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208 MASKEL RD
Led 4 3.5 SITE COMPLIANCE CHECKLIST TOWN OF SOUTH WINDSOR,CONNECTICUT ***** FOR C OF O***** 0 top ADDRESS o2L9IS 'Yra,>kd t'�d LOT/UNIT#_ Reviewed by _(Engineering) CONTACT/DEV_ 01.a)I[)C1 1 (-1 D Date Reviewed 0 Approved/Deni PH# Reviewed by (Planning) Date Submitted Date ReviewedApprov led 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 V 3. Site work; i.e.trees,shrubs, / dumpsters,required parking 4. Utility location; a. sanitary sewer/septic systems b. foundation drain C. electrical&telephone 1� d. water J e. 9ttaer 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: C Sect'4 Trj� f Tvt S 1elu 't- o� �iw..� Go1rwT �ectf'o v� e� CO S'Lof- s/engineering/molloy/site compliance checklist m r Z OPEN SPACE M KILKENNY SUMMON" TO BE DEEDED TO THE TOWN OF SOUTH W NDSOR mn� v0 - O =m o � � o O c wD S 01 55 46" E 177.17, f y0'�P1J�, .,1.� ;- ' +� ' _., , �Ii3tT't'1•�1�1 �; �> to p. ♦r � O M , g o 18.0'. o N 319.3 17.8' "v.6 11.8'. ^ 14.3' '/ 316.8 EA7S77NG HOUSE HATCHWAY (3-17-08) 00 3` SAM FL- 310.5t n GM + 316.52 h COVERED 7.3' vi o EM O E,Y�Sn STOOP 14.7' 15.0' 00 23.7' l NG HOUSE PROPOSED HOUSE o 0) 3189 ^ 817'. 13.0' 1 23.4' '" 7.3' 1 315.4 315.78 \ 50' 319.7319.6 19.4 C +S319.1 TONE 1 I DRIVEWAY\ CIA-31 313.4 N (PR VATE) (F-318.5 316.8 YD 02 - (PRIVATE) --- 316.61 314.401 Co 314.2TF -31 0.5 311.70 ��--- 15.2 D 3 .3 - \ -�-�' 312.98 1 `� -� C$ f0 SAN 7 .MH ' `\ 6` F�3 15.90 1K 31 •?4 T MASKEL ROAD ------------ --L_ .'SAN MH�y6 ' TF_-3_11.85 n , R=325.00' ce L=90.00' TF-310.4 D=15 51'57" FD FL-306.5 SANITARY SEWER LATERAL R- 303.7f SANITARY SEWER LATERAL FROM HOUSE TO MAIN UNE 105-6'0 O 9.1X THIS SURVEY AND MAP HA. 20-JOOb-1 THROUGH 20-. STATE AGENCIES- VINIMUA STATE OF CONNEC77CUr A OF LAND SURVEYORS, INC.. BASED ON A DEPENDENT lR CLASS A-2 AND INTENDED GRAPHIC SCALE 40 0 40 so. OP "0!, � 4 wo4C .••' i r4 'o�1A. ACFpR. � y O E*i3 I� ( IN FEET ) V_ ; THE LOCATIONS OF UNDERGROUND UTILITIES ARE No. 9344 P 934�•'�'� A . APPROXIMATE AND ALL UTILITIES MAY NOT BE- ....�F''•-. .•��,��, SHOWN. PRIOR TO CONSTRUCTION, CONTRACTOR 3-18-08 ADDED AS-BUILT HOUSE; UTIU77ES AND GRADES ti�SS�ONA1 ��►► SHALL CALL 1-800-922-4455 AND HAVE THE UTILITIES MARKED ON THE GROUND. DATE REVISION NOT VALID WITHOUT A LIV AUG 0 5 2008 South Windsor BUILDING DEPARTMENT tth CERTIFICATION OF ZONING COMPLIANCE Proposed buildin s use(s) any" 0 � ot.ea ri she on this plan ap_ octbe erjrM(r.amendments stated In application be �(� IJi�wAM,gtartiand I agree to comply wnn all zvn,ni aC nfo:, ? with current ln�+sor Husidtng and stptf laws and such orders as s?ta.! p .pgl��� Vari and is-.ued_by.the.BuUding Department during pendent ve ,ls tills epppeatbn-and final Issuance of a buildlr„ may P9 Date Stgnod ''hls plan Ie appmvrd eu0Jee1 to the oondltlon the, ,, ,ors and ordinances regbisting b.rliding shall be„ Zonin g�,rlv,d wlth g Enforce p{� . Conditionally Approved Thep Hied with bultding Llspr`ctor Cl.rb. a1• No RECEIVED SITE LIANCE CHECKLIST TOWN OF SOUTH PWINDSOR,CONNECTICUT SE114O9-b �/� S jLLOTjUNrr# * BUILDING PERMIT***** SOUTH WINDSOR PLANNING DEPT. ADDRESS !1�/IIG_( /(/ Reviewed by_.!!Lc) (Engineerin g) CONTACT/DEV Date Reviewed ?At o /pried PH# Reviewed by (Planning) Date Submitted Date Reviewed4 o? In accordance with the Zoning and/or Subdivision Regulations,prior to the building of any structure on a Plot Plan shall be submitted for approval. The minimum requirements shall Include: ,a Topographic Approved Denied N/A 1. Name,address&phone number of j� owner/applicant / 2. Name,address&phone member of plan Preparer —T— 3. Zoning Information—i.e.zone,open space, — flaodway,street address 4. Plot Plan at 1'=40'scale a. Subdivision reference,abutting properties,etc. b. Easements of record L� G Lot demo%bearings,building Ines, / distances,area,etc. ✓ d. ems.Ong&proposed,I Or 2R,interval where appropriate e. Building location with dimensions.Elevations of Proposed finish floor,garage floor¢erline of road at driveway f f. Elevations of gravity drainage systems,sanitary &foundation drain at the house and the street g. Tentative utility location(gas,water,electriq, / septic system,etc. ✓ h. Title block with name&address of preparer, date,appropriate certification,live seal&five signature consistent with the Board of Registration requirements.(P.E.&LS.) 5. Sedimentation and erosion control 6. Special Manning&Inning,Inland/Weftws considerations(Plans on file w/Town Uerk) COMMENTS: I s/engineering/molloy/buRding compliance cheddist ` DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT APPROVE 1540 SULLIVAN AVENUE 644-2511 ext. 230 Bldg.Permit# Date Buil"Invct Application must be printed or typed FEE SCHEDULE Location of Job: Low � 0 20 $ rrN--�PS:3 ez1 Rd $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT CO APPLICANT ADDRESS S�1\ le-, APPLICANT PHONE# -2-0. V \Q\ S S O W N S'e. OWNER bK r 14\ I( V A pF�v OWNER ADDRESS 4 U 0 C-1n u,.,e� R cJ V n31- .'�. vJ C-V U b01�A OC*1) .o OWNER PHONE��C ESTIMATED COST$ , f) 0 0 b IS THIS A CONTRACT COS� ✓ Yes _No FEE ENCLOSED$ 2 C1 0 1��5 0��� TYPE OF JOB: 1 � O R C V New Installation _Alteration/Addition/Repair Revised 4/01H2002 APPLICATION FOR PLUMBING PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH BUILDING PERMIT APPLICATION? El YES WITH RESIDENTIAL d BUSINESS CURRENT USE AND OCCUPANCY ❑ASSEMBLY U MERCANTILE FUTURE USE AND OCCUPANCY ❑EDUCATIONAL ❑INSTITUTIONAL ❑FACTORY ENGINEER'S NAME PHONE ❑STORAGE ❑GARAGE ADDRESS ❑MIXED USE (Other please specify) CITY STATE ZIP TYPE OF INSTALLATION SIZE OF MAIN DRAIN NO.OF TOILETS _STYLE 1 h NO.URINALS STYLE NO.OF BATHTUBS�_ NO.OF SHOWERS ( NO.OF LAVATORIES 3 NO.OF CONDUCTORS SIZE 'A, NO.OF STACKS � SIZE 3 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 L'I ES NO SIZE OF WINDOW� _ IF NONE C.F.M.OF VENTILATOR SIZE OF DUCTS SEWER R SEPTIC TANK SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER .3 WATER HEATER: TYPE ��_S MANUFACTURERt DESCRIPTION OF WORK \ THE UNDERSIGNED HER BY APPLIES FOR A PERMIT TO PERrORM 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. TYPE STATE SIGNATURE OF APPLICANT �' r,�, b1 ,, n DATE % / \ tS,/O R DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR snb,;�z BUILDING DEPARTMENT APPRO 1540 SULLIVAN AVENUE Bldg.Permit# ' e 644-2511 ext. 230 731/u Date Building Inspectffr Application must be printed or typed Location of Job: FEE SCHEDULE lez) 0 $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT T�`� E�L'ZT71/G - �✓C APPLICANT ADDRESS ?11 cso e 4 / c,J ipl DSdti C-T- O CO APPLICANT PHONE# �oW N St OWNER . ��4.�.✓i�it/.y0 ` BU/Gam ,7-A4r - OWNER ADDRESS „ 0�1 rf} C �t1+� OWNER PHONE C ESTIMATED COST$ 1-1,� IS THIS A CONTRACT COST?� _Yes _No FEE ENCLOSED$ f1V TYPE OF JOB: /D 746' -2-7 �SOR-COS ✓New Installation Alteration/Addition/Repair -7 � Revised 4/01//2002 APPLICATION FOR ELECTRICAL PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A l9 t`RESIDENTIAL BUILDING PERMIT APPLICATION? Od YES O NO 0 BUSINESS CURRENT USE AND OCCUPANCY 4 Al 1:!!�- 0 ASSEMBLY ❑MERCANTILE FUTURE USE AND OCCUPANCY S'ii✓GL�°' �9�i l �l / rHF ❑EDUCATIONAL U INSTITUTIONAL O FACTORY ENGINEER'S NAME PHONE ❑STORAGE ❑GARAGE ADDRESS ❑MDCED USE My STATE ZIP (Other please specify) TYPE OF INSTALLATIONIWIRING METHOD It "t,4 SIZE OF SERVICE�d O SIZE OF MAIN CONDUCTORS NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS�_ REMOTE DISCONNECT REQUIRED? Ll YES [�-�O NUMBER OF LIGHT CIRCUITS 12 NUMBER OF POWER CIRCUITS �- NUMBER OF SWITCHES NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES rL 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. /0 -� 7/c-f CONTRACTORS LICENSE NO. TYPE STATE � d SIGNATURE OF APPLICANT DATE DEPARTMENT DECISION APPLICATION FOR HVAC PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR 52=jco BUILDING DEPARTMENT APPROVED 1540 SULLIVAN AVENUE Bldg.Permit# } 644-2511 ext. 230 131143 Dake Bui ding Inspector Application must be printed or typed FEE SCHEDULE Location of Job: $0-$1,000=$15.00 Street No. Street Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT APPLICANT ADDRESS ,�/O A/�✓ /h e Q S1pd�!0 Z;�/ APPLICANT PHONE# 7 J Z O W N 3 F,q OWNER /�.�.QiA�i1r.%G'y /3v��c��f�' /S G OWNER ADDRESSy0 ��9�0�.� /2 Cr U) • # fr3� OWNER PHONE / —2 o —7D S 5 C , C ESTIMATED COST$ /,0 7S �. IS THIS A CONTRACT COST? k'�Yes _No o �� FEE ENCLOSED$ , f1i�s O�� TYPE OF JOB: Y O R C ✓New Installation _Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR HVAC PERNUT (Continued from reverse side) TYPE OF SYSTEM: TYPE OF BUILDING: O'bl EATING RESIDENTIAL A/C ❑COMMERCIAL ❑VENTILATION ❑INDUSTRIAL HEATING ❑ STEAM LOW PRESSURE LIMIT LBS. HIGH PRESSURE LR IIT LBS. ❑HYDRONIC ❑WARM AIR ❑UNIT RADIANT HEATER EXISTING RADIATION ADDITIONAL RADIATION TOTAL RADIATION DESIGN TEMP. OUTSIDE 0) OF INSIDE 7e9 °F DIFFERENCE Ze) °F TOTAL HEAT LOSS(BTUH),/�°F(HEAT LOSS SHEET MUST ACCOMPANY APPLICATION) DESCRIBE ALL HEATING EQUIPMENT(INCLUDING MAKE&MODEL NO.) GROSS HEATING CAPACITY(INPUT—BTUH)�OL�o NET RATING(OUTPUT—BTUH)Z416-f� TYPE OF FUEL ❑ OIL—GPM OIL TANK LOCATION:❑INSIDE❑ OUTSIDE CAPACITY 5fGAS—INPUT LPG TANK CAPACITY ELECTRIC—KW AIR CONDITIONING DESIGN TEMP.OUTSIDE °F INSIDE_1�OF DIFFERENCE Ik °F TOTAL HEAT GAIN(BTUH) /5 6(HEAT GAIN SHEET MUST ACCOMPANY APPLICATION) DESC E ALL COOL UIPMENT(INCLUDING MAKE MODEL NO) r oz� 1117 Y TONNAGE COOLING CAPACITY(BTUH) y2�Oz� 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�E STATE SIGNATURE OF APPLICANT DATE /-30 -ear RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House R & E Heating & Cooling, Inc. Job: 271-010 208 MASKEL RD SW 1-25-08 ' 310 Nutmeg Road South,South Windsor,CT 06074 Phone:860-282-7782 Fax 860-282-7701 Project • • For: MANNARINO BUILDERS INC 400 CHAPEL RD, SOUTH WINDSOR, CT 06074 Notes: 271-010 208 MASKEL RD SW Design Information Weather: Hartford, Brainard Field, CT, US Winter Design Conditions Summer Design Conditions Outside db 6 'F Outside db 88 'F Inside db 70 'F Inside db 70 'F Design TD 64 'F Design TD 18 'F Daily range M Relative humidity 50 % Moisture difference 38 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 46203 Btuh Structure 38978 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 'F Design heat load 46203 Btuh Use mfg. data n Rate/swing multiplier 0.93 Infiltration Total sens. equip. load 36250 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 1 Internal gains 3680 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 3226 Btuh Area (ft') 2024 2024 Total latent equip. load 6906 Btuh Volume(ft') 18798 18798 Air Changes/hour 1.0 0.4 Total equipment load 43156 Btuh Equiv. AVF (cfm) 314 126 Heating Equipment Summary Cooling Equipment Summary Make HEIL Make HIEL Trade HEIL Trade HEIL H9MPD080J16C N2A342GKA EDD2X342BA Efficiency 92.0 AFUE Efficiency 13.0 EER Heating input 80000 Btuh Sensible cooling 29400 Btuh Heating output 73600 Btuh Latent cooling 12600 Btuh Heating temp rise 42 'F Total cooling 42000 Btuh Actual heating fan 1600 cfm Actual cooling fan 1600 cfm Heating air flow factor 0.035 cfm/Btuh Cooling air flow factor 0.041 cfm/Btuh Space thermostat Load sensible heat ratio 85 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wreghrtsoft Right-Suite Residentiai-5.0.28 RSR27412 2008-Jan-29 17 14:06 C\Documents and Settings\Irene Pelletier\Desktop\Wrightson HVACU71-010 208 MASKEL RD SW rsr Page 1 RIGHT-J SHORT FORM , Entire House R & E Heating & Cooling, Inc. Job: 271-010 208 MASKEL RD SW 1-25-08 310 Nutmeg Road South,South Windsor,CT 06074 Phone:860-282-7782 Fax:860-282-7701 Project • • For: MANNARINO BUILDERS INC 400 CHAPEL RD, SOUTH WINDSOR, CT 06074 Design Information Htg Clg Infiltration Outside db(OF) 6 88 Method Simplified Inside db(OF) 70 70 Construction quality Average Design TD (OF) 64 18 Fireplaces 1 Daily range - M Inside humidity (%) - 50 Moisture difference(gr/lb) - 38 HEATING EQUIPMENT COOLING EQUIPMENT Make HEIL Make HIEL Trade HEIL Trade HEIL H9MPD080J16C N2A342GKA EDD2X342BA Efficiency 92.0 AFUE Efficiency 13.0 EER Heating input 80000 Btuh Sensible cooling 29400 Btuh Heating output 73600 Btuh Latent cooling 12600 Btuh Heating temperature rise 42 OF Total cooling 42000 Btuh Actual heating fan 1600 cfm Actual cooling fan 1600 cfm Heating air flow factor 0.035 cfm/Btuh Cooling air flow factor 0.041 cfm/Btuh Space thermostat Load sensible heat ratio 85 % ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) M.Bed suite 462 5051 2405 175 99 Bed#2 180 3309 2825 115 116 Bed#3 180 3309 2825 115 116 FOYER 96 3773 1181 131 48 Laundry 108 2196 2953 76 121 Dining rm 182 3796 4883 131 200 FAMILY RM 378 4551 2618 158 107 SUN ROOM 204 14013 9681 485 397 BREAK/KITCHEN 234 6205 9608 215 394 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Wrilght5C:) t Right-Suite Residential"5.0.28 RSR27412 2008-Jan-29 17:14:06 ACCI'. C\Documents and Settings\Irene Pelletier\Desktop\Whghtsoft HVAC\271-010 208 MASKEL RD SW.rsr Page 1 Entire House d 2024 46203 38978 1600 1600 Ventilation air 0 0 Equip.@ 0.93 RSM 36250 �I Latent cooling 6906 TOTALS 2024 46203 43156 1600 1600 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. :iz wrightsoft Right-Suite Residential^"5.0.28 RSR27412 2008-Jan-2917:14:06 �C cmocuments and SettingsWene PelletierMesktop\WrightsoR HVAC1271-010 208 MASKEL RD SW.rsr Page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd a �L M� 0709061J LR1 SPECIAL 5 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:30 2007 P ge 1 6-0 6-5-8 9-0-0 11-6-8 18-M 1810- 0-10-0 6-5-8 2-6-8 2-6-8 6-5-8 0-10-0 4x8 11 Scale=1:35. 5 2.5x4 11 2.50 11 4 , 6 8.Do 1z w2 At, tv 3 7 11 10 2 7x12= 7x12 8 4 9 N N 5X6 5x8 8\ d Sx8 7x12 II 4.00 12 7x12 II 6-5-8 11 6 8 18-" i 6-5-8 5-1-0 6-5-8 Plate Offsets KY) 2:0-5-11 Edge], 8:0-5-11 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.08 10-11 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.15 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:92 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc BOT CHORD 2 X 4 SPF No.2 purlins. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. SLIDER Left 2 X 8 SYP SS 4-1-12,Right 2 X 8 SYP SS 4-1-12 REACTIONS (lb/size) 2=1102/0-5-8,8=1102/0-5-8 Max Horz 2=376(LC 6) Max Uplift2=506(LC 8).8=506(LC 9) Max Grav2=1333(LC 3),8=1333(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension D D ` TOP CHORD 1-2=37/0,2-3=-2127/710,3-4=1791/732,4-5=1919/1042,5-6=1919/941,6-7=-1791/68 �(5� 7-8=2125/658,8-9=37/0 D BOT CHORD 2-11=560/1573, 10-11=-204/975,8-10=-419/1573 JAN 3 2008 WEBS 4-11=544/505,5-11=-730/1327,5-10=676/1327,6-10=544/532 , NOTES South W1nGSor g 1)Unbalanced roof live loads have been considered for this design. BUILDING DEPgRTMENT 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=S.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 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)Bearing at joints)2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 506 lb uplift at joint 2 and 506 lb uplift at joint 8. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and Con e2d o�2 aandd referenced standard ANSI/TPI 1. 1% Job Truss Truss Type Qty Ply Lot#10 Makel Rd 4 0709061J LR1 SPECIAL 5 1 OC Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:30 2007 Page 2 LOAD CASE(S) Standard DJAN 3 12008 I, SO=VVrnosor BUILDING DEPARTMENT Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR10 MONO TRUSS 9 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:31 2007 Page 1 i -0-10-0 2-0-0 2.5x411 0-10-0 2-M 3 Scale=1:10. 8.00 12 2.5x4 II W2 T1 2 1 B1 4 2.Sx4 I I 2-M 2.50 Il 2-M 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/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 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;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 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 standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Lot#10 Makel Rd 0709061J LR11 MONO TRUSS 5 1 k Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:31 2007 Page 1 , -0-10-0 2-0-4 9 2.sx4 u , 0-10-0 2-0-4 Scale a 1:7 4.00 12 2 T1 W2 1 W B1 4 1-axe 2-0-4 2-0-4 Plate Offsets KY) 5:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl 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 Inca YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-4 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oo 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 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 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. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR12 MONO TRUSS 1 1 'k' Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:32 2007 Page 1 -0-10-14 2-1-12 3 2.5x411 0-10-14 2-1-12 Scale=1:7.1 3.67 F12 2 IN W2 1 W B1 4 �sXs 2-1-12 25x4-tH 2-1-12 Plate Offsets X,Y 5:0-3-8 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(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc BOT CHORD 2 X 4 SPF No.2 purlins, except 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 Uplift5=171(LC 4),4=-43(LC 5) Max Grav5=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=64/46,2-5=227/178 BOT CHORD 4-5=34/20 NOTES 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category II;Exp tr;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)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 3-6-0 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 171 lb uplift at joint 5 and 43 lb uplift at joint 4. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR13G GABLE 1 1 Job Reference o tional i' Truss Tech.Inc,Monroe,CT 66468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:34 2007 Page 1 -0-10-01 6-M 13-M 113-10-0, 0-10-0 6-6-0 6-6-0 0-10-0 3x4 Scale=126. 6 5 7 8.00 12 4 8 1 T 3 9 3x4 11 T T 3x4 II 2 10 11 N Li -Ell U O 13-0-0 13-M Plate Offsets X, 6:0-2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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 YES WB 0.10 Horz(TL 0.00 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except 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) 19=201/13-0-0,12=201/13-0-0, 13=206/13-0-0,14=259/13-0-0,15=201/13-0-0, 18=206/13-0-0,17=259/13-0-0, 16=201/13-0-0 Max Horz 19=303(LC 6) Max Upliftl9=-157(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=377(LC 4),15=275(LC 4),18=298(LC 3), 17=376(LC 3),16=275(LC 3) FORCES (lb)-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=75/14.7,9-1 0=-1 161125,10-41=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=991168, 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 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 MiTek"Standard Gable End Detail" 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. 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. 8)All plates are 2.5x4 MT20 unless otherwise indicated. 8Q�Gableinuiresae cp2ntinuous bottom chord bearing. ntmue 0 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR13G GABLE 1 1 Job Reference(optional) r Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:34 2007 Page 2 NOTES 10)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 11)Gable studs spaced at 2-0-0 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 1-0-0 wide will fit between the bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 157 lb uplift at joint 19,114 lb uplift at joint 12,220 lb uplift atjoint 13,183 lb uplift at joint 14,15 lb uplift at joint 15,230 lb uplift atjoint 18,180 lb uplift at joint 17 and 41 lb uplift at joint 16. 14)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. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Lot#10 Makel Rd 0709061J LR14 ROOF TRUSS 11 1 Job Reference(optional) { Truss Tech.Inc,Monroe,CT 06468,Thomas Polder 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:37 2007 Page 1 I-1010 6-0-5 13-0-0 19-5-11 26-M 2610A 0-10-0 6-6-5 6-5-11 6-5-11 6-6-5 0-10-0 &12 Q Scale=1:54. 5 8.00 12 2.5x4 p 2.50 4 2 6 3 1 7 �1 2 8 N III 4x6 4 06 fi 4x 6�4x6 7x12 11 13 14 12 is 1611 10 17 18 7x12 11 4x6= 3x6= 4x6= 8-8-3 17-3-13 26-M 8-8-3 8-7-9 8-8-3 Plate Offsets X 2:0-7-9,Ed e, 5:0-9-0,0-1-12, 8:0-7-9 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 0.91 Vert(LL) -0.29 10-12 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.45 10-12 >696 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:117 lb 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 W 1 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 1650F 1.5E 4-0-7, Right 2 X 6 SPF 1650F 1.5E 4-0-7 REACTIONS (lb/size) 2=1746/0-3-8,8=1746/0-3-8 Max Horz2=519(LC 7) Max Uplift2=693(LC 8),8=693(LC 9) Max Grav2=2052(LC 3),8=2052(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=18/0,2-3=2552/780,3-4=-2125/804,4-5=2163/922,5-6=-2163/923,6-7=-2125/804, 7-8=2550/780,8-9=18/0 BOT CHORD 2-13=-654/1869,13-14=654/1869,12-14=654/1869,12-15=254/1230, 15-16=-254/1230, 11-16=-254/1230,10-11=-254/1230, 10-17=-474/1869,17-18=-474/1869,8-18=-474/1869 WEBS 4-12=729/527,5-12=-441/1115,5-10=-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 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 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)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 8. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR14 ROOFTRUSS 11 1 v Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:37 2007 Page 2 NOTES 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 Job Truss Truss Type Qty Ply Lot"10 Makel Rd 0709061J LR14G GABLE 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference o tional 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:41 2007 Page 1 J-10-0 6-0-5 13-0-0 19-5-11 26-M 2610r0 0-10-0 6-6-5 6-5-11 6-5-11 6-6-5 0-10-0 3x10= Scale=1:57.1 8x12 J 5 6 8.00 F12 4 2 6 3 1 M7 117 7 1 1 �1 2 e N �O �� 7x12 II 17 16 15 14 3813 12 3911 10 40 41 4X6 7x12 44 4x6 i 4x6= 3x4=4x6= 4x6 8-8-3 17-3-13 26-0-0 8-8-3 8-7-9 8-8-3 Plate Offsets X,Y 2:0-7-9 Edge], 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 L/d 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 YES WB 0.88 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:182 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc BOT CHORD 2 X 4 SPF No.2 purlins. WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. W 1 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud WEBS 1 Row at midpt 5-14 OTHERS 2 X 4 SPF Stud"Except' ST8 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF 165OF 1.5E 4-0-7, Right 2 X 6 SPF 1650F 1.5E 4-0-7 REACTIONS (lb/size) 2=617/13-3-8, 14=1174/13-3-8,8=1188/0-3-8,12=160/13-3-8, 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=17861621,8-9=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=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 MiTek"Standard Gable End Detail" 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 5)Unbalanced snow loads have been considered for this design. Continued on page 2 ' Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LR14G GABLE 1 1 r Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:41 2007 Page 2 NOTES 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. 8)All plates are 2.5x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 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 1-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 381 lb uplift atjoint 2,495 lb uplift atjoint 14,592 lb uplift atjoint 8 and 63 lb uplift atjoint 17. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR14GR ROOF TRUSS 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:44 2007 Page 1 -Q 10T0 4-10-9 8-2-4 13-M 17-0-11 21 1 7 26-M , 0-10-0 4-10-9 3-3-11 4-9-12 4-0-11 4-0-11 4-10-9 5x12 II Scale=1:53. 8.00 FI2 6 4x6 O 5 4x12�i Sx8 J 7 4 3x6 4 5x8 3 w V 8 W4 WB I 9 �1 2 8x12= 15 14 16 17 18 13 19 2012 11 21 22 10 23 24 8x12 3x6 II I0x14= 12k440=12 6klt-OAK12= 3x10 II 4-10-9 , 8-2-4 10-0-12 12-0-1213-0-0 , 16-0-12, 18-0-12 21-1-7 26-M 4-10-9 3-3-11 1-10-8 2-M 0-11-4 2-M 0-11-15 3-0-10 4-10-9 1-0-12 1-0-1 Plate Offsets X Y 2:0-0-1 0-1-7, 9:0-1-14 0-2-12, 11:0-3-8 0-4-0, 14:0-7-0 0-6-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.19 13-14 >999 240 MT20 197/144 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:846 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 8 SYP SS pudins. WEBS 2 X 4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W32X8 SYP SS,W42X4 SPF No.2 WEDGE W5 2 X 4 SPF 210OF 1.8E,W6 2 X 4 SPF No.2 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 Horz2=511(LC 7) Max Uplift9=-6201(LC 9),2-5565(LC 8) Max Grav 9=1 7648(LC 4),2=14862(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27,2-3=22925/8515,3-4=23027/8695,4-5=16877/6239,5-6=16651/6260, 6-7=-16840/6261,7-8=-2071.5/7463,8-9=-25083/8819 BOT CHORD 2-15=-6747/17885,14-15=6747/17885,14-16=7056/19007,16-17=7056/19007, 17-18=-7056/19007,13-18=7056/19007, 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=7952/3440,6-13=6504/17701, 7-13=-5805/2121,7-11=-2327/6777,8-11-3456/1345,8-1 0=1 861/5506 NOTES 1)Special connection required to distribute bottom chord loads equally between all plies. 2)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. Bottom chords connected as follows:2 X 8-2 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 8-2 rows at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts(ASTM a-307)with washers at 2-0-0 on center. 3)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.PI to I connections have be Y ply been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Unbalanced roof live loads have been considered for this design. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR14GR ROOF TRUSS 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 4 Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:45 2007 Page 2 NOTES 5)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=S.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. 6)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 7)Unbalanced snow loads have been considered for this design. 8)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. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members. 11)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. 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)8565 lb down and 3798 lb up at 8-2-4.2701 lb down and 784 Ib up at 10-0-12,2620 lb down and 808 lb up at 12-0-12,2598 Ib down and 828 Ib up at 14-0-12,2536 lb down and 845 lb up at 16-0-12,2446 lb down and 849 lb up at 18-0-12,2446 lb down and 849 lb up at 20-0-12,and 2446 lb down and 849 lb up at 22-0-12,and 2446 lb down and 849 Ib up at 24-0-12 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:1-6=-94,6-9=94,2-16=20,16-17=60, 17-20=20, 11-20=60,9-11=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) JAN 3 1 D 200 8 South Mngsor BUILDING DEPMTMENT t Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR15GR ROOF TRUSS 1 2 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:49 2007 Page 1 1-10y 3-2-15 5.11-10 8-8-4 11-2-12 14-0-0 18-" 22 5 8 23-34 0-10-0 3-2-15 2-8-10 2-8-10 2-6-8 2-9-4 4-" 4-5-8 0-10-0 4x6 11 Scale=1:45. 7 7x12 i 7x12 Q 6 8 8.00 12 3x6 5 6x8 USi 6 W 9 4 q wt 11 10 3 �1 2 -711 11 5x811 19 18 17 16 20 V2-241 1442-4 22 181 � 23 12x14.� 3x4 G 3x6 II 4x6= 10x14= 12x14= 12x14= 4x12 II 4x12-�- 0-T8 2-1-4 R-2-15 5-11-10 8-8-4 10-1-411-2-12 14-" 16-2-4 1 18-" 20-2-4 1 22-5-8 , 0-"2-0-12 1-1-11 2-8-10 2-8-10 1-5-0 1-180-11-8 1-9-12 2-" 1-9-12 2-" 2-3-4 0-2-4 0-2-4 Plate Offsets X, 2:0-4-5,0-0-7, 6:0-5-12,0-1-12,f11:0-1-6,0-2-0, 14:0-3-8,0-6-0 16:044 0-6-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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 IRC2003/TP12002 (Matrix) Weight:359 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc BOT CHORD 2 X 8 SYP SS pudins. WEBS 2 X 4 SPF Stud*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5 2 X 6 SPF 165OF 1.5E,W6 2 X 4 SPF No.2 WEBS 1 Row at midpt 8-15 W7 2 X 4 SPF No.2,W8 2 X 4 SPF No.2 W9 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(1-C 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=-6129/2505,9-10=9721/3735 10-11=9890/3701 11- _12 0/9 BOT CHORD 2-19=-485/229,18-19=495/229, 17-18=-495/229,16-17=-733/484, 16-20=-404/507,15-20=-404/507 ,15-21=1890/5041,14-21=1 890/5041,14-22=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=3671634,6-16=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 1 Od(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. 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. 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. Continued on page 2 t Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR15GR ROOF TRUSS 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:49 2007 Page 2 NOTES 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 II;Exp C;Fully Exp.;Ct=1.1 6)Unbalanced snow loads 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 on psf overhangs non-concurrent with other live loads. p g 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Bearing at joint(s)16 considers parallel to grain 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 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 lb down and 986 lb up at 11-2-12,2426 Ib down and 1122 lb up at 12-2-4,2369 lb down and 1005 lb up at 14-2-4,2244 lb down and 878 lb up at 16-2-4,2244 lb down and 766 lb 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(Ib) Vert: 15=-2439(B)14=-2369(B)13=2244(13)20=-2397(B)21=2426(13)22=-2244(B)23=2172(B) Job Truss Truss Type Qty Ply Lot#10 Makel Rd 07090611 LR16GR ROOF TRUSS 1 Truss Tech.Inc `' ,Monroe,CT 0646 ,8 Thomas Poirier 7 Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:512007 Page 1 32-5-4 34-6-0 5-3-3 10-2-13 15-2-8 19-3-8 24-7-9 29-11-10 3 - 34-3 4 5-3-3 4-11-11 4-11-11 4x6= 4-1-0 5-4-1 5-4-1 0-5-10 1-10-0 Scale=1:65. 5x8= 5 6 2-M 0-2-12 3x6 4 8.00 F12 2.5x4 4 7 W g 2.5x4\\ 5x8 I 7x1 _ 3 W3 e 2 1 W8 w1 1 L N � 4x12 11 Us 16 19 20 15 14 21 13 22 12 11 10 4x6 4 3x4= 4x6= 46= 5x8= 5x8= 5x8 II 3x10= 7-9-0 15-2-8 22-7-1 29-11-10 34-M 7-9-0 7-5-8 7-4-9 7-4-9 4-6-6 Plate Offsets X,Y 1:0-5-8 Ed e, 5:0-3-12 0-2-0 6:0-5-12,0-2-0, 9:0-5-8 Ed e, 10:Ed e,0-2-4, 11:0-3-8,0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d 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(TL) -0.16 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.04 10 n/a 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 BOT CHORD 2 X 6 SPF 1650F 1.5E purlins. WEBS 2 X 4 SPF No.2"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1 2 X 4 SPF Stud,W9 2 X 4 SPF Stud W 10 2 X 4 SPF Stud OTHERS 2 X 6 SPF 165OF 1.5E SLIDER Left 2 X 6 SPF 165OF 1.5E 3-2-3 REACTIONS (lb/size) 1=2163/0-5-8, 10=10033/0-5-8 Max Horz 1=706(LC 7) Max Upliftl=-800(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=3841/1111,2-3=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=-2828/829,9-1 0=-1 2833/3754 BOT CHORD 1-1 6=-1 024/2877,16-19=-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=2338/727,9-11=-956/3491 NOTES 1)2-ply truss to be connected together with 1 Od(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. 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. 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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR16GR ROOF TRUSS 1 + Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:51 2007 Page 2 NOTES 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 II;Exp C;Fully Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 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)'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)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. 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 referenced standard ANSI/TPI 1. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10080 Ib down and 3341 lb up at 34-3-4,and 327 lb down and 57 lb up at 30-5-4,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 Uniform Loads(plf) Vert:1-5=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 Concentrated Loads(lb) Vert:9=-748717=247(F)18=247(F) AN 3 12009 D South dv",",J; BUILDING DEPARTMENT Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR17GR ROOF TRUSS 1 2 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:40:53 2007 Page 1 4-5-0 8-6-8 12-8-0 16-9-8 1 20-10-2 24-10-12 29-6-2 34-M , 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 F12 44= Scale=1:69. 3x4 4 7 3x6 i 6 34 5 8 3x6 i 2.5x4 II 4 9 34 6 w 9 7x12= 3x4 II 3 4 0 10 TA 11 2 wi 2 13 2 1 4 a 7x12 II 20 19 21 18 22 17 16 123 24 14 13 12 5x8 i 2.50 II 3x4= 3x4= 4x6= 46= 300= 2.5x4 II 4x6= 3x10= 4-5-0 8-6-8 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 X Y 1:0-9-4 0-0-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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(TL) -0.10 14-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:450 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 6 SPF 1650F 1.5E purlins, except end verticals. WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, W 12 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud Except W2 2 X 4 SPF Stud,W11 2 X 4 SPF Stud 6-0-0 oc bracing:13-14,12-13. W12 2 X 4 SPF Stud,W13 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP SS 2-10-0 REACTIONS (lb/size) 12=191/4-5-8, 1=1798/Mechanical,13=269614-5-8 Max Horz 1=781(LC 7) Max Upliftl2=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 (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2888/852,2-3=-2679/877,3-4=2505/883,4-5=-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 BOTCHORD 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=-143175,3-19=113/219,4-1 9=-1 19/309,4-18=818/452,5-18=337/751,5-16=11531625, 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 0-9-0 oc. 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. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-02; 120mph;h=25ft;TCDL=4.2psf;BCDL=S.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 Dtinnud'on' Con e page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 07090611 LR17GR ROOF TRUSS 1 ' Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:53 2007 Page 2 NOTES 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 II;Exp C;Fully Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 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)'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)Refer to girder(s)for truss to truss connections. 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 lb 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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR18G ROOFTRUSS 1 1 ` Truss Tech.Inc,Monroe,CT 06468,Thomas 15-1 r Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:55 2007 Page 1 -0-10-0 7-M 14-0-0 14-10-0 0-10-0 7-M 7-0-0 0-10-0 44= Scale=127. 7 6 8 8.00 12 5 9 T 4 1 10 T T 3 11 3x4 II T 3x4 II 2 T 12 13 tH Li Li Li V-3 Li O 14-M 14-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.32 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 YES WB 0.11 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 24=194/14-0-0,14=194/14-0-0,19=215/14-0-0,20=180/14-0-0,21=148/14-0-0, 22=155/14-0-0,23=142/1440-0,18=180/14-0-0, 17=148/14-",16=155114-0-0, 15=142/14-0-0 Max Horz24=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(1-C 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=280/146, 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 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 MiTek"Standard Gable End Detail" 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 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. ®bBrP g4 MT20 unless otherwise indicated. Job Truss Truss Type Qty Ply Lot#10 Makel Rd 07090611 LR18G ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:40:55 2007 Page 2 NOTES 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 1-4-0 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 1-0-0 wide will fit between the bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 191 lb uplift at joint 24,134 lb uplift at joint 14,81 lb uplift atjoint 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 17,94 lb uplift atjoint 16 and 196 lb uplift atjoint 15. 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 1, Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR19GR ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:01 2007 Page 1 32-5-4 4-8-4 9-2-4 12-10-12 17-2-8 1713- 21-7-8 26-3-8 30-1-8 30r5-4 .34-3-0 � Scale=1:68. 4-8-4 4-6-0 3-8-9 4-3-12 QNj;.011 4-4-0 4-8-0 3-10-0 0-3-12 1-9-12 2-0-0 7 8.00 f 12 7x12 d 3x4 II 6 W8 8 7x12 4 5x8 WBG 8x14 MT20H= S 2.5x II 5x12= 4 W4 W6 9 1 21 11 W10 4 3x6 4 2 J' 3 W9 N 2 19 1,1204= 14 13 23 24 12 1 Bx12= 7x12= 2.Sx4 II 7x12= 3x10 II 4 20 17 2.5x4 11 Sx12 0 10x14 5.50 12 16 32-5-4 8x14 MT20H 4-8-4 9-2-4 12-10-12 17-2-8 17,,3-8 21-7-8 2.5x4 II 26-3-8 30-1-8 30r5-4 134-3-0 4-8-4 4-6-0 3-8-9 4-3-12 0-1-0 4-4-0 4-8-0 3-10-0 0-3-12 1-9-12 2-" Plate Offsets X 1:0-1-10 Ed a 4:0-4-0 Ed a 13:04-0,0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in ([cc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.51 18 >797 240 MT20 1971144 TCDL 7.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.84 18 >486 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.56 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:205 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-11 cc T4 2 X 4 SPF No.2,Ti 2 X 6 SPF 1650F 1.5E purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E`Except* BOT CHORD Rigid ceiling directly applied. Except: B4 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, W14 2 X 4 SPF No.2,W3 2 X 4 SPF No.2 7-17 W5 2 X 4 SPF No.2,W6 2 X 4 SPF No.2 W8 2 X 4 SPF No.2,W13 2 X 4 SPF No.2 W7 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-9-10 REACTIONS (lb/size) 12=1959/Mechanical,1=193510-5-8 Max Horz 1=715(LC 7) Max Upliftl2=-814(LC 8), 1=791(LC 8) Max Grav12=2193(LC 4),1=2294(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-6268/2679,2-3=-6063/2693,3-4=-6357/2827,4-5=6109/2844,5-6=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=-32/748,5-19=113212386,5-18=-2549/1305,6-18=1364/2960, 6-17=-3003/1477,15-17=-692/1827,7-15=1144/3131.9-15=3298/1194,9-14=-11/140, 9-13=-2681/1079,10-13=-488/357,11-13=145513882,7-17=-309/620 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 C4�U0balzinced snoi loads have been considered for this design. ntinued on page Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR19GR ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:01 2007 Page 2 NOTES 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 3-6-0 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. 10)Bearing atjoint(s)1 considers parallel to grain 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 atjoint 1. 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)94 lb down and 67 lb up at 30-5-4,and 94 lb down and 67 lb up at 32-5-4 on top chord,and 0 lb down at 30-5-4,and 0 lb down at 32-5-4 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) Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR1G GABLE 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:03 2007 Page 1 �-104 9-0-0 18-0-0 18 10-0 0-10-0 9-0-0 9-0-0 0-10-0 4x6 c Scale=1:36. 9 8 10 11 8.00 F12 7 6 12 5 T T 13 T T 7x12 i 4 T T 14 T 7x12,� 3 15 2 T 16 1� 3x10 II Za 1V 3x10 II 18-M 18-M Plate Offsets X,Y 2:0-2-0,0-0-3, 16:0-2-0,0-0-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 17 n/r 120 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 17 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 16 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:105lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 pudins. OTHERS 2 X 4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ST7 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF 1650F 1.5E 1-2-9, Right 2 X 6 SPF 1650F 1.5E 1-2-9 REACTIONS (lb/size) 2=181/18-0-0, 16=181/18-0-0,24=183/18-0-0,25=200/18-0-0,26=210/18-0-0, 27=179/18-0-0,28=148/18-0-0,29=155/18-0-0,30=99/18-0-0,23=200/18-0-0, 22=210/18-0-0,21=179/18-0-0,20=148/18-0-0,19=155/18-0-0,18=99/18-0-0 Max Horz2=370(1-C 6) Max Uplift2=248(LC 6), 16=102(LC 7),25=83(LC 8),26=-129(LC 8),27=117(LC 8),28=-116(LC 8), 29=124(LC 8),30=238(LC 7),23=-77(LC 9),22=131(LC 9),21=117(LC 9),20=-117(LC 9),19=123(LC 9),18=-206(LC 9) Max Grav2=310(LC 7),16=260(LC 4),24=202(LC 9),25=277(LC 3),26=283(LC 3),27=249(LC 3). 28=219(LC 3),29=227(LC 3),30=156(LC 6).23=277(LC 4),22=283(LC 4),21=249(LC 4), 20=219(LC 4),19=227(LC 4),18=151(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/0,2-3=-432/294,3-4=263/210,4-5=206/200,5-6=154/194,6-7=101/189,7-8=-78/251, 8-9=79/282,9-10=79/272,10-11=78/215, 11-12=-76/138, 12-13=77/83,13-14=77/67, 14-15=-129/75,15-16=-266/116,16-17=-18/0 BOT CHORD 2-30=73/212,29-30=-73/212,28-29=-73/212,27-28=73/212,26-27=-73/212,25-26=-73/212, 24-25=-73/212,23-24=-73/212,22-23=-73/212,21-22=73/212,20-21=-73/212,19-20=-73/212, 18-19=-73/212,16-18=73/212 WEBS 9-24=189/0,8-25=198/97,7-26=-199/143.6-27=-196/131,5-28=-197/129,4-29=-1981140, 3-30=131/232,10-23=-198/90,11-22=-1991144,12-21=-1 96/131,13-20=-197/129,14-19=-198/139, 15-18=-131/208 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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR1G GABLE 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:04 2007 Page 2 NOTES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 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 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. 8)All plates are 2.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-"oc. 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 1-0-0 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 248 lb uplift at joint 2,102 lb uplift at joint 16,83 lb uplift at joint 25,129 lb uplift at joint 26,117 lb uplift at joint 27,116 lb uplift at joint 28,124 lb uplift at joint 29,238 lb uplift at joint 30,77 lb uplift at joint 23, 131 lb uplift at joint 22,117 lb uplift at joint 21,117 lb uplift at joint 20,123 lb uplift at joint 19 and 206 lb uplift at joint 18. 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. LOAD CASE(S) Standard ? Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LR20 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference o tional 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:07 2007 Page 1 4-8-4 9-24 12-10-12 17-3-0 21-7-8 243-8 29-1-8 34-3-0 4-8-4 4-6-0 3-8-9 4-4-4 4-4-8 2-8-0 4-10-0 5-1-8 6xe_ Scale=1:66. 7 8.00 F12 2.5x4 11 2.5x4 11 i s ws we e sx12% sxe= 5x8 WBfi 9 sxe= 4x6 II 10 11 5 TA 4 VY4 W9 0 will W12 V 0 3x6 i d, 2 W7 A 3 2 17 16 12x14= 13 12 1 8x12= 7x12- US= 5x8= 9 N 18 a 2.5x4 11 12x14 4 10x14 5.50 12 15 34 It 24-3-9 4-8-4 9-24 12-10-12 21-7.8 24-3-8 1 34-3-0 4-84 4-6-0 3-8-9 8-8-12 2-8-00-0-1 9-11-7 rBCLL te Offsets X 1:1-8-5,Ed a 1:0-1-10 Ed gel, 4:0-4-0 Edge], 11:Ed e,0-3-8, 13:0-3-8 0-2-8 16:0-7-4 0-3-0 ADING (psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP LL 40.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.44 16-17 >924 240 MT20 197/144 DL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.73 15-16 >558 180 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.46 12 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:203 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc T2 2 X 4 SPF 2100F 1.8E,T1 2 X 6 SPF 1650F 1.5E pudins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. Except: B4 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 W6 2 X 4 SPF No.2,W72X4 SPF No.2 W8 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-9-10 REACTIONS (lb/size) 12=1933/Mechanical,1=1933/0-5-8 Max Horz 1=754(LC 7) Max Uplift12=742(1-C 7), 1=-779(LC 8) Max Grav 12=2265(LC 4),1=2279(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=6229/2669,2-3=-6025/2683,3-4=6277/2814,4-5=6029/2831,5-6=-3794/1761, 6-7=3818/1977,7-8=3665/1728,8-9=3605/1597,9-10=-4172/1653,10-11=-1 12/83, 11-12=3421172 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=-43/738,5-17=113212283,5-16=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 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)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. Continued on page 2 Job Truss Truss Type Qty Pry Lot#10 Makel Rd 0709061J LR20 ROOFTRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:41:07 2007 Page 2 NOTES 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. 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 bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 742 lb uplift atjoint 12 and 779 lb uplift at joint 1. 11)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 Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LR21 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:10 2007 Page 1 4-8-14 9-2-4 12-10-12 17-3-0 21-7-8 2 - 8 28-1-8 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 4-4-8 0-8-0 5-10-0 6-1-8 8x12 II Scale=1:66. 7 8.00 12 2.5x4 II 7x12 6x8 4x6= 3x10 11 6 W8 8 9 10 11 7x12 4 TA 4x12 i 5 1 W11 2 W11 3 W4 W6 ti 4 3x6 i 2 3 W9 2 18 17 12x14= 13 12 8x12= 7x12= 4x6= 7x12= 4 1 q NI 19 16 2.5x4 5x12 c 10x14 IOx14- 5.50 F12 15 2.5x4 11 4-8-14 9-2-4 12-10-12 17-3-0 21-7-8 28.1-8 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 4-4-8 6-6-0 6-1-8 Plate Offsets KY) 1:0-1-10 Ed gel, 4:0-6-0 Ed el, 12:Edge,0-4-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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/TPI2002 (Matrix) Weight:215 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc T2 2 X 4 SPF 2100F 1.8E,T1 2 X 6 SPF 165OF 1.5E purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. B4 2 X 4 SPF No.2 Except: WEBS 2 X 4 SPF No.2*Except* 6-0-0 oc bracing:8-14 W 1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud WEBS 1 Row at midpt 5-17,6-16,7-16,7-14,9-13, W4 2 X 4 SPF Stud,W9 2 X 4 SPF Stud 10-12 W 10 2 X 4 SPF Stud,W 12 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 12=1933/Mechanical,1=1933/0-5-8 Max Horz 1=792(LC 7) Max Uplift12=879(LC 7),1=774(LC 8) Max Grav12=2265(LC 4),1=2279(LC 3) FORCES (lb)-Maximum.Compression/Maximum Tension TOP CHORD 1-2=-6240/2690,2-3=6033/2705,3-4=6302/2837,4-5=6126/2855,5-6=3746/1764, 6-7=2109/1076,7-8=3674/1716,8-9=3554/1620,9-10=-2329/981,10-11=88/119,11-12=-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=-6/50,8-14=342/231, 13-14=1289/3215,12-13=969/2329 WEBS 3-19=199/170,3-18=107/750,5-18=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=17181789, 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 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)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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LR21 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poiner Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:10 2007 Page 2 NOTES 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 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. 9)Bearing atjoint(s)I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 879 lb uplift atjoint 12 and 774 lb uplift atjoint 1. 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 1. LOAD CASE(S) Standard Job Truss Truss Type QV Ply Lot#10 Makel Rd 0709061J LR22 ROOF TRUSS 1 1 • Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:14 2007 Page 1 4-8-14 9-2-4 12-10-12 17-3-0 20-3-8 1-7 27-11 4 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 3-M 1-4-0 6-3-12 6-3-12 5x8= Scale=1:66. 7 4x6= 8.00 12 6x8= 4x6= 3x10 II 7x12,i 8 9 10 11 7x12 i 6 5x8 WBi IN 10 W11 VF 2 W13 V14 5 W i. 4 W4 W6 3x6 4 2 3 W8 2 18 17 7x12=20 13 21 12 8x12= Bx12= 44= 10x14= 9 1 19 16 2.5x4 II 12x14 0 8x14 MT20H i S. 12 10x14- 15 2.5x4 II 4-8-14 9-2-4 12-10-12 17-3-0 21-7-8 27-11-4 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 4-4-8 6-3-12 6-3-12 Plate Offsets X 1:0-1-10 Edge], 4:0-4-0 Edge], 14:0-8-0,0-4-4 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:222 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end T2 2 X 4 SPF 2100F 1.8E,T1 2 X 6 SPF 1650F 1.5E verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E"Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: B4 2 X 4 SPF No.2 6-0-0 oc bracing:9-14 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 11-12,5-17,6-16,7-16,8-16, W 1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 9-13,10-12 W4 2 X 4 SPF Stud,W10 2 X 4 SPF Stud W12 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 12=2069/Mechanical,1=197810-5-8 Max Horz 1=831(LC 7) Max Uplift12=1006(LC 7). 1=769(LC 8) Max Grav 1 2=2402(LC 4), 1=2323(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=6375/2698,2-3=6168/2712,3-4=6472/2845,4-5=-6228/2862,5-6=3871/1764, 6-7=-2233/1089,7-8=-2092/1098,8-9=2702/1224,9-10=2000/847,10-11=68/143, 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=-206/170,3-18=-1791786,5-18=1164/2423,5-17=-2585/1331,6-17=1407/3011, 6-16=3034/1512,7-16=925/1841,8-16=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 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)Provide adequate drainage to prevent water ponding. 8�This tryss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. nbnue on page 2 Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LR22 ROOF TRUSS 1 1 • Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:14 2007 Page 2 NOTES 7)Al 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 3-6-0 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. 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 bearing surface. 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. 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 I Job Truss Truss Type Qty I Ply Lot#10 Makel Rd 0709061J LR23 SPECIAL 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:18 2007 Page 1 4-8-14 9-2-4 12-10-12 17-3-0 1 -3 21.7-8 27-114 34-3-0 4-8-14 4-5-6 3-8-9 4-44 1-" 34-0 6-3-12 6-3-12 6x6 4 Scale=1:65. 7x12= 8.00 F12 7 2.5x4 II 5x8= 4x6 II YA g 9 10 11 2.Sx4 11 4x6 i 6 W5 5x12 4 w8 W10 V11 W12 1 5 o Ir 4 n W3 2.5x4- 1 3 W9 2 78 17 8x12= 19 13 20 12 7x12= 10x14= 2.5x4 II 10x14= N 1 .{ 16 � 7x12 10x14 i-� 5.50 12 8x14 MMH-:r, 15 2.5x4 II 9-2-4 1 12-10-12 18-3-8 21-7-8 27-11-4 34-3-0 9-2-4 3-8-9 54-12 34-0 6-3-12 6-3-12 Plate Offsets X Y 1:0-1-10 Ed e, 5:0-3-0,Ed e, :0-5-4,0-2-8, 11:Ed a 0-3-8 1, 14:0-3-0 0-3-4 18:0-6-0,0-4-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.48 17-18 >850 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.74 17-18 >552 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.50 12 n/a n/a BCDL 10.0 Code IRC2003lTP12002 (Matrix) Weight:234 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end T1 2 X 6 SPF 1650F 1.5E verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except` BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. B4 2 X 4 SPF No.2 Except: WEBS 2 X 4 SPF No.2*Except* 6-0-0 oc bracing:9-14 W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud WEBS 1 Row at midpt 11-12,4-17,7-17,7-16,10-14 W3 2 X 4 SPF Stud,W4 2 X 4 SPF Stud 2 Rows at 1/3 pts 8-16,10-12 W9 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-8-12 REACTIONS (lb/size) 12=2128/Mechanical,1=1977/0-5-8 Max Horz 1=871(LC 7) Max Uplift12=1124(LC 7), 1=-763(LC 8) Max Grav12=2460(LC 4),1=2323(LC 3) 'FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=6475/2834,2-3=6263/2837,34=6584/2876,4-5=-4002/1812,5-6=3884/1824, 6-7=3937/2008,7-8=-1879/1005,8-9=2221/1058,9-10=-2240/1067,10-11=99/168, 11-12=-400/193 BOT CHORD 1-18=2921/5286, 17-18=-2841/5277,16-17=-1152/1902, 15-16=30/56,14-15=22/29, 9-14=829/423,14-19=921/1690, 13-19=921/1690, 13-20=-921/1690, 12-20=921/1690 WEBS 3-18=-252/902,4-18=-1128/2304,4-17=2712/1388,6-17=-406/293,7-17=-1633/3272, 7-16=-570/620,8-16=2403/1069,14-16=1285/2188,8-14=787/1661, 10-14=-623/1068, 10-1 3=0/360, 10-12=-2566/1182 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)Provide adequate drainage to prevent water ponding. ��This ttWss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ntmu on paqe 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR23 SPECIAL 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:18 2007 Page 2 NOTES 7)All plates are MT20 plates unless otherwise indicated. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 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. 10)Bearing at joints)1 considers parallel to grain 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 1124 lb uplift atjoint 12 and 763 lb uplift at 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 standard ANSI TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0 0090 11J LR24GR ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:21 2007 Page 1 29-11-12 33-9-8 5-7-0 11-2-0 16-9-8 20-6-4 24-3-0 6-0-1 29-9-0 1-11-1 Scale=1:70. 7 0 5 T-0 e.kff SX6=3-8-12 3-8-12 1-9-1 3-8-15 0-2-12 1-9-12 3x10 4 6 2-0-0 5 3x10 3x6 4 7 ' 4 2.5x4 11 6 46= US= 4x6= 3x6 G 9 11 W 0 3 W4 N 2 W2 W7 Y 14 13 23 12 0 1 7x12= 6x8= 2.5x4 II q 10x14 II 5x6 20 19 22 18 17 16 US 2.5x4 II 3x4= 4x6— 3x4 29-11-12 33-9-8 5-7-0 11-2-0 16-9-8 51 12= 24-3-0 6-0-1 29-9-12 1-11-1 5-7-0 5-7-0 5-7-8 7-5-8 1-9-1 3-9-11 0-2-0 1-9-12 2-M Plate Offsets X,Y 10:0-3-8 0-2-8, 13:0-3-8 0-3-0, 14:0-3-8 0-2-8 15:0-4-8,0-2-12 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl 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 IRC20031TPI2002 (Matrix) Weight:214 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc T1 2 X 4 SPF 2100F 1.8E purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except 63 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 W 10 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud W9 2 X 4 SPF Stud,W1 0 2 X 4 SPF Stud W 10 2 X 4 SPF Stud,W 12 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP SS 3-6-6 REACTIONS (lb/size) 1=1711/Mechanical,13=2888/0-5-8 Max Horz 1=707(LC 7) Max Uplift1=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=2868/851,2-3=2602/876,3-4=2226/824,4-5=1457/727,5-6=12381740,6-7=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=-465/369,4-19=-179/526,4-17=-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, 10-1 3=1 9841760,11-13=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 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. n'rovid�adesuat drainage to prevent water ponding. tlnue on e Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR24GR ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:21 2007 Page 2 NOTES 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 20.0psf 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 670 lb uplift at joint 1 and 1155 lb uplift at joint 13. 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)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=-94,1-19=20,19-22=60,16-22=20,12-15=-20 Concentrated Loads(lb) Vert:10=24(F)13=347(F)21=24(F)23=347(F) Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR25 ROOF TRUSS 1 1 • Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:41:58 2007 Page 1 5-9-8 11-3-8 16-M 24-0-1 28-M 33-9-8 5-9-8 5-6-0 5-6-0 7-2-9 4-8-15 5-0-8 7x12,Z Seale=1:67. 8.00 12 5 4x6 G 344 4 3 7x12= 5x8= 6x8= 6 7 8 TA 4 i W9 10 W11 2 2 W W5 5x8 II 3 VV8 7x12= 10 9 1 6x8- 2.5x4 II 4 16 17 18 15 19 20 14 13 12 Sx8= 3x6= 5x8= 3x4= 3x6 II 8-3-5 16-9-8 24-3-0 29-9-12 33-9-8 8-3-5 8-6-3 7-5-8 5-6-12 3-11-12 Plate Offsets X,Y 4:0-3-0,Ed e, 5:0-9-4 0-2-8, 6:0-6-8 Ed e, 11:0-3-8 0-2-8 LOADING (psf) SPACING 2-0-0 7TC DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 Vert(LL) -0.34 14-15 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 Vert(TL) -0.52 14-15 >681 180 BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 Weight:180 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end T3 2 X 4 SPF 2100F 1.8E verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. WEBS 2 X 4 SPF No.2*Except* Except: W 12 2 X 4 SPF Stud,W3 2 X 4 SPF Stud 2-11-0 oc bracing:6-11 W 10 2 X 4 SPF Stud,W 11 2 X 4 SPF Stud WEBS 1 Row at midpt 3-14,5-14,5-11,2-16 REACTIONS (lb/size) 10=2236/0-5-8,16=1810/Mechanical Max Horz 16=749(LC 7) Max Uplift10=1014(LC 7),16=-674(LC 8) Max Grav10=2622(LC 4),16=2240(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=834/411,2-3=2557/952,3-4=15411731,4-5=1300f754,5-6=3200/1445,6-7=-2293/1003, 7-8=307/344,8-9=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=-6/35, 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=-959/2401,7-10=-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 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)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)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 3-6-0 tall b -0-0 wide will fit between the bottom chord and any other members. Contlnu �on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR25 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Inc Inc. Tue Oct 0913:41:58 2007 Page 2 NOTES 9)Refer to girder(s)for truss to truss connections. 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 joint 16. 11)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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR26 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468.Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:02 2007 Page 1 4-8-14 9-2-4 12-10-12 17-3-0 22-5-9 24-8-8 29-4-0 34-3-0 4.8-14 4-5-6 3-8-9 4-4-4 5-2-9 2-2.15 4-7-8 4-11-0 5x8 Scale=1:67.1 7 8.00 rl2 2.5x4 11 5x12= 2.5x4 11 5x8= 5x8= 6 W6 8 9 TA 10 11 6x8 i 5x8 WB i YY7 10 5 W71 12 W13 4 wa a 3x6 4 3 4 m 2 18 1017 = w 1r10x14= 13 12 1 Bx12= 8x12= 2.5x4 II 4 CY 19 2.5x4 11 0 10x14 O 10x14- 5.50 FF2 16 15 7x12= 2.5x4 11 4-8-14 9-2-4 12-10-12 21-7-8 24-8-8 30-3-4 34-3-0 4-8-14 4-5-6 3-8-9 8-8-12 3-1-0 5-6-12 3-11-12 Plate Offsets X,Y 1:0-1-10 Edge], 4:0-4-0,Ed e, :0-5-4,0-2-4, 16:0-7-12,0-3-8 17:0-7-0,0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 O.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 13 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:213 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc T2 2 X 4 SPF 2100F 1.8E,T1 2 X 6 SPF 1650F 1.5E purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 5-6-5 oc bracing. Except: B5 2 X 4 SPF No.2 6-0-0 oc bracing:9-14 WEBS 2 X 4 SPF Stud*Except* WEBS 1 Row at midpt 8-17,8-16, 10-13,7-17 W5 2 X 4 SPF No.2,W7 2 X 4 SPF No.2 W8 2 X 4 SPF No.2,W11 2 X 4 SPF No.2 W6 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 Gravl=2133(LC 3), 13=2554(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=5798/2403,2-3=-5591/2417,3-4=5703/2465,4-5=5526/2482,5-6=3358/1490, 6-7=-3381/1699,7-8=1718/965,8-9=15501770,9-1 0=1 5671775,10-11=256/227,11-12=-91/39 BOT CHORD 1-1 9=-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=112/105 WEBS 3-19=159/153,3-18=0/466,5-18=-1039/2124,5-17=-2348/1239,6-17=-569/354,8-17=332/589, 8-16=2003/941,14-16=827/2065,8-14=-378(723,10-14=-803/1873,10-13=21221903, 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=S.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)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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR26 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:02 2007 Page 2 NOTES 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&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 bearing 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. 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 Job Truss Truss Type City Ply Lot#10 Makel Rd 0709061J LR27 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:06 2007 Page 1 4.8-14 9-2-4 12-10-12 17-3-0 20-5-9 1-7- 24-M 29-4-0 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 3-2-9 1-1-15 3-1-0 4-7-8 4-11-0 5x8= Scale=1:67. 7 8 00 F12 5x8=3x4= 2.5x4 II 5x8= 5x8= 2.5x4 II 8 B 10 11 12 6 W6 US W7 10 US WBi W12 3 W14 5 5 4 8 W4 3x6 i 2 Y 3 2 19 18 Wi 7x12= 21 2214 23 13 8x12= 8x12= 6x8= 3x6 II 4 1 N � 20 2.Sx4 II c IN14,i 10x14 i-� 5.50 F12 17 16 7x12= 2.5x4 11 4-8-14 9-2-4 12-10-12 1 17-3-0 21-7-8 24-M 30-M 30 -4 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 4-4-8 3-1-0 5-4-0 0-2-12 3-11-12 Plate Offsets X Y 1:0-1-10 Ed e, 4:0-4-O,Ed e, 14:0-4-0,0-4-4 15:0-6-0 0-2-8 17:0-7-12,0-3-8, 18:0-6-4 0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 WB 0.98 Horz(TL) 0.38 14 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:233 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc T2 2 X 4 SPF 2100F 1.8E,T1 2 X 6 SPF 1650F 1.5E purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E'Except' BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. Except: B5 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 W5 2 X 4 SPF No.2,W7 2 X 4 SPF No.2 W8 2 X 4 SPF No.2,W9 2 X 4 SPF No.2 W1 2 2 X 4 SPF No.2,W1 4 2 X 4 SPF No.2 W6 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 2-10-0 REACTIONS (lb/size) 1=1677/0-5-8,14=231310-5-8 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=5779/2403,2-3=5571/2417,3-4=-5677/2464,4-5=5500/2481,5-6=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=1045/2112,5-18=2341/1241,6-18=-553/367,8-18=293/568, 8-17=-11091612.9-17=-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. 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 &LInbal.Inced sno loads have been considered for this design. ntlnue on Dage Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR27 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:06 2007 Page 2 NOTES 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 atjoint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 673 lb uplift at joint 1 and 1325 lb uplift at joint 14. 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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR28 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:10 2007 Page 1 4-8-14 9-2-4 12-10-12 17-3-0 8-5- 21-7 8 27-11-4 34-3-0 4-8-14 4-5-6 3-8-9 4-4-4 1-2-8 3-2-0 6-3-12 6-3-12 6x8.i Scale=1:65. 7 7x12= 8 00 12 2.5x4 11 5x8= 4x6 11 8 9 10 11 2.50 II 4x6 4 6 w5 5x12 O 8 W10 1 W12 1 5 _ 4 A W3 2.5x4 1 3 2 78 17 8x12= 19 13 20 12 7x12— 10x14 2.50 II 10x14= 4 1 16 � 5.50 12 7x12 tOx14�ex14 MT20H i 15 2.5x4 II 9-2-4 12-10-12 1 18-5-8 21-7-8 27-11-4 34-3-0 9-2.4 3-8-9 5-6-12 3-2-0 6-3-12 6-3-12 Plate Offsets X,Y 1:0-1-10,Ed a 5:0-3-0 Ed e, 7:0-5-4 0-2-8, 11:Ed a 0-3-8, 14:0-3-0,0-3-0 18:0-6-0 0-4-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.48 17-18 >847 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.74 17-18 >549 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.50 12 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:233 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end T1 2 X 6 SPF 1650F 1.5E verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. Except: 64 2 X 4 SPF No.2 6-0-0 oc bracing:9-14 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 11-12,4-17,7-17,7-16 W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 2 Rows at 1/3 pts 8-16,10-12 W3 2 X 4 SPF Stud,W4 2 X 4 SPF Stud W9 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-8-12 REACTIONS (lb/size) 12=2124/Mechanical,1=1976/0-5-8 Max Horz 1=868(LC 7) Max Upliftl 2=1 1 14(LC 7), 1=764(LC 8) Max Grav 1 2=2457(LC 4). 1=2322(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=6473/2834,2-3=6261/2837,3-4=6580/2875,4-5=-4001/1812,5-6=3883/1824, 6-7=3937/2009,7-8=1921/1024,8-9=2250/1069,9-10=-2270/1072,10-11=96/166, 11-12=400/194 BOT CHORD 1-18=2898/5284, 17-18=-2812/5274,16-17=-1136/1900,15-16=-31/61, 14-15=28/28, 9-14=820/421,14-19=923/1713,13-19=923/1713,13-20=-923/1713,12-20=-923/1713 WEBS 3-18=2441901,4-18=1118/2302,4-17=2709/1387,6-17=-408/295,7-17=1633/3277, 7-16=527/673,8-16=257011142,14-16=1308/2267,8-14=-853/1765,10-14=-613/1074, 10-13=0/359,10-12=-2578/1178 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)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 8�This tryss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ntlnue on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR28 SPECIAL 1 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 66468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:10 2007 Page 2 NOTES 7)All plates are MT20 plates unless otherwise indicated. 8).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 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. 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 bearing surface. 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. 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR29 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 064 88.Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:13 2007 Page 1 4-8-14 9-2-4 12-10-12 17-2-0 21-7-8 27-11-4i 34-3-0 4-8-14 4-5-6 3-8-9 4-3-4 4-5-8 6-3-12 6-3-12 Scale=1:65. 8x12 4 2.5x4 II 5x8= 3x10 II 8.00 12 7 8 Tn 9 10 7x12,i 4x6 4 6 VV7 W9 0 W11 0 5x12 i 5 v5 4 `b W3 w5 2.5x4 1 3 w8 2 17 16 7x12= 18 12 19 11 1 7x12= 8x12= 2.5x4 II 10x14= 4 cl, < 15 Sx12 0 10x14 5.50 12 Bx14 MT20H i 14 2.5x4 11 9-2-4 12-10-12 17-2-0 21-7-8 27-11-4 34-3-0 9-2-4 3-8-9 4-3-4 4-5-8 6-3-12 6-3-12 Plate Offsets X, 1:0-1-10 Edge], 5:0-3-0 Edge], :0-8-8 0-1-12, 13:0-3-8 0-3-4, 17:0-4-12,04-0 LOADING (psfl SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.48 16-17 >849 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.74 16-17 >552 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.49 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:226 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end T1 2 X 6 SPF 1650F 1.5E verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. Except: B4 2 X 4 SPF No.2 6-0-0 oc bracing:8-13 WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 10-11,4-16,6-15,7-15,9-13 W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 2 Rows at 1/3 pts 9-11 W3 2 X 4 SPF Stud,W8 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 2-8-12 REACTIONS (lb/size) 11=2144/Mechanical,1=1981/0-5-8 Max Horz 1=755(LC 7) Max Upliftl I=958(LC 7).1=759(1_C 8) Max Grav 11=2482(LC 4).1=2321(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=6482/2839,2-3=-6271/2843,3-4=-6562/2866,4-5=-3927/1778,5-6=-3810/1791, 6-7=-2186/1045,7-8=2072/999,8-9=-2086/1004,9-10=-96/191,10-11=-398/241 BOT CHORD 1-17=-2888/5294, 16-17=2564/5252, 15-16=1781/3502,14-15=-20/44,13-14=0/54,8-13=814/461, 13-18=-746/1570,12-18=-746/1570,12-19=-746/1570, 11-19=746/1570 WEBS 3-17=-221/895,4-17=-107212309,4-16=-2690/1373,6-16=1491/3127,6-15=3053/1544, 7-15=304/548,13-15=1016/1917,7-13=-439/1130,9-13=552/1038,9-12=0/365,9-11=2510/984 NOTES 1)Wind:ASCE 7-02; 120mph;h=25ft;TCDL=4.2psf;BCDL=S.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)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)All plates are MT20 plates unless otherwise indicated. 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�ni nfued onda rhfor truss to truss connections. Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR29 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:13 2007 Page 2 NOTES 9)Bearing atjoint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 958 lb uplift at joint 11 and 759 lb uplift atjoint 1. 11)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 Job Truss Truss Type Oty Ply Lot#10 Makel Rd 0709061J LR2GR ROOF TRUSS 1 2 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:18 2007 Page 1 Q 1Qr0 3-9-0 8-M 12-8-6 17-3-0 21 9 10 26-6-0 30-6 0 34-6-0 354�0 0-10-0 3-9-0 4-3-0 4-8-6 4-6-10 4-6-10 4-8-6 4-M 4-M 0-10-0 Scale=1:60. 7x12= 7x12= 2.5x4 II 3x10= 4x6= 2.5x4 II 4 5 6 7 8 9 8.00 12 3x6 3x6 3 4 10 W 10 &41 v 3 ZW %v 1 10 W2 yy �12 I 11 12x14= 22 21 23 24 20 2526 27 19 28 18 2® 3016 31 1532 3334 14 35 13 36 12x14= 2.5x4 II 3x6= 7x12= 8x14 MT20H WB=7x12 WB= 7x12= 3x6= 2.5x4 II 3x10 II 4-0-12 30-6-0 2-0-12 i 3-9-0 6-0-12 1 8-M 12-8-6 17-3-0 21-9-10 26-6-0 28-5-4 30-5-4 32-5-4 34-6-0 2-0-12 1-8-4 2-" 1.11-4 4-8-6 4-6-10 4-6-10 4-8-6 1-11-4 2-M 1-11-4 2-0-12 0-3-12 0-0-12 Plate Offsets X Y 2:0-0-3 Edge], 4:0-9-0,0-3-8, 9:0-9-0,0-3-8, 11:0-0-3,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl 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 1481108 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 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 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc BOT CHORD 2 X 6 SPF 210OF 1.8E*Except* purlins. B2 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 SPF Stud*Except* Except: W4 2 X 4 SPF No.2,W4 2 X 4 SPF No.2 8-4-1 oc bracing:17-19 WEDGE W4 2 X 4 SPF No.2,W4 2 X 4 SPF No.2 8-5-7 oc bracing:15-17. Left:2 X 6 SPF 1650F 1.5E,Right:2 X 6 SPF 165OF 1.5E REACTIONS (lb/size) 2=7190/0-5-8, 11=7161/0-5-8 Max Horz2=-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=0/14,2-3=-11282/4668,3-4=-10368/4421,4-5=11280/4954,5-6=11278/4955, 6-7=1 1 1 89/491 3,7-8=11189/4913,8-9=11191/4912,9-1 0=1 0303/4399,10-11=-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=-5363/12181,17-30=5363/12181, 16-30=-5363/12181,16-31=5363/12181, 15-31=-5363/12181,15-32=-3528/8526, 32-33=-3528/8526,33-34=3528/8526,14-34=-3528/8526, 14-35=3491/8540,13-35=-3491/8540, 13-36=-3491/8540, 11-36=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=-1757/807, 6-17=-801/1951,6-15=-1904/874,8-15=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 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 cc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR2GR ROOF TRUSS 1 •, 2 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:19 2007 Page 2 NOTES 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. 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 snow:Lumber DOL=1.15 Plate DOL=1.15); Category II;Exp C;Fully Exp.;Ct=1.1 6)Unbalanced snow loads 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 non-concurrent with other live loads. 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 1-0-0 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 18-5-4,616 lb down and 291 lb up at 20-5-4,616 lb down and 291 lb up at 22-5-4,616 lb down and 291 lb up at 24-5-4,616 lb down and 291 lb up at 26-5-4,408 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 32-5-4 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=60,18-25=20,18-30=60,30-34=-20,14-34=60,11-14=-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) Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR3 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference o tional 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:20 2007 Page 1 10-0-0 17-3-0 24-6-0 29 5 11 34-6-0 3S-4p 0-10 0 5-0-5 4-11-11 7-3-0 7-3-0 4-11-11 5-0-5 0-10-0 Sale=1:60. 7x12= 3x10= 7x12= 5 6 7 8.00 12 2.5x4 Q 2.Sx4 1i 4 W3 W3 8 3 1 W 9 �1 2 10 4y 4x12 i o 8x12= 4x12 Q 15 16 14 1317 12 8x12= 3x10= 2.5x4 II 5x8 WB= 3x10= 10-0-0 17-3-0 24-6-0�34-6-00 10-" 7-3-0 7-3-0 10-0-0 Plate Offsets X Y 2:Ed e,0-5-2, 5:0-8-4 0-3-0, :0-8-4 0-3-0 10:0 0-0,0-5-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl 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 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 184 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc BOT CHORD 2 X 4 SPF 2100F 1.8E`Except" purlins. B2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 6-15,6-12 SLIDER Left 2 X 6 SPF 1650F 1.5E 3-0-4, Right 2 X 6 SPF 1650F 1.5E 3-0-4 REACTIONS (lb/size) 2=2177/0-5-8, 10=2177/0-5-8 Max Horz 2=-404(LC 6) Max Uplift2=-827(LC 8),10=827(1-C 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=-3854/1066,4-5=-3515/1008,5-6=2854/941,6-7=-2855/941, 7-8=-3514/1009,8-9=3851/1066,9-10=-4082/1044,10-11=0/0 BOT CHORD 2-15=1103/3046,15-16=-112513355, 14-16=-1125/3355,13-14=1125/3355, 13-17=1125/3355, 12-17=-1125/3355, 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=S.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 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)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)•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. Continued on page 2 Job Truss Truss Type Qry Ply Lot#10 Makel Rd 0709061J LR3 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:20 2007 Page 2 NOTES 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. 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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 07090611 LR30GR ROOF TRUSS 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13.42.25 2007 Page 1 2-0-12 -10 4-0-0 8-0-0 9-2-0 13-11-12 18-5-12 23 10 7 29 1 5 34-6-0 0-100 1-11-4 4-M 1-2-0 4-9-12 4-6-0 5-4-11 5-2-15 5-4-11 Scale=1:61. 2-0-12 7x12 MT18H= 2.5x4 11 34 II 3x10= 2.5x4 II 6x8= 3x4 7x12= 5 6 7 8 9 10 11 12 j 8.00 12 3x6 i 4 W6 WB W9 4 1 12 Zwl 1 3 N1 2 w w1a Rd 26 27 2819 29 30 lQ 8x12 II 24 23 25 22 21 1IN14= 2.5x4 II 8x14 MT20H= 17 31 32 16 33 34 35 3615 37 14 38 39 13 5x8 i 2.5x4 II 3x4 II 300 11 4x12= 802= 4x6= 3x10 II 8x12= 4-0-12 8-0-129-4-0 2-0-12 14-M m 6-0-12, 8-0-0 R-Z!0T12 13-11-12 18-5-12 1817-8 23-10-7 29 1 5 33-5 12 34-6 p 2-0-12 1-11-4 2-M 1-11-4 1-119 1i 12 4-6-0 4-6-0 0-1-12 5-2-15 5-2-15 4-4-7 1-0-4 0-0-12 0-0-1Z-2-0 Plate Offsets X,Y 2:0-7-9 Ed e, 5:0-9-8,0-1-12, 12:0-3-8 Ede 16:0-3-8 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.42 18-19 >982 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.57 18-19 >719 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.22 13 n/a n/a MT18H 1971144 BCDL 10.0 Code IRC2003/TP12002 (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 T1 2 X 4 SPF 2100F 1.8E purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, B2 2 X 4 SPF No.2,B3 2 X 4 SPF 210OF 1.8E Except: 62 2 X 4 SPF No.2 6-0-0 oc bracing:20-21. WEBS 2 X 4 SPF No.2*Except* 6-0-0 oc bracing:8-18 W11 2 X 4 SPF Stud,W1 2 X 4 SPF Stud 10-0-0 oc bracing:6-20 W2 2 X 4 SPF Stud,W3 2 X 4 SPF Stud WEBS 1 Row at midpt 12-13 W7 2 X 4 SPF Stud,W 11 2 X 4 SPF Stud W 11 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 2-4-15 REACTIONS (lb/size) 13=7844/Mechanical,2=7137/0-5-8 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 (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3/0,2-3=9783/4351,3-4=9809/4390,4-5=9995/4453,5-6=10309/4636,6-7=-10496/4720, 7-8=-14067/6293,8-9=13967/6250,9-10=6420/2970, 10-11=6420/2970,11-12=6420/2970, 12-13=7528/3383 BOT CHORD 2-24=3831/7787,23-24=-3831/7787,23-25=3831/7787,22-25=-3831/7787,21-22=-426/862, 20-21=795/360,6-20=-334/857,20-26=-0144/13580,26-27=-6144/13580,27-28=6144/13580, 19-28=-6144/13580,19-29=-6144/13580,29-30=6144/13580,18-30=-6144/13580, 17-18=-271/680, 8-18=692/370,17-31=-668/1523,31-32=-668/1523,16-32=668/1523, 16-33=-4560/10313, 33-34=-4560/10313,34-35=-4560/10313,35-36=4560/10313, 15-36=-4560/10313, 15-37=145/112, 14-37=145/112, 14-38=-145/112,38-39=-145/112,13-39=-145/112 WEBS 4-23=-109/191,4-22=-4411793,5-22=-4319/1972,20-22=-4572/9714,5-20=3950/8990, 7-20=-4389/2039,7-19=788/1868,7-18=-381/717,16-18=-3951/8924,9-18=2321/5058, 9-16=-132/403,9-15=5882/2576, 11-15=762/388,12-15=-4217/9529 Continued on page 2 Job Truss Truss Type Qry Ply lot#10 Makel Rd 0709061J LR30GR ROOF TRUSS 1 3 Job Reference(optional) Truss Te(h.Inc,Monroe,CT 05468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:26 2007 Page 2 NOTES 1)3-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 0-6-0 oc,2 X 4-2 rows at 0-7-0 oc. 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. 3)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. 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 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 non-concurrent with other live loads. 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)'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 Ib uplift at joint 13 and 3243 Ib uplift atjoint 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 ANSI/TPI 1. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)741 Ib down and 352 Ib up at 2-0-12,493 lb down and 240 Ib up at 4-0-12,408 Ib down and 239 Ib up at 6-0-12,616 Ib down and 291 Ib up at 8-0-12,616 Ib down and 291 Ib up at 9-4-0,607 lb down and 290 Ib up at 11-5-0,607 Ib down and 290 Ib up at 13-5-0,607 Ib down and 290 Ib up at 15-5-0,607 Ib down and 290 Ib up at 17-5-0, 616 Ib down and 291 Ib up at 18-7-8,616 Ib down and 291 Ib up at 20-6-8,616 Ib down and 291 Ib up at 22-6-8,616 Ib down and 291 Ib up at 24-6-8,616 Ib down and 291 Ib up at 26-6-8,616 Ib down and 291 Ib up at 28-6-8.616 Ib down and 291 Ib up at 30-6-8,and 616 Ib down and 291 lb up at 32-6-8,and 616 Ib down and 291 Ib up at 33-5-12 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:1-5=94,5-12=94,2-21=20,18-20=-20, 16-17=20,16-34=-60,34-38=20, 13-38=60 Concentrated Loads(lb) Vert:23=-493(F)22=616(F)18=-616(F)24=-741(F)25=-408(F)26=-616(F)27=-607(F)28=607(F)29=-607(F)30=607(F)31=-616(F) 32=616(F)33=-616(F)35=616(17)36=616(F)37=616(F)38=616(F)39=-616(F) Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR32 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:28 2007 Page 1 -10 4-8-12 9-2-0 1 -0 14-2-14 18-5-12 24-6-0 29-4-4 34-6-0 0-10-0 4-8-12 4-5-4 0-10-0 4-2-14 4-2-14 6-0-4 4-10-4 5-1-12 Scale=1:61 7x12 2.Sx4 II 30= 2.5x4 II 7x12= 6 7 8 9 5 8.00 12 3x6 3x6�� W5 W5 W7 4 10 W2 3 W1 1 11 12 �11 2 w8 N cal 21 22 17 23 &12— to I4 8x12= 20 198x14 MT20H= 4x6- t5 14 13 4x6,�' 8x12= 4xl2 G 5x8= 3x6 II 3x6 II 5x12= 2.50 II 4x6 4-8-12 9-2-0 14-2-14 18-5-12 24-6-0 29 4 4 34 6-0 4-8-12 4-5-4 5-0-14 4-2-14 6-0-4 4-10-4 5-1-12 Plate Offsets X,Y 2:Ed a 0-5-2, 6:0-8-12 0-3-4 9:0-9-0 0-3-8 12:Ed a 0-5-2 20:0-3-8 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 0.38 Vert(LL) -0.22 16-17 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.32 16-17 >999 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:219 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc BOT CHORD 2 X 4 SPF No.2*Except* purlins. B3 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except WEBS 2 X 4 SPF No.2*Except* 6-0-0 oc bracing:5-18,8-16 W 1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud W4 2 X 4 SPF Stud,W6 2 X 4 SPF Stud W 10 2 X 4 SPF Stud,W 11 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 1650F 1.5E 2-9-15, Right 2 X 8 SYP SS 3-0-15 REACTIONS (lb/size) 12=2015/Mechanical,2=213010-5-8 Max Horz2=-406(LC 6) Max Upliftl2=747(LC 9),2=-827(LC 8) Max Grav 1 2=2743(LC 4),2=2901(LC 3) FORCES '(Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0,2-3=-4042/1015,3-4=-3823/1034,4-5=-4055/1229,5 6=3860/1276,6-7=3594/1227, 7-8=3611/1191,8-9=3601/1190,9-10=3347/1020,10-11=-3762/1039,11-12=3997/1018 BOT CHORD 2-20=-1091/3005, 19-20=76/170,18-19=0/90,5-18=-239/178,18-21=112513135, 21-22=1125/3135, 17-22=1125/3135, 17-23=-1271/3594,16-23=-1271/3594,15-16=0/117, 8-16=-784/432, 14-15=-49/249, 13-14=-686/2971, 12-13=686/2971 WEBS 4-20=629/300, 18-20=1042/2911,4-18=249/646,6-18=394/887,6-17=570/1308,7-17=848/514, 7-16=230/340, 14-16=683/2483,9-16=748/1799,9-14=-386/330,10-14=350/340, 10-13=0/187 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph;h=25ft:TCDL=4.2psf,BCDL=S.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 non-concurrent with other live loads. 6�ng tmulld?a enta drainage to prevent water ponding. Job Truss Truss Type Qty Ply Lot#10 Makel Rd 07090611 LR32 SPECIAL 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:28 2007 Page 2 NOTES 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)'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)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 747 lb uplift at joint 12 and 827 lb uplift at joint 2. 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 • Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR33 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:312007 Page 1 -(�-10r0 4 8-12 9-2-0 , 12-M 18-5-12 22-M 28-4-4 34-6-0 0.10-0 4-8-12 4-5-4 2-10-0 6-5-12 4-0-4 5-10-4 6-1-12 Scale=1:61. 5x12= 2.5x4 II 7x12— 6 7 8 5x8 8.00 12 5 3x6 i w6 3x6 Q 4 9 4 3 ' 2 w1 1 10 eq 1 2 w8 11 I 7x12= 16 20 8.12 g la IY 8x12= 19 18 4x6— 14 13 12 4x6\ 8x12= 4x12 i 5x8= 3x6 II 2.Sx4 II 5x12= 2.Sx4 II 4x6 4-8-12 9-2-0 12-0-0 18-5-12 22-" 28-4-4 34-6-0 4-8-12 4-5-4 2-10-0 6-5-12 4-0-4 5-10-4 6-1-12 Plate Offsets X Y 2:Ed e,0-5-2, 6:0-8-0 0-2-12, 8:0-9-0,0-3-8, 11:0-0-0,0-5-2, 17:0-9-4 0-5-4 19:0-3-8 0-2-8 LOADING (psf) SPACING =2-0-0CS1DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase Vert(LL) -0.20 15-16 >999 240 MT20 197/144 TCDL 7.0 Lumber IncreaseVert(TL) -0.33 15-16 >999 180 BCLL 0.0 Rep Stress IncrHorz(TL) 0.18 11 n/a n/a BCDL 10.0 Code IRC2003/T Weight:221 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc BOT CHORD 2 X 4 SPF No.2*Except* purlins. B3 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. WEBS 2 X 4 SPF No.2*Except* Except: W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 6-0-0 oc bracing:7-15 W4 2 X 4 SPF Stud,W 11 2 X 4 SPF Stud 10-0-0 oc bracing:5-17 SLIDER Left 2 X 6 SPF 1650F 1.5E 2-9-15, WEBS 1 Row at midpt 6-15,8-13 Right 2 X 8 SYP SS 3-8-3 REACTIONS (lb/size) 11=2016/Mechanical,2=2122/0-5-8 Max Horz2=-478(LC 6) Max Uplift11=770(LC 9),2=-851(LC 8) Max Grav 11=2658(LC 4),2=2808(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0,2-3=3893/1050,3-4=3674/1069,4-5=-3979/1214,5-6=-3330/1108,6-7=-2831/990, 7-8=-2812/987,8-9=-3059/983,9-1O=3597/1067,10-11=-3814/1044 BOT CHORD 2-19=-1008/2887, 18-19=52/233, 17-18=0/91,5-17=-283/724,16-17=1079/3203,16-20=-917/2742, 15-20=-917/2742,14-15=0/56,7-15=773/452,13-14=76/76,12-13=-671/2878,11-12=-671/2878 WEBS 4-19=-696/323, 17-19=-992/2753,4-17=156/605,5-16=979/510,6-16=362/981,6-15=-403/719, 13-15=508/2362,8-15=-658/1589,8-13=-443/322,9-13=657/457,9-12=01243 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf,BCDL=S.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)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)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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR33 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 200T MiTek Industries,Inc. Tue Oct 09 13:42:31 2007 Page 2 NOTES 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 between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 770 lb uplift atjoint 11 and 851 lb uplift at joint 2. 11)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR34 SPECIAL 1 1 ' Truss Tech.Inc,Monroe,CT 06468,Thomas Poider Job Reference o tional 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:34 2007 Page 1 -Q 10r0 4 8-12 9-2-0i 14-M 18 5-12 20-6-0, 25-0 13 29 7 11 34-6 0 0-100 4-8-12 4-5-4 4-10-0 4-5-12 2-0-4 4-6-13 4-6-13 4-10-5 Scale:3H6'=1 Sx8= 8.00 12 2.5x4 II N12 7 8 9 44 i 44 4x6 4 10 6 3x6 S 11 Wi 6 3x6% N W4 2.5x4 4 12 W1 11 12 W2 3 w 13 1 2 W3 14 8 23 19 24 1 A to IQ 8x12 22 217x12= 44= 10x14= 17 16 25 26 15 8x12= 4x12 i Sx8= 3x6 11 2.50 II 5x12= 3x4= 4x12 4-8-12 i 9-2-0 14-M 18-5-12 20-6-0, 27-4-4 34-6-0 , 4-8-12 4-5-4 4-10-0 4-5-12 2-0-4 6-10-4 7-1-12 Plate Offsets X Y 2:Ed e,0-5-2 :0-5-4,0-3-0, 9:0-9-0,0-3-8, 14:Ed a 0-5-2 20:0-8-8,0-4-8, 22:0-3-8 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 0.30 Vert(LL) -0.21 15-16 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.34 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.20 14 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:233 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 6-0-0 oc bracing:8-18 W8 2 X 4 SPF Stud,W12 2 X 4 SPF Stud 10-0-0 oc bracing:5-20 SLIDER Left 2 X 6 SPF 1650F 1.5E 2-9-15, WEBS 1 Row at midpt 5-19,7-18,9-16,11-16 Right 2 X 8 SYP SS 2-11-1 REACTIONS (lb/size) 2=2177/0-5-8,14=2106/Mechanical Max Horz2=-553(LC 6) Max Uplift2=-871(LC 8),14=790(LC 9) Max Grav2=2763(LC 3), 14=2648(LC 4) FORCES (lb),Maximum Compression/Maximum Tension TOP CHORD 1-2=-0/0,2-3=-3818/1078,3-4=3598/1096,4-5=-3918/1265,5-6=2972/1040,6-7=-2605/1056, 7-8=-2281/949,8-9=-2273/949,9-10=2349/1009, 10-11=2687/998,'l1-12=-3387/1150, 12-13=-3626/1124,13-14=3850/1105 BOT CHORD 2-22=932/2824,21-22=56/146,20-21=0/89,5-20=251/788,20-23=95313191,19-23=-955/3189, 19-24=-678/2327, 18-24=-678/2327, 17-18=85/0,8-18=-292/244,16-17=80/72,16-25=-547/2589, 25-26=-547/2589,15-26=-547/2589, 14-15=733/2857 WEBS 4-22=-696/300,20-22=-908/2777,4-20=-71/577,5-19=-1296/619,7-19=-383/1068,7-18=375/530, 16-18=-409/2319,9-18=-638/1627,9-16=-661/416,11-16=913/526,11-15=-195/431, 12-15=-242/308 NOTES D 1)Unbalanced roof live loads have been considered for this design. D 2)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS gable JAN 3 1 zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip 2008 DOL=1.33. South Windsor 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: BUILDING DEPARTMENT 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 non-concurrent with other live loads. &Provids adesuat�drainage to prevent water ponding. ntlnue on e Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR34 SPECIAL 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:34 2007 Page 2 NOTES 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 3-6-0 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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 790 lb uplift at joint 14. 11)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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR35 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:37 2007 Page 1 -¢10�0 8-1-12 16-M 18-6-0 26-4-4 34-6-0 0.10-0 8-1-12 7-10-4 2-6-0 7-10-4 8-1-12 7x12 4 Scale=1:67. 7x12 O 8.00 12 6 7 3x10 4 5 3x6 i 3x6 4 4 8 N 3 W2 W2 y 1 N' 2 10 N Io 7x12 11 4x6.4x6 4xs 4�4xs.7x12 11 17 16 18 15 14 19 13 12 20 11 21 2.5A 11 44- 3x6= 5x8= 4x6= 2.5x4 11 8-1-12 16-M 18-6-0 26-4-4 34-6-0 8-1-12 7-10-4 2-6-0 7-10-4 8-1-12 Plate Offsets X Y 2:0-7-9 Ed e, 6:0-8-4,0-2-8, :0-9-8 0-3-4, 10:0-7-9 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.13 14-16 >999 240 MT20 197/144 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 IRC2003/TP12002 (Matrix) Weight:204 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied. T3 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' W 1 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 1650F 1.5E 4-10-13, Right 2 X 6 SPF 165OF 1.5E 4-10-13 REACTIONS (lb/size) 10=2235/Mechanical,2=2317/0-5-8 Max Horz2=624(LC 6) Max Upliftl0=-807(LC 9),2=888(LC 8) Max Grav 1 0=2661(LC 4),2=2787(LC 3) FORCES (lb)-.Maximum Compression/Maximum Tension TOP CHORD 1-2=3/0,2-3=3720/1076,3-4=-3156/1100,4-5=-2468/941,5-6=-2156/973,6-7=-18091974, 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=893/2784, 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=0/408,4-14=-1242/630,6-14=-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 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)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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR35 ROOF TRUSS 1 1 - Job Reference o tional Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:37 2007 Page 2 NOTES 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 between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 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 joint 2. 11)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR36 ROOF TRUSS 4 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:39 2007 Page 1 5-9-8 11-3-8 16-9-8 22-6-5 28-3-1 34-0-8 5-9-8 5-6-0 5-6-0 5-8-13 5-8-13 5-9-7 6x8 O Scale=1:65. 8.00 f 12 6 3x6 3x4 3x6.: 5 7 3x6 O 4 8 10 2.5x4\\ 2.5x4 3 W W3 WS 6 9 2 1 10 1 1110x �^ Sx8 G o 14 II 17 18 16 19 15 14 130 21 12 4x6\ 7x12 II Sx8 i 3x4_ 4x6= 5x8= 4x6= 4x6 3x6= 8-8-9 16-9 8 25-6-12 1 34-0-8 8-8-9 8-0-15 8-9-4 8-5-12 Plate Offsets X, 6:0-5-4,0-2-8 111:0-7-9 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.79 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 Incr YES WB 0.56 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:192 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No-2*Except` TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc T1 2 X 4 SPF 2100F 1.8E,T1 2 X 4 SPF 2100F 1.8E pudins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. WEBS 2 X 4 SPF No.2`Except' WEBS 1 Row at midpt 4-14,6-14,8-14 W1 2 X 4 SPF Stud,W7 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP SS 3-8-1,Right 2 X 6 SPF 1650F 1.5E 3-6-0 REACTIONS (lb/size) 1=2163/Mechanical,11=2121/Mechanical Max Horz 1=673(LC 7) Max Uplift1-801(LC 8),11=806(LC 9) Max Grav 1=2488(LC 3), 11=2477(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD , 1-2=-3390/1062,2-3=-3113/1088,3-4=-2878/1120,4-5-2070/984,5-6=-1812/1008,6-7-1921/1003 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=-647/2059,15-19-647/2059, 14-15=-647/2059,14-20=-530/2140,13-20=-530/2140, 13-21=530/2140,12-21=-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=279f711, 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.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 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 801 lb uplift at joint 1 Continued oln page tjoint 11. Job Truss Truss Type Qty I Ply Lot#10'Make'Rd 0709061J LR36 ROOF TRUSS 4 1 • Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:39 2007 Page 2 NOTES 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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 07090611 LR37 MONO TRUSS 2 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:40 2007 Page 1 -0-10-0 2-" 2.5x4II 0-10-0 2-" 3 Scale=1:10. 8.00 12 2.5x4 II W2 T1 2 1 B1 4 i 2.Sx4 I I 2-0-8 2 5x4 1 2-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft 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/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied lied or 6-0-0 oc .bracin 9 REACTIONS (Ib/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=S.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 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 1-0-0 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 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 standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type LQty IPIY-JF#l0 Makel Rd 0709061J LR38 ROOF TRUSS Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:41 2007 Page 1 -0-10-0 2-2-8 2.5x4 tl 0-10-0 2-2-8 3 Scale=1:11. 8.00 MY 3x4 II W2 T1 2 1 B1 5 4 Q II 2-2-8 2.5x4 I 0-2-8 2-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.29 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 n1a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc BOT CHORD 2 X 4 SPF No.2 purlins, except 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 Compression/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 II;Exp C;enclosed;MWFRS gable erld 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 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. 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. 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 li J Job Truss Truss Type Qty I Ply Lot#10 Makel Rd 0709061J LR4 ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:43 2007 Page 1 -Q 10r0 6-0-5 12-M 17-3-0 22-6-0 28 5 11 34-6-0 3P-4i0 0-10 0 6-0-5 5-11-11 5-3-0 5-3-0 5-11-11 6-0-5 0-10-0 Scale-1:60. 6x8= 2.5x4 II 6x8 5 6 7 8.00 12 344 3x6 4 4 W g 3 W2 W2 9 ']1 2 10 �y da 44X, 11 8x12= 4x6 17 16 18 15 149 13 12 8x12= 4x6 i 2.5x4 II 3x4= 5x8= 4x6= 3x4= 2.5x4 4x6 N, I 6-0-5 12-0-0 17-3-0 22-0-0 28-5-11 34-6-0 6-0-5 5-11-11 5-3-0 5-3-0 5-11-11 6-0-5 , Plate Offsets X Y 2:Ed e,0-5-2, 5:0-5-4 0-3-8 :0-5-4,0-3-8, 10:0-0-0 0-5-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.17 13-15 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.24 15-16 >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 IRC20031TPI2002 (Matrix) Weight:204 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc BOT CHORD 2 X 4 SPF No.2 purlins. WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. W1 2 X 4 SPF Stud,W1 2 X 4 SPF Stud WEBS 1 Row at midpt 6-15 SLIDER Left 2 X 6 SPF 1650F 1.5E 3-7-5, Right 2 X 6 SPF 1650F 1.5E 3-7-5 REACTIONS (lb/size) 2=215510-5-8, 10=215510-5-8 Max Horz 2=-478(LC 6) Max Uplift2=-851(LC 8),10=-851(LC 9) Max Grav2=2842(LC 3), 10=2842(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=-010,2-3=3904/1039,3-4=-3689/1062,4-5=-3167/976,5-6=2546/935,6-7=-2546/935, 7 p=-3167/976,8-9=3689/1062,9-10=3903/1039, 10-11=0/0 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, 12-13=-667/2945, 10-12=-667/2945 WEBS 4-17=0/240,4-16=-613/443,5-16=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=S.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 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)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)'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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR4 ROOF TRUSS 1 1 ` Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:43 2007 Page 2 NOTES 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 10. 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 Job Truss Truss Type Oty Ply Lot#10 Makel Rd 0709061J LR5 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:57 2007 Page 1 -Q-10�0 7-0-5 14-M 20-6-0 27 5-11 34-6-0 3a-4�0 0100 7-0-5 6-11-11 6-6-0 6-11-11 7-0-5 0-10-0 Scale=1:62. 6x8 i 7x12 MT1 SW0 5 6 • 8.00 12 3x6 i Us 4 w4 7 N_ O 3 W2 W2 8 1 2 1 N 9 4x6 4 1\\ 7x12 II 17 16 18 15 14 19 13 12 20 11 21 US 7x12II o 4x6 4 2.5x4 II Us- 4x6= 3x10- 06= ISM II 4x6\\ 7-0-5 14-M 2' 0-6-0 27-5-11 34-6-0 , 7-0-5 6-11-11 6-0-0 6-11-11 7-0-5 Plate Offsets X,Y 2:0-7-9,Ed a 5:0-5-0,0-3-0, 6:0-7-4,0-1-12 9:0-7-9,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.87 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/TPI2002 (Matrix) Weight:194 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc T2 2 X 6 SPF 1650F 1.5E purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 4-15,5-13,7-13 W1 2 X 4 SPF Stud,W1 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 1650F 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=2861(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3/0,2-3=3896/1066,3-4=3407/1090,4-5=-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=88512945. 14-15=620/2203, 14-19=-620/2203,13-19=-620/2203, 12-13=-664/2928,12-20=664/2928,11-20=664/2928, 11-21=-664/2928,9-21=-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=S.Opsf;Category ll;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 non-concurrent with other live loads. 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. &All plates are MT�O plates unless otherwise indicated. ntlnued on a e Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LR5 ROOF TRUSS 1 1 Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:57 2007 Page 2 NOTES 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 1-0-0 wide will fit 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 standard ANSI/TPI 1. LOAD CASE(S) Standard t Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR6 ROOF TRUSS 3 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:58 2007 Page 1 -0-10-0 2-M 5-0-0 8-0-0 0-10-0 2-0-0 3-M 3-0-0 Scale=1:15.1 2.5x4 11 3x6= 4 5x8= 5 6 e12 • Li 10 wt 2 wt w1 2 F- BI 11 8 12 7 2.50 II 3x10= 3x10 II 2.5x4 II 2-0-0 2-0;12 4-0-12 5-M 6-0 12 8-0-0 2-M 0-0-12 2-M 0-11-4 1-0-12 1-11-4 Plate Offsets X Y 2:0-7-1 0-1-11 4:0-6-8 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 40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 6 SPF 165OF 1.5E purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 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 (Ib)-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=442/967 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 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. 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. 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 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. Continued on page 2 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR6 ROOF TRUSS 3 1 Job Reference o tional Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:42:58 2007 Page 2 NOTES 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,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 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:1-4=94,4-6=94,2-7=20 Concentrated Loads(lb) Vert:9=100(B)11=100(B)12=100(B) Job Truss Truss Type Qty Ply Lot#10 Makel Rd ♦ 0709061J LR7 ROOF TRUSS 3 1 .. Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 0913:42:59 2007 Page 1 -0-10-0 4-M 8-0-0 0-10-0 4-" 4-0-0 U6= Scale=1:19. 2.5x4 II 4 5 El ' 8.00 12 3 w1 W2 1 2 81 5x8 4 6 3x10 II 3x4 c 4-M 8-M 4-" 4-0-0 Plate Offsets X Y 2:0-7-1 0-1-8, 4:0-3-12,0-2-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.62 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 2-6 >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/TP12002 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF 2100F 1.8E puriins, except 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=-454/148,3-4=256/156,4-5=51/77,5-6=284/151 BOT CHORD 2-6=223/212 WEBS 4-6=281/228 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. 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. 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 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 1 0709061J LR8 ROOF TRUSS 3 1 • Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:00 2007 Page 1 -0-10-0 3-0-5 6-0-0 8-M 0-10-0 3-0-5 2-11-11 2-M 4x6= Scale=125. 2.5x4 II 5 6 8.00 F12 2.50 4 2 1 3 w1 1 2 5x8 4 3x10 II 7 US II 6-0-0 8-M 6-M 2-" Plate Offsets X Y 2:0-7-1 0-1-8 5:0-3-12,0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.53 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 n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:43 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF 2100F 1.8E purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 8 SYP SS 1-11-1 REACTIONS (lb/size) 2=53010-5-8,7=444/Mechanical Max Horz2=336(LC 7) Max Uplift2=246(1_C 8),7=246(1_C 7) Max Grav2=757(LC 3),7=444(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=18/0,2-3=-684/194,3-4=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=5.0psf;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. 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 ve 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. 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 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd I 0709061J LR9 MONO TRUSS 21 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:01 2007 Page 1 r0-10:Q 3-7-3 8-M 0-10-0 3-7-3 4-4-13 2.5x4 11 Scale=1:31. 5 8.00 F,2 4 co 3 W1 2 4x6 6 3x10 II 3x4= 8-" 8-0-0 Plate Offsets X,Y 2:0-3-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl 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 2-6 >212 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF 210OF 1.8E purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 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 (Ib)-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;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 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 221 lb uplift atjoint 2 and 295 lb uplift atjoint 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. LOAD CASE(S) Standard t Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LR9A ROOF TRUSS 5 1 ►' Job Reference o tional Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:02 2007 Page_1_ r0-10-Q 1-3-1 2-5-8 5-1-0 8-M 0-10-0 1-3-1 1-2-7 2-7-8 2-11-0 2.5x4 11 Scale=1:31. 5 Us 4 8.00 MY 4 2.5x4 11 VV5 3 Sx8 i 2 4x12= 1q9 3x6 B 2.Sx4 11 3x4= 1-3-1 2-5-8 8-0-0 1-3-1 1-2-7 5-6-8 Plate Offsets X Y 2:0-2-9 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 0.57 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 rda n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:42 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc BOT CHORD 2 X 4 SPF No.2*Except* purlins, except end verticals. B2 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2 X 4 SPF Stud 6-0-0 oc bracing:3-7 REACTIONS (lb/size) 6=434/Mechanical,9=537/0-5-8 Max Horz 9=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=-411/641,4-6=575/379,2-8=247/392 NOTES ' 1)Wind:ASCE 7-02;120mph;h=25ft;TCDL=4.2psf;BCDL=S.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=1.1 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 296 lb uplift at joint 6 and 221 lb uplift at joint 9. 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 Job Truss Truss Type Qty Ply Lot#10 Make[Rd 0709061J LRVII VALLEY 2 1 v 06= Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:03 2007 Page 1 2-" 2 5-0-0 2-6-0 2-6-0 Scale=1:8. 8.00 F12 T 1 ST1 3 1 B1 II 2AM 4 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=129/5-0-0,3=129/5-0-0,4=202/5-0-0 Max Horz 1=-75(LC 4) Max Uplift1=70(LC 6),3=-76(LC 7),4=52(1-C 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=77/53,2-3=-77/42 BOT CHORD 1-4=-20/33,3-4=-20/33 WEBS 2-4=-151/77 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)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.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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 1, 76 lb uplift at joint 3 and 52 lb uplift at joint 4. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd Z 0709061J LRV2 VALLEY 2 1 .• Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:03 2007 Page 1 4-6-0 9-0-0 4-6-0 4-6-0 4x6= Scale=1:17.1 2 8.00 12 T ST1 1 1 3 B1 2.5x4-i 2.5x4 II 2.5x4 Q 9-0-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.67 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 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=257/9-0-0,3=257/9-0-0,4=402/9-0-0 Max Horz 1=-149(LC 6) Max Uplift1=139(LC 8).3=151(LC 9),4=103(LC 8) Max Grav 1=359(LC 3),3=359(LC 4),4=402(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=190/105,2-3=190/84 BOT CHORD 1-4=-40/65,3-4=-40/65 WEBS 2-4=-302/153 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)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 plate capable of withstanding 139 lb uplift at joint 1, 151 lb uplift at joint 3 and 103 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 standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LRV3 VALLEY 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:05 2007 Page 1 6-0-0 13-M 6-6-0 6-6-0 5x8= Scale=123 3 ' 8.00 12 T T 1 2.Sx4 11 2.5x4 II 2 4 T1 T1 1 5 Eli 3x4-i 2.5x4 11 2.5x4 11 2.5x4 II 3x4 13-M 13-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.41 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 n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=102/13-0-0,5=102/13-0-0,7=396/13-0-0,8=386/13-0-0,6=386/13-0-0 Max Horz 1=224(LC 6) Max Uplift1=77(LC 6),5=33(LC 7),7=-66(LC 8),8=310(LC 8),6=-310(LC 9) Max Grav1=107(LC 3).5=107(LC 4),7=396(LC 1).8=615(LC 3),6=615(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=189/157,2-3=240/168,3-4=240/138,4-5=111178 BOT CHORD 1-8=56/103,7-8=56/103,6-7=56/103,5-6=-56/103 WEBS 3-7=311/108,2-8=552/344,4-6=-552/343 NOTES 1)Unbalanced roof live Idads 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. )'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 plate capable of withstanding 77 lb uplift at joint 1, 33 lb uplift at joint 5,66lb uplift at joint 7,310 lb uplift at joint 8 and 310 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. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Lot#10 Makel Rd .�� 0709061J LRV3A ROOF TRUSS 1 1 Job Reference(optional) '' Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:06 2007 Page 1 4-7-8 10-7-8 4-7-8 6-M 5x8- Scale=122. 3 8.00 12 1 2.50 If 2.5x4 II 2.5A 114 2 1 Ell r-1 5 Li 2.5x4 II 2.5x4 II 2.5x4 11 3x4 2.5x4 11 10-7-8 10-7-8 LOADING (psf) SPACING 2-" CS] DEFL in (loc) Vdefl Ud 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) n/a - 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 IRC2003/TP12002 (Matrix) Weight:32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 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 Horz 9=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 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 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 328 lb uplift at joint 9, 69 lb uplift at joint 5,55 lb uplift at joint 7,482 lb uplift at joint 8 and 303 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. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Lot#10 Makel Rd 0709061J LRV4 VALLEY 1 1 � Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:07 2007 Page 1 i 8-6-0 17-0-0 , 8-6-0 8-6-0 4x8_ Scale=1:30. 3 8.00 F12 2.5x4 11 2.5x4 11 2 T T 14 CK T T -11 1 5 MENEM 3x10 ii 2.5x4 11 2.5x4 II 2.5x4 II 3x10 17-0-0 17-0-0 Plate Offsets X Y 1:0-8-3 Ede 5:0-2-15 Ed gel LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.40 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.23 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 IRC2003/TP12002 (Matrix) Weight:53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=215/17-0-0,5=215/17-0-0,7=498/17-0-0,8=541/17-0-0,6=541/17-0-0 Max Horz 1=298(LC 7) Max Uplift1=73(LC 9),5=50(LC 8),7=3(LC 7),8=-411(LC 8),6=-411(LC 9) Max Grav1=290(LC 3),5=290(LC 4),7=498(LC 1),8=814(LC 3),6=814(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=215/190,2-3=-242/225,3-4=-242/198,4-5=-201/127 BOT CHORD 1-8=67/145,8-9=67/145,7-9=-67/145,7-10=-67/145,6-10=-67/145,5-6=-67/145 WEBS 3-7=-286/45,2-8=666/424,4-6=-666/424 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)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-&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 73 lb uplift at joint 1, 50 lb uplift at joint 5,3 lb uplift atjoint 7,411 Ib uplift atjoint 8 and 411 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. LOAD CASE(S) Standard Job Truss Truss Type Qry Ply Lot#10 Makel Rd 0709061J LRV4A ROOF TRUSS 1 1 � Job Reference(optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:08 2007 Page 1 4-7-8 12-7-8 4-7-8 8-0-0 5x8= Scale=1:28. 3 8.00 12 1 � 2.5x4 11 2f5x4 2.5x4 11 4 T 5 2.5x4 11 2.5x4 11 2.5x4 II 2.5x4 If 12-7.8 12-7-8 Plate Offsets KY) 5:0-0-7 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.46 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/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 IRC20031TPI2002 (Matrix) Weight:44lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 9=-148/12-7-8,5=167/12-7-8,7=559/12-7-8,8=447/12-7-8,6=487N2-7-8 Max Horz9=339(LC 6) Max Uplift9=293(LC 3),5=100(LC 7),7=80(LC 6).8=-415(LC 8),6=377(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 Compression/Maximum Tension TOP CHORD 1-9=-164/269,1-2=74/166,2-3=206/196,3-4=-188/228,4-5=274/245 BOT CHORD 8-9=199/271,8-10=-199/271,7-10=-199/271,7-11=-199/271,6-11=199/271,5-6=-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 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-&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 293 lb uplift at joint 9, 100 lb uplift atjoint 5,80 lb uplift atjoint 7,415 lb uplift atjoint 8 and 377 lb uplift atjoint 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. LOAD CASE(S) Standard 5 Job Truss Truss Type Qty Ply Lot#10 Makel Rd 0709061J LRV5 VALLEY 1 1 oe Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:10 2007 Page 1 8-10-8 17-9-0 8-10-8 8-10-8 , 4x6_ Scale=1:31. 3 • 8.00 12 2.5x4 II 2.5x4 II 2F 4 1 T T 1 5 3x10 i 2.5x4 II 3x10�� 2.5x4 11 2.5x4 11 17-9-0 17-9-0 Plate Offsets X Y 1:0-8-3,Ed e, 5:0-2-15,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.44 Vert(LL) n/a - n/a 999 MT20 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inca YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=232/17-9-0,5=232/17-9-0,7=494/17-9-0,8=584/17-9-0,6=584/17-9-0 Max Horz 1=312(LC 6) Max Uplift1=79(LC 9),5=54(LC 8),7=1(LC 7),8=437(LC 8),6=-437(LC 9) Max Grav 1=317(LC 3),5=317(LC 4),7=494(LC 1),8=869(LC 3),6=869(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=222/196,2-3=244/237,3-4=-244/209,4-5=215/144 BOT CHORD 1-8=69/157,8-9=69/157,7-9=69/157,7-10=69/157,6-10=-69/157,5-6=-69/157 WEBS 3-7=277/42,2-8=699/447,4-6=699/446 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;120mph;h=25h;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 plate capable of withstanding 79 lb uplift at joint 1, 54 lb uplift at joint 5,1 lb uplift at joint 7,437 lb uplift at joint 8 and 437 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. LOAD CASE(S) Standard y Job Truss Truss Type Qty Ply FJobReference Make[Rd 0709061J LRVSA ROOF TRUSS 1 1 Truss Tech.Inc,Monroe,CT 06468,Thomas Poiner (optional) 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:112007 Page 1 4-7-8 14-7.8 4-7-8 10-" 5x8= Scale=1:33. 3 8.DO F12 12 T 4 T T IV Fill H 6 3x4 14-7-8 14-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.44 Vert(LL) n/a - n/a 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 Incr 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 BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud*Except* ST2 2 X 4 SPF No.2 REACTIONS (lb/size) 11=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 Uplift11=342(LC 3),6=-163(LC 7),9=-134(LC 6),10=379(LC 8),8=-370(LC 9),7=293(LC 9) Max Grav 11=1 68(LC 7).6=243(LC 6),9=626(LC 1).10=857(LC 3),8=805(LC 4),7=529(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-69/245,1-2=-26/162,2-3=191/231 3-4=182/265 4- _-5 329/301,5-6-- -450/308 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=636/352,4-8=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=S.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 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 between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 342 lb uplift at joint 11, 163 lb uplift at joint 6, 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. 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 06 Job Truss Truss Type Qty PlyFJnhRofi�ronce Makel Rd .� 0709061J LRV6A ROOF TRUSS 1 1 lt/ (optional) Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 6.500 s Mar 8 2007 MiTek Industries,Inc. Tue Oct 09 13:43:12 2007 Page 1 4-7-8 16-7-8 4-7-8 12-M 5x8= Scale=1:42. 3 8.00 F12 2.5x4 11 3x4 II 2.50 11 12 4 7 T 2.5x4 II 5 6 pip Bl" 11 10 9 B 12 7 4x6�1 3x4 II 2.5x4 II 2.5x4 II 2.5x4 II 2.5x4 II 16-7-8 16-7-8 Plate Offsets(XY) [6:0-0-7 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.41 Vert(LL) n/a - n/a 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 b.39 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:68 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except 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* ST2 2 X 4 SPF No.2 REACTIONS (lb/size} l l=-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 Upliftl 1=-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=1 55(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=S.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)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 plate capable of withstanding 323 lb uplift atjoint 11, 159 lb uplift atjoint 6,175 lb uplift atjoint 9,384 lb uplift atjoint 10,355 lb uplift atjoint 8 and 371 lb uplift atjoint 7. 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. 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Thu Oct 11 09:04:54 2007 Page 1 FL)-19A 3-73 8-0-0 r 0-10-0 3-73 44-13 2.5x4 11 Scale=1:37.7 5 8.00 12 2.5x4 Q 4 3 2 4x8 3x10 11 6 14= 88-0 6-0-0 Plate Offsets Y: [2:0-3-8,Edgel LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TIC 0.84 Vert(LL) -0.18 2-6 >531 240 M720 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 0.32 Horz(TL) 0.00 6 rda n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:38lb 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 10-0-0 oc bracing. SLIDER Left 2 X 6 SPF 165OF 1.5E 2-3-4 I- l REACTIONS (lb/size) 2=530/0-38 6=444/Mechanical L�o- C� ^�� S v-+C. (� r?R�� ¢L�4, 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 2-0=-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;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 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit ``N�t1111lflrrrrhi� between the bottom chord and any other members. `�x �F CONNF 7)Refer to girder(s)for truss to truss connections. ��``�� 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 jointREV EN Irk,••cG. 6. y•.5 +• 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 ••.• 7 4 :•�Q �/fu►nuulna`, October 11,200 WARMMi-Ver(Jy design parameters and READ NOTES ON THIS AND INCLUDED IOTEK 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 an 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 temporory bracing to insure stability during construction is the responslbillity,of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qual ly Creeda,OS!-89 and I1CS11 bsdk9nq Component 14515 N.Outer Forty,Suite#300 Salety Inlamallon available from Truss Plate Institute,583 D'Onotrio 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. 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 I. 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 i 3. Never exceed the design loading shown and never Q WEBS PiV 4 stack materials on inadequately braced trusses. ; ��� ; 0 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-'ad'from outside 0- �'' U U all other interested parties. edge of truss. a0 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 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 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 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: to 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. 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 FEP-04-2008 15:28 From:TRUSS TECH INC 203 452 0339 To:860289712l P.3/4 WLE END,COMMON TRUSS LIVE LOAD=30 PSF (VOTE:VALLEY(STUD SPACING NOT OR 41RDER TRUSS QM LOAD o 15 PSF(MAX) TO EXCEED 48"O.C.SPACING D.O.L.INC a 1.15 ASCE 7-08(MWFRS)1U0 MPH it u it VALLEY TRUSS TYPICAL I BASE TRUSSES (24"O.C.) _ TYPICAL(24"O C.) LL L L LLLLLLL VALLEY TRUSS TYPICAL GABLE ENO,COMMON TRUSS P r 1-2 6 1 24"O.C.) OR GIRUCR TRUSS B ,1 � I B SEE DETAIL A.S.OR C BELOW Owl) e 17 11 Io TOE-NAIL VALLEY TO BASE TRUSS W/ (2)1 6d TOE NAILS ATTACH 2x6 CONTINOUS NO,2 SPF TO THE FACE OF mE ROOF WITwo BLOCK O E FACE NO-2 SPF 18G(.131"x 3.5*)NAILS INTO EACH BLOCK TO'CFI*FACti~Or THE ROOF TRU68 BELOWTW018d(,131"x 3,6`)NAILS INTO EACH TRUSS BELOW, EACH TRUSS BELOW MU$T HA A BLOCK ATTACHM TO IT. TOE-NAIL VALLEY TO VALLEY TRUSS BASE TRUSS WI RESTS ON 2XG (2)16d TOE NAILS DETAIL A (GREATER THAN 3/12 PITCH) DETAIL 8 ATTACH BEVELED 2x4 CONTINOUS (3/12 PITCH OR LESS) N0.2 SPF TO THE FACE!OF THE ROOF W1 TWO 16d(.131'x 3,5)NAILS INTO EACH TRUSS BCLOW ATTACH VALLEY TO 1< lJ I)v>k BEVELED 2x4 W1(2)18d TOE NAILS V y �(� — Q IS 1 _ DETAIL C TOI:-NAIL VALLEY TO r-kJ "}`) (GREATER THAN 3/12 PITCH BASE TRUSS WI e�ti�,v�vs LESS THAN 12/12 PITCH) (2)16d TOE NAILS �Z , n 1. INSTALL SASE TRUSSES. QVL4) f i 44L I NA, ^j°� 2.APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING 18 NOT APPLIED, BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING(NOT TO EXCEED 24.O.C.). S. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE TO 9ASE TRUSSES AS PER DETAIL A OR B ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. Electric# 10o0 l-,-� APPLICATION FOR BUIL ING PERMIT Plumbing# S'fj 0'j > 208 Ma s ke l Road HVAC # to loL Sprinkler# 7 3114 3 FINAL APPROVALS ---- - , Estimated Cost $ 610,4 a 4 F1000"' SIGN Permit Fee $Buildin LETE RED BOXED AREASEngineering YPE OR PRINT ONLY EncuIns cyFee $g PA pr. for CO. ON REVERSE SIDE PP - - - Total Fee $ 410, cti �31C! TO THE BUILDING DEPARTMENT,TOWN OF SOUTH WINDSOR, CT (Addi oval Cost) $ The undersigned hereby applies to do work according to the following: Applicant c1;0)Jd VJ I!A)(r Location of Work ot0 k Lot No. 1 O Applicant's Address 4 Q -R- MT 3—IF Tel. Town C I- Zip 0 -7 4- Lic.# /v�E Owner Architect Owner's Address Architect's Address ' Zip Zip- .-Sq. Ft. New Area: 1 st FI. SU 2nd Fl. 3rd FI. Total New Area 6c F Purpose of this permit City Wat� Well❑ Septic System❑ Sewer Ins: HO P rt. Area Basement Garage Approved by Date 3 Use Group Construction Type Revised 6/02 LL JqO, 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 i use ip allMed. Signed i,, I hereby apply for a Certificate of Occ n r the w ribed in this application for the permit l Sig DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS I DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT6Q 3 y APPRO E 1540 SULLIVAN AVENUE Bldg.Permit# 644-2511 ext. 230 0 �� Date Building Inspector Application must be printed or typed FEE SCHEDULE Location of Job: $0-$1,000=$15.00 F Street Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof gnation Apt.No. APPLICANT _ _Ti,411 �L&c TI2lG L.JG APPLICANT ADDRESS S70 1-50-STEw. &-7, .SOOT-1 c co f0 7 6 _ APPLICANT PHONE# 4'-41V— I�7� o w N s£q OWNER ,9z y C,t 40S t OWNER ADDRESS AM ac.60 el2W Gy.-A1D Cd/t, c 7 Ob ,r OWNER PHONE l 2 -7 `7 C ESTIMATED COST$ 'DO IS THIS A CONTRACT COST? —Yes V/ No o ( �G FEE ENCLOSED$ 15: OD s o TYPE OF JOB: R C New Installation ✓Alteratio Additio epair Revised 4/01//2002 APPLICATION FOR ELECTRICAL PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A M RESIDENTIAL BUILDING PERMIT APPLICATION? ❑YES 0 NO ❑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/WIRING METHOD A � SIZE OF SERVICE SIZE OF MAIN CONDUCTORS NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS /� REMOTE DISCONNECT REQUIRED? ❑YES a-I6 NUMBER OF LIGHT CIRCUITS�_ NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES_ 2 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 t� 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. /D 9 ;;�xj - C 7- CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT DATE e!�6A e Electric# APPLICATION FOR BUILDING PERMIT Plumbing# 206 Maskel Road Date: S - C-OR HVAC # — Sprinkler# 8 00 2 4 Estimated Cost $ APPROVALSFINAL ---_- — _------__--------� Permit Fee $ Building COMPLETE RED BOXED AREAS Engineering TYPE OR PRINT ONLY Occupancy Fee $ ' Affidavit Eng. Insp. Fee $ Appr. for CO. i SIGN ON REVERSE SIDE J Total Fe s— TO THE BUILDING DE T AENT,TOWN OF SOUTH WINDSOR, CT (Additional Cost) $ The undersigned hereby applies to do work according to the following: Applicant IYI?,eK PrZeffIC Location of Work d07 /"-5 c2L X&91 Lot No.. /l, Applicant's Address doh Tel.# � Town Zip 06® 17(g� Lic.# Owner 1RMe Architect SAMr Owner's Address Architect's Address sgrt� Zip Zip Sq. Ft. New Area: 1 st FI. 2nd FI. 3rd FI. Total New Area d J V Purpose of this permit B11T1-,01A r^ City Water[ Well❑ Septic Systemo Sewero-- Ins: HO S Ce. Area Basement Garage Approved by Date ` c Use Group Construction Type Revised 6102 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 Imes,and reo,uired distances from all other zones and is located in which this building and its use is allowed. Signed r/ I hereby apply for a Certificate of Occupancy for a work described in this application for the permit. Signed l �C DO NOT WRITE ELOW THIS LINE INSPECTION COMMENTS Electric # PERMIT C_I OSED AffLICATION FOR BUILDING PERMIT Plumbing# 208 Ma sk e l HVAC# PERM7-176 13000157 FDate-. Sprinkler# AN FINAL APPRO §29� Estimated Cost $ Building COMPLETE RED BOXED AREAS Permit Fee $ � Occupancy Fee $ t.s Engineering TYPE OR PRINT ONLY Eng. Insp. Fee $�� Affidavit A r.forCO. ► SIGN ON REVERSE SIDE pp 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 Location of Work Lot No. Applicant's Address a2Q g' Tel # Ja y3-2 />>� Town So 4i7� Lic.# Owner SAME .45 111719%C Architect Owner's Address Architect's Address Zip Zip Sq. Ft. New Area: 1 st Fl. 2nd Fl. 3rd Fl. Total New Area Purpose of this permit -smyTUef Toy •Qt� 9f2�- I-xx1g/m6• /�i9Tc�G-'91 AcCeSS 4,14 Le S hoar t pooh 6uAS/ City Water❑ Well J Septic System :3 Sewer 0 ?cISO G4 Ins: HO S Cert. Area Basement Garage Approved by ..c ate .13 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 allowed. Signed I hereby apply for a Certificate of Occupancy for the work described in this application for the permit. Signed DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS 13000157 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER BUILDING PERMIT DATE: 04/22/2013 GIS ID: 57900208 FEE: 30.00 MUNIS APPLICATION# 201300447 BUILDING DESCRIPTION: APPLICANT4 s LOCATION NAME: PELLETIER MARK J&DONNA M. ADDRESS: 268 MASKEL ROAD ADDRESS: 208 MASKEL RD e (_`; OWNER: !-- PELLETIER MARK J&DONNA M SOUTH WINDSOR,CT 060749'�10 -"208 MASKEL RD a '"SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: STRUCTURE TO BE REPLACE EXISTING HATCHWAY FOR BASEMENT ACCESS,-,4TO INCLUDE WALLS,ROOF,AND DOORWAY. SPECIAL CONDITIONS: 6" y ALL WORK TO BE DONE IN ACCORDANCE"WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: BUILDING OFFICIAL 4/22/2013 12:48 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE