 '� CO SANITARY SEWER CLEANOUT PA'00 N1,314.7 r' 316.8 2.8' 91 3.4' ` 4.6 p S 6"0 SANITARY SEWER LATERAL Hr OF1 PORCH WATER SERVICE 318.1 - co ENCL0SE0 , , , W 29.4! EXISTING HOOUSE w r^N' "' FD-- FOOTING DRAIN LINE 319.3 w (10FL= 309.0 Ere 1 9 5.6'• ,2 w f SAN 6 0 �„ 309 7 G GAS SERVICE I °' 0H 14.5 ��+ ' T,E,TV TELEPHONE, ELECTRIC AND CABLE TV SERVICES o. r N CO 31 1 ;`'' w wV X T ()USE , ,N WATER GA7E IS . N W 317.07 r It N I ;0 ;7) ,' OUSE c� E BIT. CONC. i DRIVEWAY ji I ' 309.28 EXIST. H 318.9 `i,r_'-311 .5 12.7, 13.5 Ij i o GAS GATE y BIT. CONC. , ,, 314.7, / DRIVE o ELECTRIC METER I �• 31_ 1'6.41 ' I `ry o 50 ' + -- `T` co - off HOUSE OVERHANG ' - BRICK%YALK 312y5 ( '�� -- 10' WIDE C.L.& P. CO. EASEMENT, / ` �- --- + ! Hw HATCHWAY 10 in I -� , 0 ``1Ta*__ 10' WIDE YANKEE GAS EASEMENT / w s +312.7, i' /c�T TF�304 s8 AND STREET 7REE EASEMENT o cln GAS ME TER R=325.00 , M _ -2 p� 7�j FO FL= 301.66 L=12.50 PRIVATE) ti 3 06 4' W/DE CONCRETE WALK _ -- D=02'12'1,�» 1 nj o TF=31o.so i i � 307.4` _ _ PROPOSED IMPROVEMENTS; wV C.O. 304 314.20,, 1 9.84 CONTOUR / ' x 317.0 SPOT GRADE -_UD CB #5 CB #s 310.'29 308.97 1306. 0 304.3�`, SAN. SEWEROc? TF=301.2 � GRADE TO DRAIN %7F-310.62 , UNDERDRAIN -\-IO'/- •` Sp ��N6 p I i� MIRAF/ FABIE FENCE 311 a1 1, �e --1tij� -�___ _ __ 'y�-------+ TO BE PLACED PRIOR TO ANY 0,-S%RUC710N D --- -W ' AND SHALL REMAIN /N PLACE v:`d"_ DISTURBED RpA __-�_-- TF 301.2 AREA IS STABILIZED ALONG ORIGINAL LOT R=325.00' L=34.36' D=06 03'25" N 2700 28" E 0299.64 61.12' SANITARY SEWER LATERAL FL= 298.5t SANITARY SEWER LATERAL FROM THIS SURVEY AND MAP HAS B:EN PREPARED IN ACCORDANCE WITH SECTIONS HOUSE TO MAIN LINE 20-300b-1 THROUGH 2O-300o-20 OF THE REGULATIONS OF CONNEC77CUT 118- 6"0 0 8.99. STATE AGENCIES- "MINIMUM STANDARDS FOR SURVEYS AND MAPS /N THE STATE OF CONNECT/CUT" AS EVDORSED BY THE CONNEC77CUT ASSOCIATION OF LAND SURVEYORS, INC.. IT/S A LIMITED PROPER TYABOUNDAR Y SURVEY BASED ON A DEPENDENT RESLRVEY CONFORMING TO HORIZONTAL ACCURACY CLASS A-2 AND TOPOGRAPHIC ;LASS T-2 AND /S INTENDED TO BE USED FOR AN IMPROVEMENT LOCA770M SURVEY. GRAPHIC SCALE O,irBB"" �n����CONA%���si TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS 40 0 40 so 044°4F�.,0�CONFFOTc.. �P��O�, ,OCT�G+ PREPARED FOR MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON. ,•°' / • .°' °ALE••. O . ct, ,.�P,,'a °� . � = it °� �° SARAN C HANG ( IN FEET ) 4-28-17 ADDED PROPOSED POOL AND GRADES y� �� z 3 . I*: L.S. NO. 9344 N0. 9344 , e No. 9 4 IMPROVEMENT LOCATION SURVEY ' Cl VIL ENGINEERS THE LOCATIONS OF UNDERGROUND UTILITIES ARE 10-15-08 ADDED PARCEL "11-A" & ADDITIONAL AS-BUILT INFORMATION �:poF.<ICENSE�•';������` �'•.00eq'���ENSE°•y e�0` f WINDSOR, CONNECTICUT APPROXIMATE AND ALL UTILITIES MAY NOT BE - KILKENNY HEIGHTS ��4'*t /ONAL �6����' •, �+��BI�,��,����, • WILSON M. ALFORD,JR.,P.E.&L.S. SHOWN. PRIOR TO CONSTRUCTION, CONTRACTOR 10-25-07 ADDED AS-BUILT HOUSE, U77LI77ES AND GRADES ''•�..,BBBB��e LOT 11 - SHALL CALL 1-800-922-4455 AND HAVE THE DATE REVISION 200 MASKEL ROAD SOUTH WINDSOR, CONNECTICUT UTILITIES MARKED ON THE GROUND. NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL SCALE: 1 IN. = 40 FT. DATE: JUNE 13, 2007 D:M07072PP-11 P:M06099 FOLDER:MANNARINO MANNARINO-320 ABBE R \0 TV south g ina °gent guild+n s rtifi«:d that this plan and �P„cif'cations+rR" of the proposed building or alterations to d at St,,,ar K !h r �Jjn r,pl ZOn am ;th pixn t; d i.,.:n �r^-rs as ch'I r,::� a• .e , tM curing Pcnr. . irasl iass,xnce of t /J*�c to thnnditlnrt th.r_•vcdGuilding shall b= ••.,..,nets rs$ulctlnP. c" These tiled with .,onailY xpwovod -� clot" r,:ri,tin� IA+Po�� r'700222- O APPROVED TOWN OF SOUTH WINDSOR ENGINEERING DEPARTMENT DA7:; c � - BY: NO TES - 1. AREA OF LOT 11 = 37,153 SQ.FT. = 0.853 ACRES N/F CONNEC77CUT r' 2. ZONE OF SUBJECT PARCEL 1S A-20" AND A-30". LIGHT & POWER COMPANY A•I/N/AAIIAA YARn RFnIIIRFAI,tNL4• OPEN SPACE "FRONT= 50 FEET - I v SIDE 15 FEET "KILKENNY HEIGHTS" s� �, / / / ��h'. TO BE DEEDED TO THE o� ' 0I. REAR = 50 FEET TOWN OF SOUTH W/NDSOR y `9� •21 J 3. BOUNDARY INFORMA77ON TAKEN FROM PLANS ENTITLED - 02 r / \ KILKENNY HEIGHTS SUBDIVISION PLAN PREPARED FOR MANNARINO BUILDERS, INC. 320 ABBE ROAD v SOUTH WNDSOR, CONNEC77CUT SHEET 3 AND SHEET 4 DATE. DECEMBER 20 2006 SCALE., 1 IN.= �A6 -� y2�'' \ � / 40 FT. REVISION DATES TO 5-8-07 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WINDSOR, Q' 1.66 �6 ' �/ CONNEC71CUT' 00 /' / , 4. APPLICANT MAP PREPARED BY- MANNARINO BUILDERS, INC. ALFORD ASSOCIATES, INC. 0 "- % ROBERT MANNARINO 200 PIGEON HILL ROAD 400 CHAPEL ROAD, SU17F 3-F P.O. BOX 484 (. SOUTH WlNDSOR, CONNEC77CUT 06074 WINDSOR, CONNEC77CUT 06095 r 37,153 SQ.FT. R ;n TEL. Af (860) 289-7055 7EL. # (860) 688-7288 I 0.853 ACRES 50 M N 1: ��U r�rl 0 ' 5. ELEVATIONS ARE BASED ON NGVD29. 6. NO ZONING V70LA77ONS WITH RESPECT TO LOCAT70N OF HOUSE, IF ERECTED AS SHOWN. 7. CONTRACTOR SHALL VERIFY LOCA77ON AND ELEVA77ON OF EXIS77NG U77LI77ES PRIOR TO ESTABLISHING FINAL GRADE OF PROPOSED FOOTINGS AND FOUNDA770N. CONTRACTOR SHALL INSTALL TEMPORARY EROSION CONTROL ` `•:': v "' ��' , MEASURES FOR STOCKPILED MATERIAL AND AT TOPS OF SLOPES DURING FOUNDA77ON EXCAVA770N. M/RAF7 FABRIC 15' WIDE SILT FENCE AND/OR TEMPORARY VEGETA77ON IF PILES ARE TO REMAIN IN PLACE FOR EXTENDED PERIODS OF TIME. GRAVEL ACCESS DRIVE 8. DURING CONSTRUCTION, M/RAF7 FABRIC CHECK DAMS ALONG SWALES MAY BE REQUIRED BY TOWN STAFF: rT1 9. LEGEND - �O EXIS77NG CONTOUR x 310.0 EXIS77NG SPOT GRADE 4,,t I 22 31 p PROPOSED CONTOUR 320 318 310.0 PROPOSED SPOT GRADE L� GRADE TO DRAIN SURFACE WATER IS TO BE DIRECTED AWAY FROM 774E HOUSE ANO GARAGE •';;' C.O. SANITARY SEWER CLEANOUT 7rt (-A N W PROPOSED WATER SERVICE FD PROPOSED 670 F0077NG DRAIN LINE 317.0 317.0 o CV CHECK VALVE IS REQUIRED ON F0077NG DRAIN LINE AT HOUSE HOUSE °' // ,� o G PROPOSED GAS SERVICE TO CONNECT TO EXIST. IN STREET Off\ 30.0 PROPOSED ri �� t! M T PROPOSED TELEPHONE SERVICE TO CONNECT TO EXIST. IN STREET N SAN. FL I CON�t TRUCTION ENTRANCE PAD- E PROPOSED ELECTRIC SERVICE TO CONNECT TO EXIST. IN STREET U 63'0+` 15.5' NOT TO SCALE 1 - M/RAF7 FABRIC FENCE - TO BE PLACED PR/OR TO ANY CONS7RUC77ON AND o MASKEL ROAD n SHALL REMAIN IN PLACE UN77L DISTURBED AREA IS STABILIZED 314.0 , 1 o o 10. PROPOSED HOUSE - CO lr� PROPOSED 1 o PROPOSED �• HOUSE ;Y II n r "� ° 000000 yo� 2 PROPOSED GARAGE FLOOR = 31ZO 1 1 ! HOUSE �° 0 0 0 0o o°oo PROPOSED TOP OF FOUNDA77ON = 31&0 r+r••. °' LJ I h o 0 0�0 0�0 oJo�7 o i'f?Ul�'vJtU fIJVlS'ricU hLU.ih = 319.0 I 06 APPROXIMATE BASEMENT FLOOR = 310.3 N 50, I o o o o 0 II 9lf 0 ado o TOP OF FOUNDA77 0 BE A MINIMUM OF EIGHT (8) INCHES ABOVE 7HE FINAL EX7ER/OR GRAL `322 o I n o 0 d'0 0 J° " USE GARAGE FLOOR ELEVATION TO SET GRADE OF THE HOUSE. ADJUST OTHER FLOOR ELEVATIONS �I£ I RIVATE) 10' WIDE C.L.& P. CO. EASEMENT 0 0 ��.0�� BASED ON THE ARCHl7EC7URAL PLANS ':•.:';•.;` �_ T r r r TF=304.6__ _ AND STREET 7REE EASEMENTn°�'s H. PRIOR TO STARTING CONS lKUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE SURE THAT ALL pZ� YD #2 " 311.3 312 3��0 ��N ' 4' WIDE CONCRETE WALK PLAN 4" MINIMUM CONN. REQUIRED PERMITS AND APPROVALS HAVE BEEN OBTAINED. NO CONS7RUC77ON OR FABRICA77ON SHALL R=325.00 ATE) O _ DOT 2" STONE BEGIN UN77L THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED ALL PLANS AND OTHER TF=310.5 - o DOCUMENTS BY ALL OF THE PERMIT77NG AUTHORITIES. L=34.36 N 310.8 1 C.O. 305.8 FILTER FABRIC D=06 03'25" WIDTH= 10 MIN. ce pe SECTION ce 09.9 0 0 30J.6 o TF=301.2 NOTES: SEEDING SCHEDULE 9 ' TF=310. M i en SAN. SEWER �" 1. THE PURPOSE OF A STABILIZED CONSTRUCTION ENTRANCE IS TO REDUCE UNDERDRAIN NraHIi6 11 THE TRACKING OR FLOWAGE OR SEDIMENT ONTO EXISTING PAVEMENT. ALL DISTURBED AREAS NOT PAVED OR LANDSCAPED SHALL BE LOAMED WITH 0 4" MINIMUM OF TOPSOIL SEED AS INDICATED BELOW. CONDITION SOIL ,31 ______ _�_ --- ----M-- � ---- 2. BEFORE CONSTRUCTION ENTRANCE INSTALLATION, THE AREA OF THE �' CB WITH FERTILIZER AND LIMESTONE AS INDICATED BY SOIL TEST. R0A y, #4 ENTRANC= SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER MASKE►- _M TF=301.2 UNDESIRIBLE MATERIAL R P\N SEEDING EDATES:VEGETATIVENT APRI1 COVER: TOJJUNE 15 & SEPTEMBER 1 TO OCTOBER 15 WP�E 3. THE ENTRANCE SHOULD BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO EXISTING PAVEMENT. OR AT OTHER TIMES, WEATHER PERMITTING THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR ADDITION 1L LENGTH AS CONDITIONS REQUIRE. LAWN AREAS: USE THE FOLLOWING MIXTURE OR EQUAL AS APPROVED BY DESIGN ENGINEER: KENTUCKY BLUEGRASS 45% CREEPING 45% INSTALL CONSTRUC77ON p�� PERENNIALRED RYEGRASSE 10% ENTRANCE PAD PRIOR TO APPLY 1-3 LBS./1000 S.F. ANY CONS7RUCT7ON N 2700'28" E (A MINIMUM OF 20' LONG) 61 12' TEMPORARY VEGETATIVE COVER: SANITARY SEWER LATERAL SEEDING DATES: MARCH 1 TO JUNE 15 & AUGUST 1 TO OCTOBER 15 OR AT OTHER TIMES, WEATHER PERMITTING FL-_ 299.2E USE nTHE FOLLOWING SEED OR EQUAL AS APPROVED BY DESIGN SANITARY SEWER LATERAL FROM THIS SURVEY AND MAP HAS BEEN PREPARED IN ACCORDANCE WI7H SEC77ONS ENGINEER - HOUSE TO MAIN LINE 20-300b-1 THROUGH 2O-3C'Ob-20 OF THE REGULATIONS OF CONNECTICUT ANNUAL RYEGRASS 100% 118'- 6"0 ® 7.37. (2.0%. MINIMUM) STATE AGENCIES- "MINIMUM STANDARDS FOR SURVEYS AND MAPS IN THE APPLY 1 LB./1000 S.F. STATE OF CONNECTICUT" AS ENDORSED BY THE CONNEC77CUT ASSOCIA77ON OF LAND SURVEYORS, INC.. IT IS A LIMI7ED PROPERTY/BOUNDARY SURVEY BASED ON A DEPENDENT RESURVEY CONFORMING TO HORIZONTAL ACCURACY CLASS A-2 AND INTENDED TO BE USED FOR AN IMPROVEMENT LOCA77ON SURVEY. GRAPHIC SCALE yromo•°° ��irrrr°�"N°° TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS 40 0 40 6o e�A�OF„�NNCY,+�°+� °°�� OF..••-N�j.''�. PREPARED FOR MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON. °°°°°g�Q'��Go�M A L Fo�.i��=( A� �. 'M. A L Fo A!�j•� MANNARINO BUILDERS, INC. ( L.S. NO. 9344 IN FEET ) •° :� 1, • ;� ��*� ; IMPROVEMENT LOCATION SURVEY No. 9344 No. 9344 ®° CIVIL ENGINEERS THE LOCATIONS OF UNDERGROUND UTILITIES ARE ,•''��,°°° </ Eo .�''e °o°° WIVDSOR,CONNECTICUT APPROXIMATE AND ALL UTILITIES MAY NOT BE '•��'o�--�,/,CENSE°•'�a`�eo' •.��tq- CENS,,.•yo��® KILKENNY HEIGHTS SHOWN. PRIOR TO CONSTRUCTION CONTRACTOR ®��e�SS�ONAL got$ ` ����o� • WILSON M.ALFO D,JR-P.El L.S. •�•.°..,,,.r LOT 11 - SHALL CALL 1-800-922-4455 AND HAVE THE DATE REVISION 200 MASKEL ROAD SOUTH WINDSOR, CONNECTICUT UTILITIES MARKED ON THE GROUND. NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL SCALE: 1 IN. = 40 FT. DATE: JUNE 13, 2007 D:M07072PP-11 P:M06099 FOLDER:MANNARINO FILE:MANNARINO-320 ABBE 'ecpiel) S�'NEE LNG�P� ENS' 201400146 C I- PERMIT NUMBER CERTIFICATE OF OCCUPANCY DATE: 07/09/2014 GIS ID:57900200 FEE: 10.00 MUNIS APPLICATION# 201400036 BUILDING DESCRIPTION: rye: APPLICANTf y LOCATION NAME: BETTER BUILT BASEMENTS,LLC. ADDRESS: -':200 MASKEL ROAD ADDRESS: 229 A CHRISTIAN LAN td OWNER: � LISOWSKI PETER J&AMANDA S BERLIN,CT 06037,E L` °' ` --200 MASKEL RD .„; .'SOUTH WINDSOR,CT 06074 d, DESCRIPTION OF WORK: 119FINIS11 BASEMENT FOR REC ROOM. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION,AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: y OCCUPANCY GROUP: BUILDING OFFICIAL 7/9/2014 3:19 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 1600150 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER BUILDING PERMIT DATE: 04/04/2016 GIS ID: 57900200 FEE: 30.00 MUNIS APPLICATION# 201600093 BUILDING DESCRIPTION: APPLICANT LOCATION NAME: BONIN CHRISTOPHER P& ADDRESS: 200 MASKEL ROAD ADDRESS: 200 MASKEL ROAD OWNER: BONIN CHRISTOPHER P& SOUTH WINDSOR,CT 06074 200 MASKEL ROAD SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: ROOFTOP MOUNTED SOLAR PANEL INSTALLATION. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: BUILDING OFFICIAL 4/4/2016 3:39 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 14000024 TOWN OF SOUTH WINDSOR,, CT PERMIT NUMBER BUILDING PERMIT DATE: 01/16/2014 GIS ID: 57900200 FEE: 545.00 MUNIS APPLICATION# 201400036 ` U ING DESCRIPTION: APPLICAN ` ., `` LOCATION NAME: BETTER BUILT BAS LLC. ADDRESS: 200 SKEL ROAD ADDRESS: 229 A CHRISTIAN L fricv� OWNER: LISOWSKI PETER J&AMANDA S BERLIN,CT 06037 � 200 M/ KEL RD 0SOUTI1 WINDSOR,CT 06074 DESCRIPTION OF WORK: RE INISH BASEMENT FOR REC ROOM. 0 . .. ' „ SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: Mar, BUILDING OFFICIAL 1/16/2014 3:34 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 1600135 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER ELECTRICAL PERMIT DATE: 04/04/2016 GIS ID:57900200 FEE: 390.00 MUNIS APPLICATION# 201600093 BUILDING DESCRIPTION: APPLICANT LOCATION NAME: BONIN CHRISTOPHER P& ADDRESS: 200 MASKEL ROAD ADDRESS: 200 MASKEL ROAD OWNER: BONIN CHRISTOPHER P& SOUTH WINDSOR,CT 06074 200 MASKEL ROAD SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: TIE IN OF ROOFTOP SOLAR TO UTILITY SERVICE.6.9 KW. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: BUILDING OFFICIAL 4/42016 3:39 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 1700148 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER ELECTRICAL PERMIT DATE: 05/23/2017 GIS ID: 57900200 FEE: 30.00 MUNIS APPLICATION# 201700521 BUILDING DESCRIPTION: APPLICANT LOCATION NAME: CARLSON&ROBBIATI ELECTRIC LLC ADDRESS: 200 MASKEL ROAD ADDRESS: PO BOX 144 OWNER: BONIN CHRISTOPHER P& SOMERS,CT 06071 200 MASKEL ROAD SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: BOND AND WIRE NEW INGROUND POOL--PUMP, LIGHT,OUTLET AND HEATER. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: BUILDING OFFICIAL 5/23/2017 9:59 AM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 1400027 TOWN F SOUTH WINDSOR, CT PERMIT NUMBER ELECTRICAL PERMIT DATE: 01/16/2014 GIS ID:57900200 FEE: 45.00 BUILDING DESCRIPTION: MUNIS APPLICATION# 201400036 ' APPLICAN r; LOCATION NAME: TRANMER ELECTRI L ADD S: 2 SKEL ROAD ADDRESS: 32 SHIRLEYS COU O WNE O KI PETER J&AMANDA S MIDDLETOWN,CT k-, KEL RD INDSOR,CT 06074 DESCRIPTION OF WORK: RE II ENT FOR REC ROOM. _ 1 EL ODE FOR FINISHED BASEMNT SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCO THE APPLICATION AND PLANS` OVED BY THE BUILDING DEPARTMENT. low CONSTRUCTION TYPE: < . OCCUPANCY GROUP: '' BUILDING OFFICIAL 1/16/2014 3:34 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 1400248 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER PLUMBING PERMIT DATE: 06/10/2014 «« GIS ID:57900200 FEE: 45.00 MUNIS APPLICATION# 201400036 BUILD�NG DESCRIPTION: 5_ APPLICAN (( LOCATION NAME: BROOKMAN PLUM G ADDRESS: (AMASKEL ROAD ADDRESS: 1112 PALISADO AV OWNER:'!' ` :VSOWSKI PETER J&AMANDA S WINDSOR,CT 060 20C�NM KEL RD SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: RE BASEMENT FOR REC ROOM. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCOR NCI' WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: ° OCCUPANCY GROUP: BUILDING OFFICIAL 6/10/2014 12:20 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE