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Home My WebLink About28 EAGLE RUN DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT TOWN OF SOUTH WINDSOR PERMIT# Application is hereby: 11-160�3 BUILDING DEPARTMENT APPRO ED , 1540 SULLIVAN AVENUE _—\ 644-2511 ext. 230 Bldg.Permit# 1 Dat Building Inspector Application must be printed or typed FEE SCHEDULE Location of Job: $0-$1,000=$15.00 FT:enant Street Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof gnation Apt. No. APPLICANT A01-r0N APPLICANT ADDRESS Cx�l Ktz,' APPLICANT PHONE# 3 ,SOW 14, SF-4 OWNER S VSz, or�C SIL11. OWNER ADDRESS a ,r OWNER PHONE q� O C ESTIMATED COST$ Z an . b � IS THIS A CONTRACT COST?�Yes No FEE ENCLOSED$ 30 SO •C ttO�•//N� TYPE OF JOB: � 5 S I R New Installation Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR PLUMBING PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A RESIDENTIAL BUILDING PERMIT APPLICATION? ElYES ElNO ❑BUSINESS CURRENT USE AND OCCUPANCY ❑ASSEMBLY ❑MERCANTILE❑EDUCATIONAL FUTURE USE AND OCCUPANCY ❑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 NO.URINALS STYLE NO.OF BATHTUBS NO.OF SHOWERS NO.OF LAVATORIES NO.OF CONDUCTORS SIZE NO.OF STACKS SIZE AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS NO.OF OTHER FIXTURES KIND ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW ❑YES ❑NO SIZE OF WINDOW IF NONE C.F.M.OF VENTILATOR SIZE OF DUCTS SEWER OR SEPTIC TANK SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER WATER HEATER: TYPE MANUFACTURER DESCRIPTION OF WORK THE UNDERSIGNED HEREBY APPLIrS FOR A PER-MIT TO PERFORM THE W=DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. 0) � Sl '55— 6 CT ONTRACTORS LICENSE NO. TYPE p STATE SIGNATURE OF APPLICANT DATE APPLICATION FOR ELECTRICAL PERMIT DEPARTMENT DECISION TOWN OF SOUTH WINDSOR PERMIT# Application is hereby: BUILDING DEPARTMENT �? API OV 1540 SULLIVAN AVENUE Bldg.Permit# 644-2511 ext. 230 Date Building Inspecto Application must be printed or typed FEE SCHEDULE Location of Job: $0-$1,000=$15.00 _�� ,�e-G Le.- C-V�'� Over$1,000= Street No. Street Lot No. $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT APPLICANT ADDRESS ?'7 7 ReC C C esLe, C'T Cq�6YIo APPLICANT'S PHONE# 263-2.5CL-8'71S OWNER , rkc:wct 9or,�c &-.7, �(�W INS Fq< OWNER ADDRESS Q eJ/I j OWNER PHONE ESTIMATED COST$ ?, /3 S', o C - � ,.I R` U IS THIS A CONTRACT COST? /'Yes No FEE ENCLOSED$ I� TYPE OF JOB: ¢ `r �SpR.COS New Installation Alteration/Addition/Repair do f oR O Revised 03/05/10 APPLICATION FOR ELECTRICAL PERMIT(Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A BUILDING PERMIT APPLICATION? ❑ YES JB NO RESIDENTIAL CURRENT USE AND OCCUPANCY ❑ BUSINESS ❑ ASSEMBLY FUTURE USE AND OCCUPANCY ❑ EDUCATIONAL ❑ INSTITUTIONAL ENGINEER'S NAME PHONE ❑ FACTORY ❑ STORAGE ADDRESS ❑ GARAGE ❑ MIXED USE CITY STATE ZIP (Other please specify) TYPE OF INSTALLATION/WIRING METHOD SIZE OF SERVICE SIZE OF MAIN CONDUCTORS NUMBERS OF METERS NUMBERS OF DISCONNECTS AND RATINGS NUMBERS OF PANELS NUMBERS OF DISCONNECTS REQUIRED? ❑ YES ❑ NO NUMBERS OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK z0<014 4 ES THE UNDERSIGNED NEARBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFOR- MANCE OF SUCH WORK CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT —� DATE BARBARA BORKOWSKI 28 EAGLE RUN SOUTH WINDSOR Worksheet—NEC 2008,220 Part IV Contractor O.J.Mann Electric Services,lnc. Email tony@ojmannelectric.com Phone 203-250-8715 Fax 203-250-8748 Job Name BARBARA BORKOWSKI 28 EAGLE RUN SOUTH WINDSCR Date 30-JULY-2012 Location Voltage Circle 240v 1 phase 240V-10 Fuel NG LPV Elec.Service 100 Amp 200 Amp 400 Amp Other NET SQUARE FOOTAGE 1,400 GENERAL LOADS Qty Rating(Load) Factor Loads(VA) Loads(kW) A=1,000 General Lighting and General Use Receptacles 3 VA/ftz 100% 4.2 Branch Circuits(1500 VA/ftz) 1.5 Small Appliance Circuits(20 Amp) 1500 100% 1.5 Laundry Circuits 1500 100% 1.5 Fixed Appliances Full Current Rating Well 100% 1.5 Sump Pump 100% .5 Freezer 100% na Microwave(Not counter-top model) 100% na Disposal 100% na Dishwasher 100% na Range(See Table 220.55 for multiple cooking appliances) 100% n.a Wall-Mounted Oven 100% na Counter-Mounted Cooking Surface 100% na Water Heater 100% 1 Clothes Dryer 100% n.a. Garage Door Opener 100% n.a. Septic Grinder 100% na Other(list) 100% na 100% 100% 100% 100% 1001% w ,. I I II I'I� 100% Total General Loads VA 11.7 kW HEAT/A-C LOAD A-C/Cooling Equipment 100% na Heat Pump na • Compressor(if not included as A-C) 100% na • Supplemental Electric Heat 65% na Electric Space Heating • Less than 4 separately controlled units 65% •4 or more separately controlled units 40% System With Continuous Nameplate Load 100% Largest Heat/A-C Load(VA)VA kW GENERAL LOADS • 1st 10 kW of General Loads 100%kW 100% 10 kW • Remaining General Loads(kW)40%kW 40% 28 kW CALCULATED GENERAL LOAD(kW)kW 10.28 kW LARGEST HEAT/A-C LOAD 100%kW kW n•a kW TOTAL CALCULATED LOAD(Net General Loads+HeaVA-C Load) 10.28 kW m 6 ATH G USE°AS SERVICE EWM44 E DEVICE A BOONO AAN"N U NEED Tom NSTiWFD SOU TD MEET 200a NATO" LOM OMM UTILITY METER SOCKET SERVICE DISCONNECT ATS 200a.120/240v. ❑ ❑ 4/0 per leg i !3! M EE tl A 9 GRDIM BAR s_ O 4/0 per leg v ft FM ATE, r= STATOR 60a. GAOM BAR axo.ECT CO Z BN N PA PA`M.NEIWRD (3)#2 alum.+Gnd W/ "'�T"""°' NEUM`UR 00""D PANELBOARD (6)#14 200a 120/240v AC GENERATOR CONTROLPANEL BARBARA BORKOWSKI 28 EAGLE RUN SOUTH WINDSOR 14 KW GENERATOR CONNECTIONS O.J. =11F,4NN�- ELECTRIC SERVICES, INC. June 25,2012 Barbara Borkowski 28 Eagle Run South Windsor, CT 06074 Lead# 1-2 l 24639081 1. 14 KW NG Generac Generator Model 46052 Custom Installation to Include: 200A ATS & Wiring 5"to 7"water column, 220,000 BTU rating Total $7,138.00 2. 17 KW NG Generac Generator Model 46053 (recommended for A/C connection) Custom Installation to Include: 200A ATS& Wiring 5"to 7"water column, 261,000 BTU rating Total $7,801.00 SCOPE OF WORK: --The installation of a 14 KW or 17 KW NG Generac Generator with a 200A automatic transfer switch. Note: A/C LRA is 100 which is the max for the 14 KW unit. The 17 KW unit is recommended. --The generator location is in the planted area in front of raised porch. Owner is responsible to remove vegetation. --The owner will level the ground and was advised to put crushed stones under the generator. --The transfer switch location is in the basement on the right side of the electric panel. We will relocate coax splitter to accommodate the ATS install under the security panel. --The fuel connection will be done by others. --If there are any other requirements like zoning issues it would be the owner's responsibility to address those issues with the appropriate authorities. --Our quotation includes electrical permit. $280.00 will be charged for a return trip if the generator gas has not been completed when startup of unit is performed. --Home Depot requires payment in full at the time of the order. --The generator warranty is 3 years parts and 2 years labor. Below is a listing of the steps in chronological order for a successful Generator installation. 1. Site survey to determine the location of the generator, location of the transfer switch or transfer panel,and the size of the generator based on the owner's needs. Page 2 1484 Highland Avenue Unit 4B •CHESHIRE,CT 06410 BUS. (203)250-8715 CT LIC. # 103686 FAX. (203) 250-8748 O.J. ELECTRIC SERVICB, INC. 2. Written proposal (usually within 2-3 business days). 3. As stated in the written proposal, the owner must contact the Building Department in your town to satisfy any zoning requirements(if applicable). 4. Purchase generator with installation. 5. Fuel for the Generator. If it is Natural Gas,you must contact the gas company. The gas meter will be replaced at no cost. This must be done prior to start-up as stated in Item #9. The gas company will require the gas pressure and BTU rating of the generator. If it is LP and you require a LP tank, contact a dealer to get a quotation. If you already have a LP tank of sufficient size(minimum 120 gallon), either a LP provider or a licensed plumber can install fuel piping and connection to the generator. 6. Pad preparation done by either the owner or"Paul's Pad" which will be installed by O.J. Mann for an additional charge. 7. Delivery of the generator. 8. Reminder-the fuel connection must be completed before the start-up of the generator as stated in Item #9. 9. O.J. Mann completes the project with wiring, start-up,test,and program. Please call the office if you have any questions. If the scope of work and pricing is acceptable please sign and fax or mail a copy back to our office. Sign: Date: Regards, Donald C. Walesky Donald C. Walesky Vice President DW:cI 1484 Highland Avenue Unit 413 • CHESHIRE, CT 06410 BUS. (203)250-8715 CT LIC.# 103686 FAX. (203) 250-8748 GENERAL° GUARDIAN° SERIES I STANDBY GENERATORS 8kW = 10kW = 14kW Air-Cooled Gas Engine Generator Sets INCLUDES: Standby Power Rating Model 005882-1 (Steel - Bisque) - 8 kW 60Hz • True Power® Electrical Technology Model 005883-1 (Steel - Bisque) - 10 kW 60Hz • Two Line LCD Tri-lingual Model 005884-1 (Steel - Bisque) - 14 kW 60Hz Digital Nexus"' Controller • Electronic Governor • External Main Circuit Breaker & System Status LED Indicators "- • Sound Attenuated Enclosure • Flexible Fuel Line Connector • Composite Mounting Pad • Natural Gas or LP Gas Operation GENERgC • 3 Year Limited Warranty • UL 2200 Listed C Dg N/00 OUSFKFEDING LISTED .. -" FEATURES O INNOVATIVE DESIGN&PROTOTYPE TESTING are key components of O SOLID-STATE, FREQUENCY COMPENSATED VOLTAGE REGULATION. GENERAC'S success in"IMPROVING POWER BY DESIGN." But it This state-of-the-art power maximizing regulation system is standard on doesn't stop there. Total commitment to component testing,reliability all Generac models. It provides optimized FAST RESPONSE to changing testing,environmental testing,destruction and life testing, plus testing load conditions and MAXIMUM MOTOR STARTING CAPABILITY to applicable CSA,NEMA,EGSA,and other standards,allows you to by electronically torque-matching the surge loads to the engine. An choose GENERAC POWER SYSTEMS with the confidence that these unequalled ±1%voltage regulation. systems will provide superior performance. O TRUE POWER' ELECTRICAL TECHNOLOGY: Superior harmonics and O SINGLE SOURCE SERVICE RESPONSE from Generac's extensive dealer sine wave form produce less than 5% Total Harmonic Distortion for utility network provides parts and service know-how for the entire unit,from the quality power.This allows confident operation of sensitive electronic equipment engine to the smallest electronic component. and micro-chip based appliances,such as variable speed HVAC. O TEST CRITERIA: O GENERAC TRANSFER SWITCHES. Long life and reliability are PROTOTYPE TESTED NEMA MG1-22 EVALUATION synonymous with GENERAC POWER SYSTEMS. One reason for this SYSTEM TORSIONAL TESTED : MOTOR STARTING ABILITY confidence is that the GENERAC product line includes its own transfer systems and controls for total system compatibility. GENERAC FEATURES Generac@ Guardian® Series Standby Generator - 8 kW - 10 kW - 14 kW -Generac(OHVI)Design Maximizes engine"breathing"for increased fuel efficiency. Plateau honed cylinder walls and plasma moly rings help engine run cooler,reducing oil consumption. Because heat is the primary cause of engine wear,the OHVI has a significantly longer life than competitive engines. -"Spiny-lok" cast iron cylinder walls Rigid construction and added durability provide long engine life. -Electronic ignition/spark advance These features combine to assure smooth,quick starling every time. -Full pressure lubrication system Superior lubrication to all vital bearings means better performance,less maintenance and significantly longer engine life.Now featuring a 2 year/200 hour oil change interval. -Low oil pressure shutdown system Superior shutdown protection prevents catastrophic engine damage due to low oil. -High temperature shutdown Prevents damage due to overheating. -Revolving field Allows for smaller,light weight unit that operates 25%more efficiently than a revolving armature generator. -Skewed rotor(8& 10 kW) Produces a smooth output waveform for compatibility with electronic equipment. Skewed stator(14 kW) -Displaced phase excitation Maximizes motor starting capability. -Automatic voltage regulation Regulates the output voltage to±1%prevents damaging voltage spikes. -UL 2200 Listed For your safety Sold separately -Manual/Auto/Off switch Selects the operating mode. -Utility voltage sensing Constantly monitors utility voltage,setpoints 60%dropout,80%pick-up,of standard voltage. -Generator voltage sensing Constantly monitors generator voltage to ensure the cleanest power delivered to the home. -Utility interrupt delay Prevents nuisance start-ups of the engine,adjustable 10-30 seconds. _ -Engine warm-up Ensures engine is ready to assume the load,setpoint approximately 5 seconds. -Engine cool-down Allows engine to cool prior to shutdown,setpoint approximately 1 minute. -Programmable seven day exerciser Operates engine to prevent oil seal drying and damage between power outages by running the generator for 12 minutes every week. -Smart battery charger Delivers charge to the battery only when needed at varying rates depending on outdoor air temperature. -Main Line Circuit Breaker Protects generator from overload. -Electronic governor Maintains constant 60 Hz frequency. -Weather protective enclosure Ensures protection against mother nature.Hinged key locking roof panel for security. Lift-out front for easy access to all routine maintenance items.Electrostatically applied textured epoxy paint for added durability. -Enclosed critical grade muffler Quiet,critical grade muffler is mounted inside the unit to prevent injuries. -Small, compact,attractive Makes for an easy,eye appealing installation. -SAE Sound attenuated enclosure ensures quiet operation -1'Flexible Fuel Line Connector Easy Installation -Composite Mounting Pad SPECIFICATIONS GENERAC' Model rt del tt tModel tt Rated Maximum Continuous Power Capacity(LP) 8,000 Watts* 10,000 Watts* 14,000 Watts* Rated Maximum Continuous Power Capacity(NG) 7,000 Watts* 9,000 Watts* 13,000 Watts* Rated Voltage 240 240 240 Rated Maximum Continuous Load Current—240 Volts 33.3 LP/29.2 NG 41.6 LP/37.5 NG 58.3 LP/54.2 NG Total Harmonic Distortion Less than 5% Less than 5% Less than 5% Main Line Circuit Breaker 35 Amp 45 Amp 60 Amp Phase 1 1 1 Number of Rotor Poles 2 2 2 Rated AC Frequency 60Hz 60Hz 60Hz Power Factor 1 1 1 Battery Requirement(not included) Group 26R 12 Volts and 525 Group 26R 12 Volts and 525 Group 26R 12 Volts and 525 Cold-cranking Amperes Minimum Cold-cranking Amperes Minimum Cold-cranking Amperes Minimum Unit Weight(Pounds/Kilos) 340/154.2 387/175.4 439/199.1 Dimensions(L x W x H)Inches/mm 48 x 25 x 29(1218 x 638 x 732) Sound output in dB(A)at 23 f. with generator operating at normal load 62 63 66 INGINE -Model tr tt tModel tt Type of Engine GENERAC OHVI GENERAC ON V-TWIN GENERAC OHVI V-TWIN Number of Cylinders 1 2 2 Displacement 410cc 530cc 992cc Cylinder Black Aluminum w/Cast Iron Sleeve Aluminum w/Cast Iron Sleeve Aluminum w/Cast Iron Sleeve Valve Arrangement Overhead Valve Overhead Valve Overhead Valve Ignition System Solid-state w/Magneto Solid-state w/Magneto Solid-state w/Magneto Governor System Electronic Electronic Electronic Compression Ratio 9.4:1 9.5:1 9.5:1 Starter 12 Vdc 12 Vdc 12 Vdc Oil Capacity Including Filter Approx.1.5 Ots./1.4L Approx.1.7 Qts./1.6L Approx.1.9 Ots./1.BL Operating RPM 3,600 3,600 3,600 Fuel Consumption Natural Gas cu.fL/hr. 112 Load 77 102 156 Full Load 139 156 220 Liquid Propane 0/hr(gal/hr)[Liter/hr] 1/2 Load 34(0.94)[3.56] 46(1.25)[4.73] 58(1.56)[5.91] Full Load 62(1.68)[6.36] 70(1.93)[7.31] 84(2.30)[8.71] Required fuel pressure to generator fuel inlet at all load ranges-5 to 7 inches of water column for natural gas,10 to 12 inches of water column for LP gas For Btu content,multiply tt3/hr x 2520(LP)or 113/hr x 1000(NG) fahril 2-Line Plain Text LCD Display(10&14 kW) Simple user interface for ease of operation Mode Switch Auto Automatic Start on Utility failure.7 day exerciser -Off Stops unit.Power is removed.Control and charger still operate. -Manual/Test(start) Start with starter control,unit stays on.If utility fails,transfer to load takes place. Programmable start delay between 10-30 seconds Standard Engine Start Sequence Cyclic cranking:16 sec.on,7 rest(90 sec.maximum duration) Engine Warm-up 5 seconds Engine Cool-Down 1 minute Starter Lock-out Starter cannot re-engage until 5 sec.after engine has stopped. Smart Battery Charger Standard Automatic Voltage Regulation with Over and Under Voltage Protection Standard Automatic Low Oil Pressure Shutdown Standard Overspeed Shutdown Standard,72Hz High Temperature Shutdown Standard Overcrank Protection Standard Safety Fused Standard Failure to Transfer Protection Standard Low Battery Protection Standard 50 Event Run Log Standard Future Set Capable Exerciser Standard Incorrect Wiring Protection Standard Internal Fault Protection Standard Common External Fault Capability Standard Rating definitions-Standby:Applicable for supplying emergency power for the duration of the utility power outage. No overload capability is available for this rating. (All ratings in accordance with BS5514, IS03046 and DIN6271). *Maximum wattage and current are subject to and limited by such factors as fuel Btu content,ambient temperature,altitude,engine power and condition,etc. Maximum power decreases about 3.5 percent for each 1,000 feet above sea level;and also will decrease about 1 percent for each 12*C(10*F)above 15.5*C(60°F). Generac° Guardian@ Series Guardian Standby Generator - 8 kW - 10 kW - 14 kW AVAILABLE ACCESSORIES Model# Product Discription 5819 26R Wet Cell Battery Every standby generator requires a battery to start the system.Generac offers the recommended 26R wet cell battery for use with all air-cooled standby product. 5948-8&10kW If the temperature regularly falls below 320 F, install a cold weather kit to maintain 5947-14kW Cold Weather Kit optimal battery temperature. Kit consists of battery warmer with thermostat built into the wrap. 5621 Auxiliary Transfer Switch The auxiliary transfer switch contact kit allows the transfer switch to lock out a Contact Kit single large electrical load you may not need. 5703 Paint Kit Bisque Kit 5662-8kW Generac's scheduled maintenance kits provide all the hardware necessary to 5663-10kW Scheduled Maintenance Kit perform complete routine maintenance on a Generac automatic standby 5664-14kW p p y generator. 5928 Nexus Wireless Remote Completely wireless and battery powered,Generac's Nexus wireless remote monitor provides you with instant status Information without ever leaving the house. Advanced Nexus Wireless Remotely control generator functions with the advanced model's LCD display.In 5951 Remote addition to remote testing of the generator,set the excercise cycle and maintenance interval reminders DLM Load Control DLM DLM Modules are used in conjunction with the Nexus Smart Switch to increase 5937 Module(50 Amps) its load management capabilities.It gives the Nexus Smart Switch additional load management flexibility not found in any other transfer switch. Design and specifications subject to change without notice. Dimensions shown are approdmate.Contact your Generac dealer for certified drawings. DO NOT USE THESE DIMENSIONS FOR INSTALLATION PURPOSES. 637. (2s.1J 1218 [a7.9J 0 731.9 [28A GENERAC7 --r o 0 642 ( ] [25.31 PEA GRAVEL1226 MINIMUM [48.38.3J LEFT SIDE VIEW FRONT VIEW GENE RAC' Generac Power Systems,Inc. • S45 W29290 HWY.59, Waukesha,WI 53189 • generac.com 0201 D Generac Power Systems,Inc.All rights reserved.AN specifications are subject to change without notice.Bulletin 0186170SBY-E Printed In U.S.A. 08/19/11 GENERAC POWER SYSTEMS , INC . ••••• No windows or openings in the wall permitted within 5 feet from any point of the generator. '•�Winches Existing Wall 18 inches Winches ' Minimum Distance ` i Clearance from win 36 inches Top of Generator 36 inches 0 doors,any opening wall,shrubs or veg over 12"in height Clearance from the ends and front of th generator should be 36 Inches.This 36 inches would include shrubs,trees and any kind of vegetation.Clearance at the top should be a minimum of 48 inches from any structure,overhang or projections from the wall.The generator should not be placed under a deck or other structure that is closed in and would lim or contain air flow. 48"Minimum 60"Recommended Minimum From Ends :7 Generator OF 18 inches Minimum This drawing supersedes installation instructions in all Generac air-cooled installation and owner's manuals date previous to May 26, 2007 Janusz Borkowski 28 Eagle Run South Windsor,CT 06074 Eagle Run Association,Inc. P.O.Box 1294 South Windsor,CT 06074 Subject:Natural Gas Powered Exterior Electrical Generator Ref:Your Letter dated December 26,2011 Janusz; The Board of Directors has approved your request of December 26,2011 for the installation of an exterior,natural gas powered electrical generator to be located at the rear of your unit approximately centered mid point to the deck on the south side of the property.This approval is contingent upon(1)the Board's receipt of a Certificate of Insurance from your licensed contractor naming Eagle Run Association,Inc as an insured,(2)your obtaining the appropriate building permits from the the Town of South Windsor and(3)compliance with the towns noise ordin- ance. The Board requests that you adhere to the following Association guidelines: a)You are responsible for any damage to sprinkler lines and heads resulting from the installation. b)Restrict non-emergency test operations to daylight hours and avoid testing between the hours of 8PM-8AM. c)The contractor is restricted to your exclusive use area and is not permitted to park or operate heavy equipment on neighboring property. d)You are responsible for any damage to the lawn and shrubs. Sincerely Joe DellaGrotte President June 11,2012 1 RECEIVED DEC 2 8 2005 SITE COMPLIANCE CHECKLIST South Wlydsor TOWN of SOUTH WINDSOR, CONNECTICUT INLAND WETLANUSA(iENCY o7,f� CONSERVATION COMO SSION 28 EAGLE RUN LOT_# 4 Reviewed By ( (Engineering) MANNARINO BUILDERS INC. Date Reviewed l3 o pAe2!/Denied 1169 ELLINGTON ROAD,SOUTH WINDSOR,CT_ Reviewed By Planning) BP # 31927 Ph (860)289-7055 Date Reviewe /d as v�' prove /Denied Date Submitted 00/00/00 ***** FOR C of O ***** As required in the Zoning and/or Subdivison 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 v 1. Approved building permit plan ✓ 2. Finish grading per approved building permit plan 3. Site work; i.e. trees, shrubs, dumpsters, required parking 4. Utility location; a. sanitary sewer/septic system b. foundation drain / C. electrical & telephone ✓ d. water e. other G As 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 Sewer Permit No. Pav Exc # COMMENTS: Ac"Iel A'$ 14w11} S�•�v�^7 ya B [f. +„� ^,�tatus. zis<- _j Janusz Borkowski 28 Eagle Run If South Windsor,CT 06074 Eagle Run Association, Inc. P.O.Box 1294 South Windsor,CT 06074 02/04/12 Subject:Natural Gas Powered Exterior Electrical Generators lJ Ref:Your Letter dated December 26,2011 Janusz; The Board of Directors has approved your request of December 26,2011 for the installation of an exterior,natural gas powered electrical generator to be located at the rear of your unit near the basement bulkhead.This approval is contingent upon(1)the Board's receipt of a Certificate of Insurance from your licensed contractor naming Eagle Run Association,Inc as an insured,(2)your obtaining the appropriate building permits from the the Town of South Windsor and(3)compliance with the towns noise ordinance. The Board requests that you adhere to the following Association guidelines: a)You are responsible for any damage to sprinkler lines and heads resulting from the installation. b)Restrict non-emergency test operations to daylight hours and avoid testing between the hours of 8PM-8AM. c)The contractor is restricted to your exclusive use area and is not permitted to park or operate heavy equipment on neighboring property. d)You are responsible for any damage to the lawn and shrubs. Sincerely eDellaGrotte President 1 Electric # `�� APPLICATION FOR BUILDING PERMIT Plumbing# 28 Eagle Run Date: cl / 0 � HVAC # I Z'l Sprinkler# 31927 ------, Estimated Cost $ a FINAL APPROVALS --- - - - - -- - — - - -F0100- SIGN -------- - -- — --- Permit Fee $Building LETE RED BOXED AREAS I OccupancyEngineering YPE OR PRINT ONLY Eng. Insp. FeeAffidavit ON REVERSE SIDE Appr. for CO. i - 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 !nn A.5j�I Qo ;1�rs,2�c. Location of Work____ _, %LIF JZUN) Lot No. Applicant's Address 1161 E 74 Tel.# 8L c -d 7 o s 5� Town S w i +uGa, Wi t- Zip O 60-7 4- Lic.# 10 Jk Owner ��Y�ML qs 00-w't- _Architect yo V A '�$L-��l h s Owner's Address Architect's Address �! -a 3)-c'X 4 o t,-,Z) Zip — W1A NCH 2� C-7 Zip Oho Sq. Ft. New Area: 1st FI. i 2 S 5 2nd FI. 3rd FI. Total New Area 13 S S Purpose of this permit ,sv City Water Well❑ Septic S stem❑ Sewep,rsl, Ins: HO SP Cert. Area Basement Garage 3� Approved by Date Use Group Construction Type Revised 6/02 I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this permit is asked,and agree that this building is to be located the proper distance from all street lines,side yard lines,and required distances from all other zones and is located in 4igh this building and s is qUewed. Signed I hereby apply for a Certificate of Occupancy for the work 4esgribed in this application for the permit. Signed DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS Inspection / Approval Date By Appl Code Description Due Whom Code Comment ------------------------------------------------------------------------------- **-31927-B 130,000 B01 FOOTING 09/19/05 PJP A W/MARK B02 FOUNDATION 09/27/05 PJP A WATERPROOF ONLY,W/STEVE INT FOOT INGS TO BE INSTALLED B01 FOOTING 10/07/05 JFF A WITH MARK REAR DECK 5 10IN PIERS E01 SERVICE 12/16/05 JFF A WITH MARK OK TO RELEASE TO NU PO4 GAS TEST 12/22/05 JFF A LEFT APPROVAL NOTICE FURNACE HW HEATER GAS LO LOG B04 INSULATION 11/28/05 PJP A **-19879-E 4,800 **-12784-H 5,000 Total Est Value 139,800 Dwelling 1,352 67,938 00 � Basement 1,382 20,730 00 Garage 396 5,940 00 Smoke Det 5 375 00 BOCA Value 95,023 56 Difference (44,776 44) t Contractor Copy of Order ri WORK ORDER # 11754 Ordered On:07/06/05 181 GOODWIN ST Projected Delivery By: 07123105 ** ENGINEERING POBOX51027 Requested Delive CORPORATION INDIAN ORCHARD, MA 01151 q ry: To Be Confirmed MANUFACTURERS OF ROOF&FLOOR TRUSSES Job: MANNARINO/EAGLE RUN Phone(413)543.1298 Fax(413)543-1847 Toll Free(800)456-0187 JANUSZ & BARBARA BORKOWSKI UNIT#4 EAGLE RUN SOUTH WINDSOR, CT Sold To:Stevenson Lumber- Suffield pO. 7008409 157 Mountain Road P.O. Box 95 Suffield, CT 06078 t' Ordered By:STEVE BRADY Attn-STEVE BRADY Otone. (860)668-0271 Our Salesman:Adrian Santos 3 ) 9-Z Cancellation Date: 07/11/05 **Truss Engineering must be contacted 7 - 10 business days before your optimal delivery date. Only Matt Taylor or Joe Henley can issue a CONFIRMED DELIVERY DATE. ROOF TRUSSES INFORMATION 30 o-T DL O,OL-BCDL ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) LAYOUT BYAS ON:06122ro5 PROFILE IQTYI PITCH TYPE BASE O/A I LUMBER OVRHG/CANT SHIPPING UNIT UNIT TOTAL PLY I Top 1 BOT TRUSS ID SPAN SPAN TOP I BOT LEFT I RIGHT WIDTH WEIGHT PRICE PRICE SPECIAL 11-02-01 196 6�13� 1 7.00 3.50 S02 35-10-00 35-10-00 2 X 4 2 X 4• """"" 05-'10-00 SPECIAL 2 7.00' 3.50' S03 35-10-00 35-10-00 12 X 4'2 X 4 "-- "o5-i O-Uo"' 11-07-14 187 SPECIAL 3 7.00 3.50 SO4 30-00-00 30-00-00 2 X 4 2 X 4 11-07-14 175 Lit CATHEDRAL I i I 6 8.00 4.001 S08 + 21-08-00 21-08-00 '2 X 4 2 X 4 00 i o 0000 i o-00" 07-07-04 86 GABLE I 1 8.00 4.00 S08GE 21-08-00 21-08-00 2 X 4 2X4. 07-07-04 82 CATHEDRAL 6 8.00 4.00 S08RR 21-08-00 21-08-00 2 X 4 2 X 4 U'I-04-00 0144.00 07-07-04 86 GABLE 1 8.00: 0.00 '"' T01 GE 11-00.00 11-00-00 2 X 4 2 X 4'" "" 04-00-09 36 1 7.00' 0.00 T02 36-08-08 36-08-08 �2 X 41 � � " 11-02-01 182 SPECIAL 2 X 4 00-10-00 ,,lih. SPECIAL 11-02-01 185 � d� 1 7.00; 0.00 T03 36-08-08 36-08-08 ;2 X 4 2 X 4 00-10.00" """" 1 7.00 0.00 T04 36-08-08 36-08-08 '2 X 4 2 X 4 I 0 "" � ..."....... 11-02-01 194 SPECIAL oa10-00" 1 7.00 0.00 SPECIAL T 5I 35-10-08 35-10-08 12 X 4 2 X 41 11-02-01 196 ® SPECIAL 9 8.00' 0.00 T06A 22-04-00 22-04-00 2 X 4 2 X 4 00-10-0001 02 00 07-09-15 97 GABLE ® 1 8.00' 0.00 T06GE 22-04-00 22-04.00 2 X 4 2 X 4 07-09-15 100 j ® SPECIAL 2 8.00. 0.00 T07 14-03-08 14-03-08 2 X 4 2 X 4 60-10-00 07-09-15 71 ® VALLEY 1 8.00 0.00' Vol 16-05-14 16-05-14 2 X 4' 05-06 OS 53 2 X 4 ® VALLEY � 1 8.00 0.00 VO1GE 19-11-14 19-11-14 '2X4 2X4 06-08-05 79 VALLEY 04-04-05 35 1 8.00 0.00 V02 12-11-14 12-11-14 2 X 4,2 X 4 VALLEY 03-02-05 25 1 8.00 0.00 V03 09-05-14 09-05-14 2 X 4 2 X 4 VALLEY I 02-00-OS 15 _ 1 8.00: 0.00 VO4 05-11-14 05-_11-14 2 X 4 2 X 4 VALLEY ; 1 1 8.00 0.00 V05 02-05-14 02-05-14 2 X 4 2 X 4• 00-10-05 5 ROOF SUB-TOTAL: DRAT ION INDIAN ORCHARD, MA 01151 Requested Delivery: To Be Confirmed MANUFACTURERS OF ROOF& FLOOR TRUSSES Job: MANNARINO/EAGLE RUN Phone(413)543-1298 Fax(413)543-1847 Toll Free(800)456-0187 JANUSZ & BARBARA BORKOWSKI UNIT#4 EAGLE RUN Sold To:Stevenson Lumber- Suffield SOUTH WINDSOR, CT 157 Mountain Road P.O. Box 95 FOrdereEdBy: : 709 Suffield, CT 06078 STEVE BRADY Attn:STEVE BRADYPhone:(860)668-0271 r Salesman:Adrian Santos Cancellation Date: 07/11/05 #* Truss Engineering must be contacted 7 - 10 business days before your optimal delivery date. Only Matt Taylor or Joe Henley can issue a CONFIRMED DELIVERY DATE. ROOF TRUSSES LOADING TCLL-TCOL-BCLL-BCDL INFORMATION 30.0,10.0,1o.o,1o. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) LAYOUTBYAS ON:06122105 EPROFILE PLCITY PITCH TYPE BASE O/A LUMBER OVRHG/CANT SHIPPING PLY TOP SOT TRUSS ID SPAN SPAN TOP SOT LEFT RIGHT WIDTH UNIT TOTAL MONO WEIGHT PRICE PRICE 21 8.0o I 0.00' 01 I I11 a8-02-0a 0 -0 la "'"" 1 Xa 05-10-01 36 ' SPECIAL I 3 8"001 0.00 02 064)4-04 06.04-04 ;2 X 4 2 X 4,00-10-00 �""""""' 04-07-07 I 16 L I ' SPECIAL 800 3 . I 0.00 03 ; oa o7 oa 04-07-04 :2 x al 2 x a Ibd io-0d '"""""'" 03-05-07 I 12 1 SPECIAL 3 8.00 0.00 04 02-10-04 102-10-04 !2 X 4'2 X 4 00 10 00 02-03-07 8 I SPECIAL I I 2 7.00 0.00 OS 06 11-12 06-11-12 12 X 4.2 X 4�00-11-00 ''"""'""' 04-05-07 17 MONO ; 1 7.00' 0.00 05A 05-08-04 05-08-04 2 X 4 2 X 4I"'"'" 04-05-07 24 L SPECIAL 2 7.00 0.00 06 04-08-05 04-08.05 2 X 4 2 X 4 00-i i-00"`. ""'"'""" 03-01-07 12 MONO 1 7.00 0.00 06A 03-04-13 03-04-13 2 X 4 2 X 4! .." .". 03-01-07 18 SPECIAL 2 7.00, 0.00 07 0244-14 02-04-14 2X4 2X4!00-11-00 ' -"'- 01-09-06 6 GIRDER 3 5.27 0.00 CJ01 12-04-06 12-04-06 2 X 4'2 X 4 Oj 05 15- "' 05-09-05 55 1 GIRDER ® 2 Ply 7.00 0.00 GOt 37-00-00 37-00-00 2 X 4'2 X 6 66-i6-0"dfb d2-00 05-10-01 195 1 GIRDER 2 Ply 7.00 o.00 G03 26-06-08 26-06-08 2 X 4 2 X 6 ...*........"" """ 05-10-01 150 ® HIP 1 7.00 0.00 H01 37-00-00 37-00-00 2X+2X4'bdwid.b"Oj-d2-00" 07-02-01 167 HIP ® 1 7.00 0.00 SPECIAL 37-00-00 37-00-00 .2 X 4'2 X 4 bd.10-0d' '01-02-00` ' -' 08-06-01 171 1 7.00! 0.00 H03 36-08-08 36-08-08 .2X4 2 X 4'bd-1 b-0o 09-10-01 198 SPECIAL 1 7.00 3.50. H04 30-00-00 30-00.00 2X4 2X4'---"-'-"" 11-03-07 _ 185 �fll� SPECIAL 1 7.00 3.50 H05 30-00-00 30-00-00 2 X 4;2 X 4 09-11-07 194 ® SPECIAL 1 7.00. 0.00 H06 26-06-08 26-06-08 2 X 4 2 X 4 08-07-07 148 ® SPECIAL 1 7.00' o.00 MHOt 26-06-08 26-06-08 2 X 4 2 X 4 07-03-07 125 i SPECIAL 1 7.00 3.50 S01 35.10-00 35-10-00 2 X 4 2 X 4 -"- 11-02-01 OS-10-00 210 PE 12'0"q, ATE 20'0"0 37-0"0 CONVENTIONAL FRAM W.O.#11754 BY OTHERS MAN NARI NO o N 0 0 I.........................IT4 EAGLE RUN; o a-- ^ ...._ M N 7-4"4 i—_---- ------------ O } m g pLo � V 1 0 0 m 03 0� p V 2 03 02 3 02 0 o m o r N to 11, ch O O o ^ o 10 o ch I p O t) T07 02 0, 03 0'1 0 I� o CO o o rn 74"4 0 114. Garage WALLS + 1 ' 2" 1'2"0 �` 20'4"0 }E 6'8"0 910"0 13'0"0 Contractor Copy of Order WORK ORDER # 11754 Ordered On:07/06/05 181 GOODWIN ST Projected Delivery By: 07123105 ** ENGINEERING POBOX51027 Requested Delivery: To Be Confirmed CORPORATION INDIAN ORCHARD, MA 01151tzNlzx q rY- MANUFACTURERS OF ROOF&FLOOR TRUSSES Job: MANNARINO/EAGLE RUN Phone(413)543-1298 Fax(413)543-1847 Toll Free(800)456-0187 JANUSZ & BARBARA BORKOWSKI UNIT #4 EAGLE RUN SOUTH WINDSOR, CT Sold To:Stevenson Lumber- Suffield PO: 7008409 157 Mountain Road P.O. Box 95 Suffield, CT 06078 Ordered By:STEVE BRADY Attn:STEVE BRADY Phone:(860)668-0271 Our Salesman:Adrian Santos - ' Cancellation Date: 07/11/05 **Truss Engineering must be contacted 7 - 10 business days before your optimal delivery date. Only Matt Taylor or Joe Henley can issue a CONFIRMED DELIVERY DATE. ITEMS OTY ITEM NAME ITEM TYPE NOTES PRICE PRICE 18 { JRSS Handers 925# 6 SNP3_ Hangers 530# I 2 THD26 Hangers 2795# 1 THDH28-2 Handers 7200# ITEMS SUB-TOTAL: ***** IMPORTANT NOTE ***** It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval. Any and all changes must be received by Truss Engineering prior to the cancellation date. Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation 'date will be perceived as a full approval of order. Truss Engineering is responsible for supplying only the material as listed on the order. SUB-TOTAL Deliveries are F.O.B.our truck to jobsite. Inability to access the jobsite or take delivery of order may result in additional charges. GRAND TOTAL Job Truss ---- Truss Type -- ay Ply LANNARINOILOT#4 EAGLE RUN 11754 01 ROOF TRUSS T1 1 Reference(oPtionalL_ .--.. I I - ----- ---' "'-' - 8.200 s Mar 5 20051u iTek lridustiiis,kic.Wed Jul 0612:43:27 2005 Page l Truss Engineering Corp..Indian Orchard,MA 01151 4-1-11 8-2�1 r 4-1-11 4-0-9 2x3 MII20 II Scala=1:29. 4 3 8.00 12 4x4 M1120 i 2 1 ( 1 N N 5 2x3 W120= 3x4 M1120= 2x3 M1120,i 0-10-0 8-2-4 0-10_-0 7_-_4-4 ----- - - -- - _ __ :__: -• LOADING(psf) SPACING 2-0-0 ---_-`CS1 =i - - - --- DEFL--- In (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.42 Vert(LL) .0.07 " >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.57 Vart(TL) -0.18 5-0 >474 180 BCLL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 6 nla Na Weight:361b BCDL 10.0 CodeIRC2003RPI2002 (Matrix) -- - -- ------- —•---- - .__-- - 9)Al Plates 20 Gauge Unless Noted LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD BOT CHORD 2 X 4 SPF No.2 6-6 = -531267 WEBS 2X4 SPF Stud'Except• WEBS W3 2 X 4 SPF No.2 2.5 = -3271252 2.6 = -1521412 BRACING NOTES (9) TOP CHORD 1)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp C; Structural wood sheathing directly applied or 6-"oc purlins, except end verticals. encJosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD exposed;and vertical left and right exposed;Lumber DOL-1.33 plate grip DOL--1.33. Rigid ceiling directly applied or 10-0-0 oc bracing. This truss Is designed for C-C for members and forces,and for MWFRS for reactions specified. REACTIONS (lb/size) 2)This truss Is not designed to support a ceiling and is not Intended for use where 5 = 420R lechanical aesthetics are a consideration. 6 = 5330.3.8 3)As requested,plates have not been designed to provide for placement tolerances or Max Horz rough handling and erection conditions. it Is the responsibility of the fabricator to Increase 5 = 271(load case 4) plate sizes to account for these factors. Max Uplift 4)This truss requires plate Inspection per the Tooth Count Method when this truss Is 5 = -146(load case 4) chosen for quality assurance inspection. 6 64(load case 7) 5)-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 FORCES (Ib)-Maximum CompressionlMaximum Tension other members. TOP CHORD 6)Refer to girder(s)for truss to truss connections. 1-2 = -25010 2-3 = -1171115 3.4 = -3t0 7)Provide mechanical connection(by others)of truss to bearing plate capable of 3-6 = -122193 withstanding 146lb uplift at)oInt 5 and 64 lb uplift at Joint 6. BOT CHORD 8)This truss Is designed In accordance with the 2003 International Residential Code 1-6 = 01258 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ------ - Job Truss — Truss Type Oty Fy TANNARINO/LOT#4 EAGLE RUN 11754 02 ROOF TRUSS - �I - -- -- --- --- Reference(optional)—_— 8.200 s Mar 5 2005 6hTek Industries Inc.Wed lul 0612:43:28 2005 Page 1 Tens Engineering Corp,Indian Orchard.MA 01151 6-4-4 6-4-4 3 SNP3 Scale=1:20. r 8.00 12 1 Z O F U W 2x3 M1120 II Z i O U 2 0 W Q Z 1 2.3 M1120= 4 20 M112011 0-10-0 644 LOADING(psQ SPACING 2-" -_--_--_ _- CSi —_- --- -- - DEFL - In (loc) -Well - Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.51 Vert(LL) 0.07 4-5 >882 240 MII20 t97/144 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.12 4-5 >504 180 BCLL 10.0 Rep Stress Incr YES W B 0.12 Horz(TL) -0.07 3 n/a n/a Weight 17 lb, BCDL 10.0 Code IRC2003/TP12002 (Matrix) 9)This truss is designed in accordance with the 2003 International Residential Code LUMBER 2.10.2 and referenced standard AN TOP CHORD 2 X 4 SPF No.2 BOT CHORD sections R502.11.1 and R80 BOT CHORD 2 X 4 SPF No.2 4.5 = 010 10)AN Plates 20 Gauge Unless Noted ( WEBS 2 X 4 SPF Stud WEBS 2-5 = -368/326 BRACING TOP CHORD NOTES (10) Structural wood sheathing directly applied or 6.0-0 oc pudins. 1)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.Zpsf;BCDL=5.Opsf;Category II;Expsheathing BOT CHORD enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right Rigid ceiling directly applied or 10-"oc bracing. exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss Is designed for C-C for members and forces.and for MWFRS for reactions REACTIONS (lb/size) specified. 3 69/Mechanical 2)This truss Is not designed to support a ceiling and Is not Intended for use where 4 = ill/Mechanical aesthetics are a consideration. 5 = 45410-5-8 3)As requested.plates have not been designed to provide for placement tolerances or Max ttorz rough handling and erection conditl0n3. N is the responsibility of the fabricator to increase 5 = 124(load case 4) plate sizes to account for these factors. Max Uplift 4)This truss requires plate inspection per the Tooth Count Method when this truss is 3 = -83(load case 4) chosen for quality assurance inspection. 5 = -23(load case 7) 5)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-"wide will fit between the bottom chord and any FORCES (tb)-Maximum Compression/Maximum Tension other members. TOP CHORD 6)Refer to girder(s)for truss to truss connections. 1-2 = -310182 2.3 = -127/82 7)Refer to girder(s)for truss to truss connections. BOT CHORD 8)Provide mechanical connection(by others)of truss to bearing plate capable of 1-5 = -191237 withstanding 03Ib uplift at joint 3 and 23lb uplift at joint 5. ----- -Truss Type -- - r3y Ry MANNAK)NWLU1*4 Cr+vL-c f%'-n- � Tti5-s 111754 ru ROOFTRUSS Job Reference(opttonag_____---___---_ -_ - 6200 s Mar 5 2005 MTek hduslries.Inc.Wed Jul 0612:43:29 2005 Pagel Truss Engineering Corp..Indian Orchard.MA Ot 151 4-7-4 4-7-4 3 Scale■1:14. e.00 P2 Z O T1 U W 2x3 M1120 II Z Z O U 2 w l J Q 1 Z 1 °�. Bt '1J 2x3 M1120= 4 0-10-0 2113 M112011 4-7-4 0-10-0 3-9-4 - CSI DEFL In (loc) Vden Ltd PLATES GRIP LOADING(psf) SPACING 2-plates 0 0 TC 0.21 Veri(LL) 0.01 4-5 >999 240 M1120 197/144 tes Increase 1.15 TCLL 30.0 BC 0.20 Vert(TL) -0.02 4-5 >999 180 TCDL 10.0 Lumber Increase 1.15 WB 0.08 Horz(TL) -0.02 3 n/a Na BCLL 10.0 Rep Stress Incr YES — Welght:121b Code IRC2003/TP12002 (Matrix) -- __ „_ BCDL 10.0 ---------- ---' 9)All plates 20 Gauge Unless Noted LUMBER BOTCHORD TOP CHORD 2 X 4 SPF No.2 4-5 = 0/0 BOT CHORD 2 X 4 SPF No.2 WEBS WEBS 2 X 4 SPF Stud 2-5 = -256/209 BRACING NOTES (9) TOP CHORD 1)Wind:ASCE 7-02;t00mph;h=25ft;TCDL=4.2psf.BCDL=5.Opsf;Category II;Exp C; Structural al wood sheathing directly applied or 4-7 oc puriins. enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. Rigid ceiling directly applied or 10-0-0 oc bracing. This truss Is designed for C-C for members and forces.and for MWFRS for reactions specified. REACTIONS (lb/size) 2)This truss Is not designed to support a ceiling and Is not intended for use where 3 = 122IMechamcal aesthetics are a consideration. 4 = 67/Mechanical 3)As requested.plates have not been designed to provide for placement tolerances or 5 = 356/0-5-8 rough handling and erection conditions. It is the responsibility of the fabricator to Increase Max Horz plate sizes to account for these factors. 5 = 90(load case 4) 4)This truss requires plate inspection per the Tooth Count Method when this truss is Many Uplift chosen for quality assurance Inspection. 3 - -58(load case 4) 6)'This truss has been designed for a live bad of 20.Opsf on the bottom chord In an 5 a -26(load case 7) areas where a rectangle 3-6-0 tan by 1-"wide will fit between the bottom chord and any FORCES (lb)-Maxinxrm Compression/fvlaxnTensionother members.Tension 6)Refer to girder(s)for buss to truss connections. TOP CHORD = 7)Provide mechanical connection(by others)of truss to bearing plate capable of 1.2 = -20GI58 2-3 87/52 withstanding 58 lb uplift at Joint 3 and 26 lb uplift at joint 5. BOT CHORD 8)This truss is designed in accordance with the 2003 International Residential Code 1.5 = -131175 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. err Plr M Truss - -- - Truss Type Job 11754 I04 ROOF TRUSS 3 --- 1 _Job Referencg(optional)___—--.----- 6.200 sMar 5 2005 MTek hdusuies,Inc.Wed Jul 0612:4129 2005 Page 1 Truss Engineering Cap.,Indian Orchard,MA 01151 2-104 3 2-104 Scale 1:10. 8.00 12 ZZ F- 2x3 M1120 II U W Z T1 U 2 0 J_g L 1 ( 1 B1 20 M1120= RE 4 0.10-0 2x3 M1120 II 2-104 _ 0-10-0 27q4 -_ --_---___— CSI ------- DEFL in (loc) Well Ud PLATES GRIP LOADING(pso SPACING 2 0-0 TC 0.09 Vert(LL) 0.00 5 >999 240 M1120 1971144 TCLL 300 Plates Increase 1.15 BC 0.07 Vert(TL) 0.00 5 >999 180 TCDL 10.0 Lumber Increase 1.15 WB 0.04 Horz(TL) -0.00 3 n1a nla BCLL 10.0 Rep Stress Incr YES (Matrix) Code '---_-----Weight: lb BCDL 10.0 ( —_---- --- -"- - 9)Ali Plates 20 Gauge Unless Noted LUMBER BOT CHORD TOP CHORD 2 X 4 SPF No.2 4-5 - 010 BOT CHORD 2 X 4 SPF No-2 WEBS WEBS 2 X 4 SPF Stud 2-5 = -1681121 BRACING NOTES (9) TOP CHORD 1)Wind:ASCE 7-02;100mph:h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp C; structural4 ral wood sheathing directly applied or 2-10 oc puriins. enclosed;MWFRS gable end zone and C-C Extedor(2)zone;cantilever left and right BOT CHORD exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33. Rigid ceiling directly applied a 10-0-0 oc bracing. This truss is designed fa C-C for members and faces,and for MWFRS for reactions REACTIONS (Iblsizs) specified. 3 = 481Mechanica truss is not designed to support a ceiling and is not Intended for use where l 2)This = ec aesthetics are a consideration. tolerances or 27 ni 3)As requested,plates have not been designed to provide for placement 4 17/Mechanical 5 a rough handling and erection conditions. It is the responsibility of the fabricator to Increase Max Horz plate sizes to account for these factors. 5 a 56(load case 4) 4)This truss requires plate inspection per the Tooth Count Method when this truss is Max Uplift chosen for quality assurance Inspection. 3 = -33(load case 4) 5)'This truss has been designed for a live load of 20.0psf on the bottom chord In all 4 = 4(load case 4) areas where a rectangle 3.6-0 tall by 1.0-0 wide will fit between the bottom chord and any 5 : -32(load case 7) other members. 6)Refer to girder(s)for truss to truss connections. FORCES (lb)-Maximum CampressioNMaximum Tension 7)Provide mechanical connection(by others)of truss to bearing plate capable of TOP CHORD a withstanding 33 lb uplift at Joint 3,41b uplift at Joint 4 and 32 lb uplift at Joint 5. 1.2 = -114/45 2-3 50/19 8)This truss is designed in accordance with the 2003 International Residential Code BOT CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 1-5 = -81109 --------- ---- - -- —� -- -' Truss Type Oly Y w 115 ss 2 11754 ROOF TRUSS —__— — — -------- -- op1�11xence(opponai)---- -- -- ---- - 6.200 s Mar 5 20051�5Tek YMuslnes,hc.Wed Jut 0612:43:30 2005 Page 1 Truss Engineering Corp..Indian Orchard.MA 01151 6-11-12 6-11-12 3 SNP3 Scale=1:19. 7.00 12 Z O 1 U W Z Z O 2x3 M112011 U ( W 2 Z 1 8 2x3 M1120= 4 20 M112011 0-11-0 1 6-11-12 __0-_11-0_ -- 6-0-12 — _—_------.— __---:-.:_ DEFL in poc) Well L/d PLATES GRIP SPACING 2-0-0 CSI Vert(LL) -0.10 4-5 >731 240 M1120 1971144 LOADING(psf) Plates Increase 1.15 TC 0.63 Vert(TL) .0.19 4.5 >363 180 TCLL 30.0 Lumber Increase 1.15 BC 0.46 Haz(TL) 0.08 3 n/a n1a TCDL 10.0 Rep Stress Incr YES WB 0.13 Weight:18lb- y- - BCLL 10.0 Code IRC2003/TP12002 (Matrix) _ — - BCDL 10.0 _ ..__ ---------- 9)This truss is designed In accordance with Ore 2003 Inten,atiornal Residential Code sections R502.11.1 and R302.10.2 and referenced standard ANSI/TPI 1. LUMBER BOT CHORD 10)All Plates 20 Gauge Unless Noted TOP CHORD 2 X 4 SPF No.2 4-5 = 0/0 DOT CHORD 2 X 4 SPF No.2 WEBS WEBS 2 X 4 SPF Stud 2-5 = 4061350 BRACING NOTES (10) TOP CHORD lied or 6-0-0 oc purlins 1)Wind:ASCE 7-02'.t00mph.h=25ft;TCDL=4.2psf;BCDL-6.0psf;Category It;Exp C. Structural wood sheathing directly applied enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD exposed;and vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. Rigid ceiling directly applied or 10-0-0 oc bracing. Thus truss Is designed for C-C for members and forces,and(or MWFRS for reactions specified. REACTIONS (tb/size) 21yMechanical 2)This truss is not designed to support a ceiling and is not Intended for use where 3 = aesthetics are a consideration. 4 = 124/Mechanical 3)As requested,plates have not been designed to provide for placement tolerances or 5 = 49410-4.8 rough handling and erection conditions. It Is the responsibility of the fabricator to Increase Max Harz plate sizes to account for these factors. 5 = 120(load case 4) 4)This truss requires plate Inspection per the Tooth Count Method when This truss Is Max Uplift chosen for quality assurance Inspection. 3 -82(load case 4) 5)•This truss has been designed for a live load of t between e the bottom chorden We bottom chordd and any all 5 = -36(load case 7) areas where a rectangle 3-6-0 tall by 1-0-0 wide wi0 fit be other members. FORCES (lb)•Maximum CompressioNMaximum Tension 6)Refer to girders)for truss to truss connections. TOP CHORD = 7)Refer to girder(s)for truss to truss connections. 1.2 = -297183 2-3 -128183 8)Provide mechanical connection(by others)of truss to bearing plate capable of BOT CHORD withstanding 82 lb uplift at joint 3 and 36 Ib uplift at joint 5. 1-5 = -181226 ----------------- ---- ------- --- -- - --- - - Truss Truss Type -- "---------- --'--Oty — y MANNARINOILOT#4 EAGLE KUN 1 1 11754 05A ROOF TRUSS --� - --�— —stop Reference(01311—q-___-_----___ _-_ ----- - I l- 6.2W s Mar 5 20051v1Tek IndusWes,Ine.Wed Ju10612:43:312005 Page 1 Truss Engineering Corp..Indian Orchard.MA 01151 "-4 "-4 Scale=1:21 2x3 M112011 3 2 7.00 FIT 1 W3 3x5 M1120,i i 1 SNP3 JRS§ 4 2x3 M1120II Ixe M1120= "4 CSI DEFL In (loc) Well LidPLATES GRIP LOADING(psry SPACING 2.0-0 TC 0.62 Vert(LL) -0.05 4-5 >999 240 MII20 1971144 TCLL 30.0 Plates Increase 1.15 BC 0.33 Vert(TL) -0.11 4-5 >554 180 TCDL 10.0 Lumberincrease 1.15 WB 033 Hor(TQ -0.00 4 nla nla Rep Stress Ina YES Weight:25lb BCLL 10.0 Code g2C2003(TP12002 (Matrix) -----—_--_--• BCDL 10.0 LUMBER WEBS TOP CHORD 2 X 4 SPF No.2 2-4 = -2161173 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Slud NOTES (8) BRACING 1)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category 11;Exp C'. enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right TOP CHORD 3. Structural wood sheathing directly applied or 5.8-4 oc purltns, except end verticals. exposed: ssWss is designed)for C-C for members and forces. for MWFRS for eactions BOT CHORD specified. Rigid ceiling directly applied or 10.)-0 oc bracing. 2)As requested,plates have not been designed to provide for placement tolerances or REACTIONS (IWsize) rough handling and erection conditions. it is the responsibility of the fabricator to Increase = 3151Mechankal plate sizes to account for these factors. g 4 : 315lMechancal 3)This truss requires plate inspection per the Tooth Count Method when this truss is Max Horz chosen for quality assurance inspection. 5 . 118(load case 4) 4)'This Wss has been designed for a Gve 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 Max Uplift other members. 4 : -79(load case 4) 5)Refer to girder(s)for truss to truss connections. FORCES (lb).Maximum Compression/Maximum Tension 6)Provide mechanical connection(by others)of truss to bearing plate capable of TOP CHORD withstanding 791b uplift at Joint 4. 003 International Residential Code 1-5 = -210142 1-2 = -109185 2-3 = .310 71 This truss 1s designed In accordance with the 2 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. BOT CHORD 8)AN Plates 20 Gauge Unless Noted 4-5 = -196121 WEBS 1-4 = -271199 r Job Truss Truss Type lar N ARw6LOTM EAGLE RUN 11754 06 ROOF TRUSS 2 IJMA-Wk Job Reference(optional)_ _ Truss Enryneering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43:312005 Page 1 , 4-8-5 , 4-8-5 3 Scale-1:13. 7.00 12 Z O T1 U W 2x3 M1120 It Z Z O U 2 i W Q 1 Z 1 Li B1 2x3 M1120= 4 0-11.0 fx3 M112011 4-8-5 , 0-11-0 3-9-5 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.21 Vert(LL) 0.01 4.5 >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 4.5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.02 3 n/a rJa BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:12lb LUMBER _ 9)All Plates 20 Gauge Unless Noted TOP CHORD 2 X 4 SPF N0.2 BOT CHORD BOT CHORD 2 X 4 SPF No.2 4-5 = 0/0 WEBS 2 X 4 SPF Stud WEBS 2-5 - -260/206 BRACING TOP CHORD NOTES (9) Structural wood sheathing directly applied or 4-8-5 oc purlins. 1)Wind:ASCE 7-02;100mph;h=25ft;TCOL-4.2psf;BCDL-5.0psf;Category 11;Exp C; BOT CHORD enclosed;MWFRS gable end zone and C-C Extedor(2)zone;cantilever left and right Rigid ceiling directly applied or 10-"oc bracing. exposed;and vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. This truss Is designed for C-C for members and forces,and for MWFRS for reactions REACTIONS (Ibfsize) specified. 3 = 123/Mechanical 2)This truss Is not designed to support a ceiling and is not Intended for use where 4 = 68/Mechanical aesthetics are a consideration. 5 365/0-4.8 3)As requested,plates have not been designed to provide for placement tolerances or Max Horz rough handling and erection conditions. It is the responsibility of the fabricator to increase 5 = 81(load case 4) plate sizes to account for these factors. Max Uplift 4)This truss requires plate inspection per the Tooth Count Method when this truss Is 3 = -53(l)ad case 4) chosen for quality assurance Inspection. 5 = -37(load case 7) 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 1-041 wide will fit between the bottom chord and any FORCES (lb)-Maximum Compression/Maximum Tension other members. TOP CHORD 6)Refer to girder(s)for truss to truss connections. 1-2 = -181/55 2-3 -80148 7)Provide mechanical connection(by others)of truss to bearing plate capable of BOT CHORD withstanding 53 lb uplift at joint 3 and 37 lb uplift at joint 5. 1-5 = -12/157 8)This truss Is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Job Truss -`' --- Truss Type -- ay f'+r MANNARINO/LOT#4 EAGLE RUN 11754 06A ROOF TRUSS 1 1 l _— -----.-..-- -- Job Reference(_oplionkt- Truss Engineering Corp.,Indian Orchard,MA 01151 6.2M s Mar 5 2005 MiTek Industries,Inc.Wed Jul 06 12:43:32 2W5 Page 1 3-4-13 x5 MI12014 3-4-13 2 Scale=1:13. 7.00 12 T1 3x5 M11204 W3 Z O 1= 1 W Z Z 0 U 0 71 W J Z et JRSS 4 3 3x6 M1120= 2r3 M112011 3-4-13 , 3-4-13 LOADING(pso SPACING 2-" CSI DEFL In (loc) Wed Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 3.4 >999 240 MII20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 3-4 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 2 n/a n1a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:15lb LUMBER _ 10)Gap between Inside of top chord bearing and first diagonal or vertical web shad not TOP CHORD 2 X 4 SPF No.2 BOT CHORD exceed 0.500in. BOT CHORD 2 X 4 SPF No.2 3.4 - -122119 11)Ad Plates 20 Gauge Unless Noted WEBS 2 X 4 SPF Stud WEBS 1-3 = -201127 2-3 = 010 BRACING TOP CHORD NOTES (11) Structural wood sheathing directly applied or 3.4-13 oc purtins,except end verticals. 1)Unbalanced roof live bads have been considered for this design BOT CHORD 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL-4.2psf-.BCDL=S.Opsf;Category II;Exp C; Rigid coiling directly applied or 10-0-0 oc bracing. enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33. REACTIONS (tb/size) This truss Is designed for G-C for members and forces,and for MWFRS for reactions 4 = 178/Machanical specified. 3 = 59/Mechanical 3)As requested,plates have not been designed to provide for placement tolerances or 2 = 11&Mechanical rough handling and erection conditions. It Is the responsibility of the fabricator to Increase Max Hors plate sizes to account for these factors. 4 = 75(load case 4) 4)This truss requires plate Inspection per the Tooth Count Method when this truss is Max Uplift chosen for quality assurance Inspection. 3 = 4(load rase 4) 5)-This truss has been designed for a live load of 20.Opsf on the bottom chord In all 2 = 46(load rase 4) areas where a rectangle 3.6-0 tad by 1-0-0 wide will fit between the bottom chord and any other members. FORCES (lb)-Maximum Compression/Maximum Tension 6)Refer to girder(s)for truss to truss connections. TOP CHORD 7)Refer to girder(s)for truss to truss connections. 14 = -119/6 1-2 = -62148 8)Provide mechanical connection(by others)of truss to bearing plate capable of BOT CHORD withstanding 4 lb uplift at Joint 3 and 46lb uplift at joint 2. 34 = -M19 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. L Job Truss* ---�-- Truss Type Oty fly EAGLE RUN 11754 07 ROOFTRUSS 2 1._.__.[IMANNARINO/LOT#4 ob_Reference(optionali-- --- Tn,ss Engxheenng Corp.,Indian Orchard,MA 01151 '-- ---— 6.2M s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43:33 2005 Page 1 2-4-14 2-4-14 Scale■1:11. 7.00 12 2x3 M112011 2 O F- T1 W Z Z U - 1 O 1 UJ ( J_ 1 2x]MI120= 4 , 0-11-0 2x3 M112011 24-14 , 0-11-0 1-5-14 LOADING(psQ SPACING 2-0-0 CSI DEFL in (loc) Vdeft IJd PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.09 Verl(LL) 0.00 5 >999 240 MII20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 nfa n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:7lb LUMBER - - - - ^-- - 7)Provide mechanical connection(by others)of truss to bearing plate capable of r TOP CHORD 2 X 4 SPF No.2 FORCES (lb)-Maximum CompressfoNMaximum Tension withstanding 22 lb uplift at joint 3.4 lb uplift at joint 4 and 44 lb uplift at joint 5. BOT CHORD 2 X 4 SPF N0.2 TOP CHORD 8)This truss Is designed in accordance with the 2D03 International Residential Code WEBS 2 X 4 SPF Stud 1-2 = -82/42 2-3 - 40/5 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI I. BOT CHORD 9)All Plates 20 Gauge Unless Noted BRACING 1-5 = -6/81 4-5 . 010 TOP CHORD WEBS Structural wood shealhfng directly applied or 2-4-14 oc pudins. 2.5 - -1571109 BOTCHORD Rigid ceiling directly applied or 10-"oc bracing. NOTES (9) 1)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C; REACtIONS (Ib/size) enclosed;MWFRS gable end zone and C-C Exledor(2)zone;cantilever left and right 3 = 20/Mechanical exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33. 4 = 4/Mechanical This truss Is designed for C-C for members and forces,and for MWFRS for reactions 5 = 266J0-4-8 specified. Max Horz 2)This truss Is not designed to support a ceiling and Is not intended for use where 5 = 42(load case 4) aesthetics are a consideration. Max Uplift 3)As requested,plates have not been designed to provide for placement tolerances or 3 = -22(load case 4) rough handling and erection conditions. It is the responsibility of The fabricator to increase 4 = 4(load case 1) plate sizes to account for these factors. 5 = 44(load case 7) 4)This truss requires plate inspection per the Tooth Count Method when this truss is Max Grav chosen for quality assurance inspection. 3 = 20(load case 1) 5)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in an 4 = 12(Ioad case 3) areas where a rectangle 3-6.0 tan by 1-0-0 wide will fit between the bottom chord and any 5 = 266(load case 1) other members. 6)Refer to girders)for truss to truss connections. Job - Truss' -- --�- Truss Type - 3Y pr ]MANNARINOILOT#4 hdn EAGLE RUN 11754 ICJO1 ROOF TRUSS ---- ference _ Truss Ergneerng Corp., an Orchard.MA 01151 .IobRe - --�- �- ------- .(opliona0.6200 s Mar 5 2005 IATek Industries.br-Wed Jul 0612:43:34 2005 Page 1 1-10-4 5-0-1 1 8-3-11 124-6 1404 3-1-13 3-3-11 "-10 3x4 M1120 II Scale■1:27 6 S 3x4 M1120 i 15 16 5.27 FIT 4 14 3x4 M1120� 13 3 12 I W6 l 3x4 M1120-- III 4 2 1 3x4 M1120= 17 18 9 19 20 8 21 22 7 HJHC28 1.5x4 M1120II US MI120= 3x4 M1120= 3x7 M1120= �1-5-15 410r4 5-0-1 8-3-11 12-4-6 , 1-5-15_ 04-5_ 3-1_-_13__ _ _3_-3-11________ _4-0-10_ LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.50 Vergt-L) 0.02 8-9 >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.04 7-8 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 7 n/a rVa BCDL 10.0 Code IRC2003/TPl2002 (Matrix) Weight 55lb LUMBER 6)-This truss has been designed for a live load of 20.0psf on the bottom chord in all TOP CHORD 2 X 4 SPF No.2 TOP CHORD BOT CHORD 2 X 4 SPF No.2 5.6 = -14/0 5.7 = areas where a rectangle 3-6-0 tan by 1-0-0 wide will fit between the bottom chord and any 226/157 other members. WEBS 2 X 4 SPF Stud BOT CHORD 7)Refer to girder(s)for thus to truss connections. 1'10 = -113/69 10-17 - -282/24 17-18 - -282124 8)Provide mechanical connection(by others)of truss to bearing plate capable of BRACING 9-18 ■ -282/24 9-19 - -5131696 19-20 - -513/696 withstanding 517 lb uplift at joint 7 and 367 lb uplift at joint 10. TOP CHORD 8-20 = -5131696 8-21 = 409/640 21-22 - 409/640 9)This truss is designed In accordance with the 2003 International Residential Code Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 7-22 = -4091640 sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. BOT CHORD WEBS 10)Hanger(s)or other connection device(s)Shan be provided sufficient to support Rigid ceiling directly applied or 6-0-0 oc bracing. 2-10 ■ -771/341 2-9 - -357/839 3-9 - -1251106 concentrated load(s)9 ib down and 60 Ib up at 3-4-2.37 lb up at 4-5-14.43 lb down and 3-8 = -671126 4-8 = -601339 4.7 = -873/485 80 lb up at 6.4-10.42 lb down and 90 lb up at 7-1-12.and 132 lb dawn and 140 tb up at REACTIONS (lb/size) 9.5-1.and 109 lb down and 140 lb up at 9-9-10 on top chord,and 23 b up at 4.5.14.28 7 = 969/Mechanical NOTES (12) lb down and 13 lb up at 6-4-10.27 lb dawn and 18 th up at 7-1-12.84 lb dawn and 13 lb 10 - 916/0-8.10 1)Wind:ASCE 7-02;100mph;h-2511;TCDL-4.2psf;BCDL-S.Opsf;Category II;Exp C. up at 9-5-1.and 71 lb down and 18 lb up at 9-9.10.and 13 lb up at 3.4-2 on bottom Max H. enclosed;MWFRS gable and zone;cantilever left and rigid exposed;and vertical left chord. The desVVselecnon of such connection device(s)Is the responsibility of others. to = 297(toed case 3) and right exposed;Lumber DOL=1.33 plate gdp DOL-1.33. 11)In the LOAD CASE(S)section,toads applied to One face of the truss are noted as Max Uplift 2)This truss is not designed to support a ceiling and Is not Intended for use where front(F)or back(B). 7 - -517(load case 3) aesthetics are a consideration. 12)AN Plates 20 Gauge Unless Noted 10 = -367(load case 2) 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase FORCES (Ib)-Maximum Compression/Maximum Tension plate sizes to account for these factors. TOP CHORD 4)This truss requires plate inspection per the Tooth Count Method when this truss is 1-2 - -60/166 2.11 = -799/385 11-12 = -760/380 chosen for quality assurance inspection. 3-12 - -7451372 3-13 = -749/378 13-14 = -6871347 6)Concentrated loads from layout are not present in Load Case(s):N6 MWFRS 3rd Wind 4-14 = -6191318 4-15 = -164/135 15.16 = -63181 Parallel;#7 MWFRS 4th Wind Parallel. 5.16 = -109150 rnhss -- — ---- rn,�sTypa —— ---— ay — P'y — MANNARINO/LOT#4 EAGLE RUN 11754 G01 TROOF TRUSS 1 JobI Job Reference(optional)__ Truss Engineering Corp.,Indian Orchard,MA 01151 6200 s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43:36 2005 Page 1 5-0-6 9-4-5 14-M 18-6-0 23-U I 27-7-11 , 31-11-10 37-0-0 , 5-" 4-3-14 4-7-12 4-" 4-6-0 4-7-12 4-3-14 5-" Scale:1/4"=1 6x6 M1120= 3x4 M1120= 6x6 M1120= 3x4 M1120= 1.5x4 M1120 It 3x5 M1120= 4 6 6d f5ZI rg 6ani 6a 6d 7 B 9 7.00 12 3x5 M1120 i Sx12 M1120� 3 FW4 6 W W 10 2 W2 W2 it 1 0, yi jo 0 8x12 M1120= 21 20 22 23 24 19 25 18 26 17 27 16 28 15 29 30 31 14 13 12 3x4 MI120= 4x12 M1120 i 1.5x4 M112011 8x9 M1120= 4x5 M1120= 6x6 M1120= 4x9 M1120= 5x6 M1120= 4x5 MI120= 8x9 M1120= 1.5x4 M112011 4x5 M11201 4x5 M1120� 9-W 5-0-6 9-4-5 14-" 18-6-0 I 23-0-0 27-7-11 31-11-10 35-10-0 �7-0-Q 0-1 0-0 4-2-6 4-3-14 4-7-12 4-6-0 4-6-0 4-7-12 4-3-14 3-10-6 1-2-0 Plate Offsets(X Y): LOADING(psQ SPACING 2-0 0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0 64 Vert(LL) 435 17-19 >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 Be 0.78 Vert(TL) -0.60 17-19 >716 180 8CLL 10.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code IRC20031TP12002 (Matrix) Weight:390lb LUMDER 2)AD loads are considered equally applied to all plies,except if noted as front(F)or back TOP CHORD 2 X 4 SPF No.2 TOP CHORD (B)face In the LOAD CASE(S)section.Ply to ply connections have been provided to BOT CHORD 2 X 6 SPF 165OF 1.5E 2.3 = -9184/3689 34 = -9102/3824 4-5 = -9825/4190 distribute only loads noted as(F)or(B),unless otherwise indicated. WEBS 2 X 4 SPF Stud 5-6 = -1037914409 6-7 = -10379/4409 7-8 -1037914409 3)Unbalanced roof Eve bads have been considered for this design. SLIDER 8-9 = -9587/4084 9-10 = -8576I3604 10-11 = -19877790 4)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf-.Category 11;Exp C; Left 2 X 4 SPF No.2 2-5-0 BOT CHORD enclosed;MWFRS gable end zone;cantilever left and right exposed;and vertical left 1.21 = -330617869 20.21 = -330617869 20-22 = -337317825 and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. BRACING 22-23 - -3373(7825 23-24 - -337317825 19-24 = -337377825 5)This truss Is not designed to support a ceiling and is not Intended for use where TOP CHORD 19-25 = 42,4/9822 18-25 - 4214/9822 18-26 = -4214/9822 aesthetics are a consideration. Structural wood sheathing directly applied or 3-7-5 oc purlins,except 17.26 = 4214/9822 17-27 - 4034/9584 16-27 = 4034/9584 6)Provide adequate drainage to prevent water ponding. 2-"oc purins(34-6 max.):4-9. 16-28 = 403419584 15-28 = -403419584 15-29 - -3003/7356 7)As requested,plates have not been designed to provide for placement tolerances or BOT CHORD 29-30 = -300317356 30-31 = -300317356 14-31 - -3003(7356 rough handling and erection conditions. 0 is the responsibility of the fabricator to increase Rigid ceiling directly applied or 9-6-9 oc bracing. 13-14 = -258516541 12.13 = -2585/6541 11-12 - -61311604 plate sizes to account for these factors. WEBS 8)This truss requires plate inspection per The Tooth Count Method when this truss Is REACTIONS (lb/size) 3-21 = -621156 3.20 = -355/280 4-20 = -76711869 chosen for quality assurance inspection. 1 : 6140/0-5.8 4-19 - -1448/3160 5.19 = -1214/676 5-17 = 488/950 9)Concentrated loads from layout are not present In Load Case(s):96 MWFRS 3rd Wind 12 = 5447/0-5-8 6-17 = -364/228 8-17 - -62211299 8-15 ■ -1483/780 Parallel;q7 MWFRS 4th Wind Parallel. Max Horz 9-15 = -1578/3497 9-14 = -570/1361 10-14 - -698/1208 10)'This truss has been designed for a Eve bad of 20.Opsf on the bottom chord In all 1 = -208(load case 2) 10-13 - -4251272 10-12 - -6186/2470 areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and arty Max Uplift other members. i = -1988(load case 3) NOTES (15) 11)Provide mechanical connection(by others)of truss to bearing plate capable of 12 = -2094(load case 2) 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: withstanding 1988 lb uplift at Joint 1 and 2094 lb uplift at joint 12. Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. 12)This truss is designed in accordance with the 2003 International Residential Code FORCES (lb)-Maximum Compression/Maximum Tension Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. TOP CHORD Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 13)Design assumes 02(flat orientation)purlins at oc spacing indicated,fastened to G1ogiknued oo pa$912 r1672 ___ __ _--- truss TC w/2-10d nails. Job Truss Truss Type —i rill Ply MANNARINO/LOtO4 EAGLE RUN 11754 G01 ROOF TRUSS _ 2 Job Reference(optional) Truss Eroneering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 PAiTek Industries,Inc.Wed Jul 0612:43:36 2005 Page 2 NOTES (15) 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1310 lb down and 716lb up at 9-4-5.380 lb down and 189 lb up at 11-5.1,380 tb down and 189 lb up at 13-5-1.380 Ib down and 189 lb up at 15-5-1,340 tb down and 189 lb up at 17-5-1,380 lb down and 189 lb up at 18.6.0,340 lb down and 189 lb up at 19-6-15,380 lb down and 189 lb up at 21-6-15,380 Lb down and 189 lb up at 23-6.15.and 380 lb down and 189 Ib up at 25-6-15.and 1310 Ib down and 716lb up at 27-6-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15)All Plates 20 Gauge Unless Noted Job Truss - - Truss Type - - -- ay P'y MANNNLOT#4 EAGLE RUN 11754 GO3 ROOF TRUSS 1 -------- -- ---_-- -_-- ----,-_•---- Job Referen ARIO/ ce(optional)---_ Mar _- Truss Engxteenng Corp.,Indian Orchard,MA 01151 6200 s Mar 5 2005 MTek Industries,Inc.Wed Jul 0612:43:37 2005 Page 1 4-2-2 8-0-13 , 12-9-1 17-3-10 21-10-3 26-6-8 r , - 4-2-2 3-10-10 4-8-5 4-6-9 4-6-9 4-8-5 Scale=1:34. 6x6 M1120= 1.5x4 M112011 3x4 M1120= 3x4 M1120= 4x9 M1120= 2x4 M1120It .0 3 4 6 7 "= T2 T3 <M1120:- 2 7.00 123x WB We Wa \NW64x6 M1120 i t 1 I B 16 15 14 17 18 19 13 2021 12 11 22 23 24 10 25 26 27 3x5 M1120 II 6x6 MI120= 7x6 M1120= 3x4 M1120= 4x5 M1120= 1.5x4 M11201t 4x4 M1120= THDH28-2 4x9 M1120= 4-2-2 8-0-13 12-9-1 17-3-10 21-10-3 26-6-8 4-2-2 3-10-10 4-8-5 4-6-9 4-6-9 4-8-5 Plate Offsets(X Y): [14.0.3-8,0-3-8) -- ------- -- --- -- - ---- ----- -- LOADING(psf) SPACING 2-" CSI DEFL In (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.12 11-13 >999 240 MII20 197/144 TCDL 100 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.2111-13 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:302lb LUMBER NOTES (15) TOP CHORD 2 X 4 SPF No.2 Max Uplift 1)2-ply truss to be connected together with 10d Common(.148'x3')Nails as follows: BOT CHORD 2 X 6 SPF 1650F 1.5E 9 = -1837(load case 5) Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. WEBS 2 X 4 SPF Stud'Except' 16 = -1295(load case 3) Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. W 1 2 X 4 SPF No.2 Webs connected as follows:2 X 4-1 row at 0-9-0 oc. FORCES (lb)-Maximum CompressionlMaximum Tension 2)All loads are considered equally applied to all plies,except if noted as front(F)or back BRACING TOP CHORD (B)face In the LOAD CASE(S)section.Ply to ply connections have been provided to TOP CHORD 1-2 = 498411861 2-3 = -543712190 3-4 _ -5446/2267 distribute only loads noted as(F)or(B),unless otherwise indicated. Structural wood sheathing directly applied or 5.3.9 oc pudins, except end verticals,and 4-5 - 4899/2082 5.6 - -489912082 6-7 a 4899/2082 3)Unbalanced roof live bads have been considered for this design. 2-"oc purlins(5.3-7 max.):3-8. 7-e - -51/99 8.9 - -1861127 1-16 - -3375/1256 4)Wind:ASCE 7-02;100mph;h=25ft;TCDL-4.2psf;BCDL=5.Opsf;Category II;Exp C. BOT CHORD BOT CHORD enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left Rigid ceikng directly applied or 10-0-0 oc bracing. 15-16 - 497/748 14-15 - -1801/4213 14.17 - -2029/4638 and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. WEBS 17-18 - -2029/4638 18.19 - -2029/4638 13-19 - -2029/4638 5)Provide adequate drainage to prevent water ponding. 1 Row at midpl 7-9 13-20 = -232615443 20-21 = -2326/6443 12-21 = -2326/5443 6)As requested,plates have not been designed to provide for placement tolerances or JOINTS 11-12 = -232615443 11-22 = -1355/3175 22-23 - -1355/3176 rough handling and erection conditions. It is the responsibility of the fabricator to increas 1 Brace at Jt(s):8 23-24 = -135513175 10-24 = -135513175 10-25 - -135513175 plate sizes to account for these factors. 25.26 = -1355/3175 26.27 = -1355/3175 9-27 - -135513175 7)This truss requires plate Inspection per the Tooth Count Method when this truss is REACTIONS (lb/size) WEBS chosen for quality assurance inspection. 9 = 4382/0-5-8 2-15 - -8231407 2-14 = -4831768 3-14 = -60811476 8)Concentrated bads from layout are not present in Load Case(s):#6 MWFRS 3rd Wind 16 = 3612/Mechanical 3-13 = -62711351 4-13 - -57/472 4-11 = -8371377 Parallel;p7 MWFRS 41h Wind Parallel. Max Horz 5.11 = -3571231 7-11 = -111712652 7.10 = 426/1157 9)'This truss has been designed for a rive load of 20.Opsf on the bottom chord in all 16 = 264(load case 3) 7-9 = 472011953 1-15 = -133113537 areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any Max Uplift other members. 9 = -1837(load case 5) 10)Refer to girder(s)for truss to truss connections. 16 = -1295(load case 3) 11)Provide mechanical connection(by others)of truss to bearing plate capable of Continued on page 2 withstanding 1837 lb uplift at joint 9 and 1295 lb uplift at joint 16. -------------------- -- -- ---- 11Job G0Trus Truss Type �r Plr MANNARINO/LOT#4 EAGLE RUN 11754 G03 ROOF TRUSS 1 ------— ------ - — ---- --- -- --- �-Job Reference(-plional)..- - Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MTek Industries,Inc.Wed Jul 0612:43:37 2005 Page 2 NOTES (15) 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 13)Design assumes 4x2(flat orientation)purtins at oc spacing indicated,fastened to truss TC w/2-10d nails. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1270 lb down and 716 lb up at"-12,380 lb down and 189 lb up at 10-1-9.380 lb down and 189 lb up at 12-1-9,380 lb down and 189 Ib up at 14-1-9.380 lb down and 189 lb up at 16-1-9,380 lb down and 189 lb up at 18-1-9.380 lb down and 189 lb up at 20-1-9,340 lb down and 189 lb up at 22.1-9.and 380 lb down and 189 lb up at 24-1-9.and 380 lb down and 189 lb up at 26-4-12 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. 15)All Plates 20 Gauge Unless Noted i Job Truss — TNSSType oiy Ply MANNARINOlLOT#4 EAGLE RUN 11754 H01 ROOF TRUSS 11 1 1 Truss Engineering Corp..Indian Orchard.MA 01151 --------- 4--`----------_I----_-1— — _Job Reference(optional)_ - 6200 s Mar 5 2005 MiTek Industries.Inc.Wed Jul 0612:43:38 2005 Page 1 1 6-0-6 11-7-11 18-" 1 25-4-5 30-11-10 37-0-0 6-" 5-7-5 6-10-5 6-10-5 5-7-5 6-0-6 Scale:1/4"-1 Bx8 M1120= 6x6 M1120= 1.5x4 M1120 11 4 n Dll r IRI T2_6a 6a 6 ll zoo 12 5x12 M1120G 5x12 M1120N 3 W6 W6 7 4 1.Sx4 M1120� W4 � W4 1.5x4 MII20 If 2 8 m 1 9 Iv 0 3x4 18 17 M1120= 16 15 19 14 20 13 12 11 10 3x4 M1120= 1.5x4 M1120 II 3x6 M1120= 3x8 M1120= 3x4 M1120= 1.5x4 M1120 11 3x6 M1120= 3x6 M1120= 3x4 M1120= 3x6 M1120= 4-10-p 6-M 11.7-11 18-6-0 25-4-5 301110 35-10-0 0-10-0 5-2-6 5-7-5 -6-10-5 6-10-5 5-7-5 4-10-6 1-2-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TIC 0.67 Vert(LL) -0.26 14-16 >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Ver1(TL) -0.44 14.16 >935 180 BCLL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.15 10 rVa n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:168lb LUMBER 5)As requested.plates have not been designed to provide for placement tolerances or TOP CHORD 2 X 4 SPF No.2 TOP CHORD rough handling and erection conditions. It is the responsibility of the fabricator to increase BOT CHORD 2 X 4 SPF 165OF 1.5E'Except* 1-2 - -450/60 2-3 - -631/213 3-4 = -2929/812 plate sizes to account for these factors. B2 2 X 4 SPF N0 .2 4-5 - -29071892 " = -2907/892 6.7 = -28751797 6)This truss requires plate inspection per the Tooth Count Method when this truss is WEBS 2 X 4 SPF Stud'Excep(' 7-8 - -373/135 8-9 = -242134 chosen for quality assurance inspection. W6 2 X 4 SPF No.2.W6 2 X 4 SPF No.2 BOT CHORD 7)•This truss has been designed for a five toad of 20.Opsf on the bottom chord in all 1-18 = -72/452 17-18 = -657/2586 16-17 = -65712586 areas where a rectangle 3-6-0 tail by 1-0-0 wide will fit between the bottom chord and any BRACING 15-16 - -601/2448 15-19 - -601/2448 14-19 - -601/2448 other members. TOP CHORD 14-20 - -434/2403 13-20 - 434/2403 12-13 = -43412403 8)Provide mechanical connection(by others)of truss to bearing plate capable of Structural wood sheathing directly applied or 2-11-7 oc purlins.except 11-12 - -520/2426 10-11 = -52012426 9-10 = -311237 withstanding 386 lb uplift at joint 18 and 391 lb uplift at joint 10. 2-"oc purlins(2.10-4 max.):4-6. WEBS 9)This truss is designed In accordance with the 2003 International Residential Code BOT CHORD 3-17 - 0/145 3-16 - -2081142 4-16 = -19/471 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Rigid ceiling directly applied or 7-7-3 oc bracing. 4-14 = -3591795 5-14 - -627/405 6-14 - -3671850 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated.fastened to WEBS 6-12 = 01401 7.12 - -2171197 7-11 - 0/141 truss TIC w/2-10d nails. 1 Row at midpt 3-18.7-10 3-18 = -2647/612 7.10 = -2787/665 2-18 = -441/278 11)All Plates 20 Gauge Unless Noted 8-10 - -376/236 REACTIONS (IWsize) 18 = 2317/0-5-8 NOTES (11) 10 = 2363/0-5-8 1)Unbalanced roof live loads have been considered for this design. Max Horz 2)Wind:ASCE 7-02;100mph:h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp Q. 18 = -263(load case 3) enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right Max UPlift exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 18 = -386(load case 4) This truss is designed for C-C for members and forces,and for MWFRS for reactions 10 = -391(load case 3) specified. 3)This truss is not designed to support a ceiling and is not intended for use where FORCES (lb)-Maximum Compresslon/Maximum Tension aesthetics are a consideration. 4)Provide adequate drainage to prevent water ponding. Tn,ss - Truss Type_--- --- -- Dtr n MANNARINO/LOT#14 EAGLE RUN Job 11754 I NO2 ROOF TRUSS _ _- I1_ _ _- 1 Job Reference(opbala1) - Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MiTek Industries.Inc.Wed Jul 0612:43:39 2005 Page 1 7-2-2 13-11-2 18-6-0 23-0-14 + 29-9-14 , 37-M , 7-2-2 6-9-0 4-6-14 4-6-14 6-9-0 7-2-2 Scale=1:49A Sx5 M1120= 5x5 M1120= 3x4 M1120-- 4 " 5 6 15-11 15ZI 7.00 FIT 4x12 M1120 i 5x12 M1120, 3 W 6 V 7 7 Y W4 W4 1.5x4 M1120 11 1.Sx4 M1120 11 8 2 1 9 a o, B1 82 'o 3x4 M1120= 17 16 1s 14 18 19 13 12 11 10 3x4 M1120= 1.5x4 M1120 11 4x6 M1120= 3x8 M1120= 1.5x4 M1120 11 3x6 M1120= 3x6 M1120= 3x8 M1120= 4x5 M1120= OF10T 7-2-2 13-11-2 23-0-14 29-9-14 35-10-0 37-" 0-10-0 64-2 6-9-0 9-1-11 6-9-0 6-0-2 1-2-0 LOADING(psf) SPACING 2 0 0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.52 13-14 >796 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.80 13-14 >514 180 BCLL 10.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.14 10 rVa rda BCDL 10.0 Code IRC200YTP12002 (Matrix) Weight:171 lb LUMBER 5)As requested,plates have not been designed to provide for placement tolerances or TOP CHORD 2 X 4 SPF No.2 TOP CHORD rough handling and erection conditions. it Is the responsibility of the fabricator to increase BOT CHORD 2 X 4 SPF 165OF 1.5E*Except' 1.2 - -563157 2-3 = -7801265 34 = -27401768 plate sizes to account for these factors. B2 2 X 4 SPF 210OF 1.8E 4-5 = -2249t742 6.6 = -2223/735 6-7 = -27101759 6)This truss requires plate inspection per the Tooth Count Method when this truss is WEBS 2 X 4 SPF Stud'Except' 7.8 = 492/174 8-9 = -332/23 chosen for quality assurance inspection. W6 2 X 4 SPF No.2,W6 2 X 4 SPF No.2 BOT CHORD 7)•This truss has been designed for a Ova load of 20.0psf on the bottom chord in a0 1.17 = -101/567 16.17 = -57512586 15-16 - -57512586 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any BRACING 14-15 = -57512586 14.16 = 438/2331 16-19 - -438/2331 other members. TOP CHORD 13.19 = -438/2331 12-13 = -520/2463 11-12 - -52012463 8)Provide mechanical connection(by others)of truss to bearing plate capable of Structural wood sheathing directly applied or 2-9-2 oc purlins,except 10.11 = -520/2463 9-10 = -29/327 withstanding 286 lb uplift at joint 17 and 290 lb uplift at joint 10. 2-0-0 oc puffins(3-2.9 max.):4-6. WEBS 9)This truss Is designed in accordance with the 2003 International Residential Code BOT CHORD 3.16 = 01168 3-14 = 414/242 4-14 - -119/825 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Rigid ceiling directly applied or 9-6-0 oc bracing. 5.14 = -373/312 5-13 - 415/316 6-13 - -113/818 10)Design assumes 4x2(flat orientation)puffins at oc spacing indicated.fastened to WEBS 7-13 ---307/209 7.11 = 01162 3-17 - -2470/555 truss TC w/2-1 Od nails. 1 Row at midpl 5.14.5-13.3-17.7-10 7.10 = -26661624 2.17 = -508/349 8-10 - 432/293 11)A0 Plates 20 Gauge Unless Noted REACTIONS (Ib/size) NOTES (11) 17 = 229110-5-8 1)Unbalanced roof live loads have been considered for this design. 10 = 2336/0-5-8 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2pst.BCDL=5.Opsf;Category 11;Exp C. Max Horz enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right 17 = -315(load case 3) exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33. Max Uplift This truss is designed for C-C for members and forces,and for MWFRS for reactions 17 = -286(load case 4) specified. 10 = -290(load case 3) 3)This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. FORCES (lb)-Maximum CompressionlMaximum Tension 4)Provide adequate drainage to prevent water ponding. Job Truss Truss Type - --- --- ---^----- - ply �y MANNARINO/LOT#4 EAGLE RUN 11754 H03 ROOF TRUSS 1 1 I T -- ---- - - -- 1 -- (-- -Job Reference(optional)- Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MiTek Industries.Inc.Wed Jul 06 12:43:40 2005 Page 1 16-2-9 20-9-7 24-4-0 28-9-9 33-3-2 36-8-8 , 5-5-6 � 10-11� - , 5-5-6 5-6-1 5-3-3 4.6-14 3-0-9 4-5-9 4-5-9 3-5-6 Scale=1:55. 6x6 M1120= 7x8 M1120= 7.00 12 6 l�Tl 7 0 3x4 M1120 i 2x4 MII20 II 3x4 M1120 i:;, 8 S 4 5x6 M112V' 9 T 4x6 0 M1120 i S Tx 12 MII20H= yy W 3 Will1 4x6 M112011 10 1 ^ 1.5x4 M1120 11 5 h 2 1 81 B 10x12 M1120= 13 12 f n of 4x9 M1120= 5x12 M1120= 20 19 18 21 17 22 16 1s 3x4 M1120= 3x6 M1120= 3x4 M1120= 4x12 M1120= 1.5x4 M1120 It 3x6 M1120= 3x4 M1120= 010 8-1-8 16-2-9 20-9-7 24-" 33-3-2 36-M 0-10-0 7-3-8 8-1-1 4-6-14 3-6-9 8-11-2 3-5-6 Plate Offsets(X,Y): (7:0.4-0,0-3.0),I11.Edge.0.3-BL I73.0-3-8,0-2-0)--- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 300 Plates Increase 1.15 TC 0.81 Vert(LL) -0.53 13.14 >802 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.98 13-14 >434 180 M1120H 148/108 BCLL 10 0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.21 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) - 1 Weight 198 lb LUMBER TOP CHORD 2 X 4 SPF No.2'Except' 12 = 2205114.0 WEBS T4 2 X 6 SPF 165OF 1.5E,T5 2 X 4 SPF 2100F 1.8E 20 = 2404/0-5-8 10-13 - -17121539 10-12 -579111348 3-20 = -2885R19 BOT CHORD 2 X 4 SPF 165OF 1.5E'Except" Max Horz 2.20 = -3711231 B3 2 X 4 SPF Stud,B4 2 X 4 SPF 210OF 1.8E 20 = 377(load case 4) WEBS 2 X 4 SPF No.2-Except- Max Uplift NOTES (12) W15 2 X 4 DF 285OF 2.3E,W3 2 X 4 SPF Stud,W4 2 X 4 SPF Stud 12 = -174(load case 8) 1)Unbalanced roof five loads have been considered for this design. W5 2 X 4 SPF Stud.W 11 2 X 4 SPF Stud,W 13 2 X 4 SPF Stud 20 = -201(load case 7) 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C; W2 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud enclosed;MWFRS gable end zone and C-C Exlerior(2)zone;cantilever left and right FORCES (lb)-Maximum Compression/Maximum Tension exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL--1.33. BRACING TOP CHORD This truss is designed for C-C for members and forces,and for MWFRS for reactions TOP CHORD 1.2 = -367/0 2-3 = -512/124 34 = -32141820 specified. Structural wood sheathing directly applied or 2-8.10 oc purlins, except end verticals,and 4-5 = -3010/833 5.6 - -2595/783 6-7 = -2133/744 3)This truss Is not designed to support a ceiling and is not Intended for use where 2-0-0 oc purlins(3-10-4 max.):6-7.10-11. 7-8 - -337011044 8-9 - -3521/933 9-10 = -695211717 aesthetics are a consideration. BOT C1 iORD 10-11 - -70a/224 11.12 = 439/141 4)Provide adequate drainage to prevent water pending. Rigid ceiling directly applied or 6-"oc bracing. Except: BOT CHORD 5)As requested,plates have not been designed to provide for placement tolerances or 1 Row at midpt 8-14 1-20 - 48/363 19-20 = -64512662 18-19 - -528/2534 rough handling and erection conditions. 8 is the responsibility of the fabricator to increase WEBS 18-21 - -52812534 17-21 = -528/2534 17-22 = -341/2144 plate sizes to account for these factors. 1 Row at midpl 5-17.6-16,7-16.10-12.3.20 16-22 = -341121,14 15-16 - -135/0 14-15 - 0167 6)All plates are MT20 plates unless otherwise Indicated. JOINTS 8-14 - -1711197 13-14 = -909/3826 12.13 - -1478/6262 7)This truss requires plate inspection per the Tooth Count Meltxxl when this truss is 1 Brace at JI(s):11 WEBS chosen for quality assurance Inspection. 3-19 - -55/182 5-19 = -36/439 5-17 = -6571296 8)'This truss has been designed for a five bad of 20.0psf on the bottom chord In all REACTIONS (lb/size) 6-17 = -1651938 6-16 = -295/200 7.16 = -670/173 areas where a rectangle 3-6-0 tall by 1-"wide will fit between the bottom chord and any 12 = 2205/14-0 14-16 = -31812374 7.14 - -536/1988 9.14 = -1102/431 other members. 20 = 2404/0-5-8 9-13 = -639/2853 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 174 lb uplift at joint 12 and 201 lb uplift at joint 20. Continued on page 2 Job Truss TruseType ___ _____ __. _1(y. ___ �y-- 1 MANNARINO/LOT#4 EAGLE RUN 11754 H03 IROOF TRUSS Truss Engureenng Corp.,Mian Orchard,MA 01151 -IJab Reference(optional)__ NOTES (12) 62M s Mar 5 2005 MiTek Indus(ries,Inc.Wed Jul 0612:43:40 2005 Page 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 ANSVTPI 1. 11)Design assumes 4x2(Oat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-10d nails. 12)All Plates 20 Gauge Unless Noted i Joe (ITruss TarssType ---___.-.-" - MAN4ARINO/LOT#4 EAGLE RUN 11754 IH04 ROOF TRUSS II (Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43.41 2005 Page 1 I 7-3-13 12-9-11 17-10-5 :+ -1-1�1 23-6-0 1 30-0-0 7-3-13 5-5-15 5-0-9 1-3-6 44-5 6-6-0 6x6 MII20= Scale=1:59.1 6x6 M1120= 5 6 x 1 7.00 12 4x6 M1120 r, 4x4 M1120J 7 4 11 3x6 M11204 0 04 M1120 11 0 W13 5x6 M1120 i 3 W7 8 WS 2 W3 4 Y 4x4 M1120 II B2 .� I 1 15 14 W1 4 B 4 6x9 N l20= 6x/2 M1120= 91x9 M1120= 17 9 I~ ~ 13 4xS M1120= 16 3x5 1611120:Z� 12 11 4x9 M1120= 3.50 12 4x9 M1120z' 1.5x4 M1120 11 7-3-13 12-9-11 i 17-10-5 19-8-0 23-6-0 i 30-0-0 7-3-13 5-5-15 5-0-9 1-9-11 3-10-0 6-6-0 Plate Offsets()(,Y): (2:0.3-0,0-2.13],(10.0.7-4,04-2],(12:0.5-11,0-2.0],(16:0 3-2,EdgeJ LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.28 14-15 >999 240 M1120 197/144 I TCDL 10.0 Lumber Increase 1.16 BC 0.93 Vert(TL) -0.49 14-15 >733 180 BCLL 10.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.30 9 n/a n/a BCDL 100 Code IRC2003(TP12002 (Matrix) Weight:186111 LUMBER 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Ezp C; TOP CHORD 2 X 4 SPF No.2 Max Uplift enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF No 2'Except' 16 = -141(load case 7) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. B1 2 X 4 SPF 165OF 1.5E 9 = -128(load case 7) This fl is truss is designed for C-C for members and forces,and for MWFRS for reactions WEBS 2 X 4 SPF No.2"Except' specified. W4 2 X 4 SPF Stud,W5 2 X 4 SPF Stud,W6 2 X 4 SPF Stud FORCES (lb)-Maximum Compression/Maximum Tension 3)Provide adequate drainage to prevent water ponding. W 12 2 X 4 SPF Stud,W 1 2 X 4 OF 285OF 2.3E,W3 2 X 4 SPF Stud TOP CHORD 4)As requested,plates have not been designed to provide for placement tolerances or 1.2 = -9251243 2-3 = 4141/1058 34 = -26971747 rough handling and erection conditions. It is the responsibility of the fabricator to increase BRACING 4-5 - -1601/591 5-6 = -11,52/541 6-7 = -1664/668 plate sizes to account for these factors. TOP CHORD 7-8 = -277/252 1.16 = -6361213 8.9 = -333/247 5)This truss requires plate inspection per the Tooth Count Method when this truss is Structural wood sheathing directly applied or 2-6-8 oc purins, except end verticals,and BOT CHORD chosen for quality assurance Inspection. 2-0-0 oc purins(5 0 14 max.):5-6. 15-16 = -90213396 14-15 = -796/3494 13-14 - 499/2410 6)'This truss has been designed for alive bad of 20.Opsf on the bottom chord In all BOT CHORD 12-13 - -24711343 11-12 = -76/5 10-11 - 0/65 areas where a rectangle 3-6-0 ta0 by 1-0-0 wide will fit between the bottom chord and any Rigid ceding directly applied or 2-2-0 oc bracing. 7-10 - -140/475 10-17 = -18011396 9-17 = -18111388 other members. WEBS WEBS 7)Bearing at joint(s)16 considers parallel to grain value using ANSVTPI 1 angle to grain 1 Row at midpt 3-14.4-13,6-12,2-16,7.9,5-12 3-15 - -196/1070 3-14 - -1420/441 4.14 - -286/1569 formula. Building designer should verify capacity of bearing surface. 4-13 = -1736/511 5.13 = -28911240 6-12 - -175/363 8)Provide mechanical connection(by others)of truss t0 bearing plate capable of REACTIONS (lb/size) 10-12 = -189/1271 6-10 = -186/582 2-16 = -3186/845 withstanding 141 lb uplift at joint 16 and 128lb uplift at joint 9. 16 = 1803/0-5.8 7-9 = -1905/323 5.12 = -9171328 2.15 - 0/333 9)This truss is designed In accordance with the 2003 International Residential Cade 9 = 1883/0-3.6 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Max Horz NOTES (11) 10)Design assumes 4x2(Oat orientation)purlins at oc spacing indicated,fastened to 16 = 492(load case 4) 1)Unbalanced roof live loads have been considered for this design. truss TC w/2-10d nails. Max Uplift 16 -141(load case 7) 11)All Plates 20 Gauge Unless Noted = 9 = -128(load case 7) ------------------- Job Truss - Truss Type MANNARINO/LOT#4 EAGLE RUN 11754 IH05 ROOF TRUSS 1 - 1 Job Reference(optional) - Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43:42 2005 Page 1 7-3-13 12-9-11 15-0-14 i 19-M ,21-5-21 23-6-0 , 30-M , 7-3-13 5-5-15 2-9-2 4-1-2 1-9-2 2-0-14 6-6-0 5x5 M1120= 3x8 M1120= Scale=1:52. 6x6 M1120= 5 8 7 4x6 M1120 i �T 4x4 M1120, 8 7.00 12 4 3x6 M1120 i W 12 0 1 0 W14 4x4 M1120 II 3 9 0 Sx8 M1120 i O1 WS a 5 2 W3 m n 4x4 MI120 11 2 1 17 16 $ W B R 6x8 M1120= 6z12 M1120= 15 !x9 M1120= 19 10 I.N 4x9 M1120r 19 3x7 M1120= 18 12 14 13 12 9.50 5x5 M1120= 4x9 M1120% 1.5x4 MII2011 4x9 M1120= 7-3-13 , 12-9-11 , 15-6-14 , 19-8-0 ,21-5-2, 23-6-0 , 30-M , 7-3-13 5-5-15 2-9-2 4-1-2 1-9-2 2-0-14 6-6-0 Plate Offsets(X.Y): 12:0-4-0,0-3-01,111:0-7-4,0-441,[18:03-2,Edge]- _ - - ---------� ----- --- ---_ LOADING(psQ SPACING 2-0.0 CSI DEFL k1 (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.67 Verl(LL) -0.28 16-17 >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Verl(TL) -0.49 16-17 >725 180 BCLL 10.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.29 10 n/a Na BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:194 Ib LUMBER 2)Wind:ASCE 7-02:100mph;h=25f1;TCDL=4.2psf;BCDL=5.0psf;Category 11;Exp C; TOP CHORD 2 X 4 SPF No.2 Max Uplift enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF No.2'Except* 18 = -181(load case 4) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 812 X 4 SPF 165OF 1.5E This truss is designed for C-C for members and forces,and for MWFRS for reactions WEBS 2 X 4 SPF No.2'Except' FORCES (lb)-Maximum Compression/Maximum Tension specified. W4 2 X 4 SPF Stud,W5 2 X 4 SPF Stud,W6 2 X 4 SPF Stud TOP CHORD 3)Provide adequate drainage to prevent water ponding. W7 2 X 4 SPF Stud,W 13 2 X 4 SPF Stud,WI 2 X 4 OF 285OF 2.3E 1-2 - -876/206 2.3 = 416711077 34 = -2683(763 4)As requested,plates have not been designed to provide for placement tolerances or W3 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 4-5 - -19631690 5-6 = -1651/625 6-7 = -1191/524 rough handling and erection conditions. It is the responsibility of the fabricator to increase 7-8 = •1637/655 8-9 = -279/253 1-18 - -601/184 plate sizes to account for these factors. BRACING 9 10 = •337/249 5)This truss requires plate inspection per the Tooth Count Method when this truss is TOP CHORD 80T CHORD chosen for quality assurance inspection. Structural wood sheathing directly applied or 2.4-12 oc pur ins, except end verticals,and 17-18 = -995/3261 16-17 - -92913512 15-16 = -618/2366 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all 2-0-0 oc purfins(4.4-12 max.):5-7. 14-15 - -326/1376 13-14 - -309/1301 12.13 - -84/0 areas where a rectangle 3-6-0 tall by 1-"wide will fit between the bottom chord and any BOTCHORD 11-12 - 0129 8-11 - -197/574 11-19 - -237/1405 other members. Rigid ceiling directly applied or 2-2-0 oc,bracing. 10-19 - -239/1396 7)Bearing at joint(s)18 considers parallol to grain value using ANSVTPI 1 angle to grain WEBS WEBS formula. Building designer should verify capacity of bearing surface. 1 Row at midpt 3-16.4.15.6-14.6-13.7-13,8-10,2-18 3-17 = -204/1064 3-16 - -14651462 4-16 - -321/1502 8)Provide mechanical connection(by others)of truss to bearing plate capable of 4.15 - -1577/467 5.15 - -202/670 6-15 - -2731786 withstanding 120 lb uplift at joint 10 and 181 lb uplift at joint 18. REACTIONS (Ib/size) 6-14 = -2661129 6-13 = -8011312 7-13 = -156/124 9)This truss is designed in accordance with the 2003 International Residential Code 10 = 188310-3-6 11-13 = •281/1487 7-11 = -198/806 8-10 = -19151338 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 18 = 180310-5-8 2.17 = -9/473 2-18 = -31121882 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to Max Horz truss TC w/2-10d nails. 18 = 439(load case 4) NOTES (11) 11)At Plates 20 Gauge Unless Noted Max Uplift 1)Unbalanced roof live loads have been considered for this design. 10 = -120(load case 4) Job lTruss _ Truss Type 11754 IH06 ROOF TRUSS `! 11y py 1=MANNAR1Nd/-L:d--Tf9-EkG-LE RUTruss Engineering Cap.,Indian Orchard,MA 01151 - ._ . nal) 6-6-11 12-9-15 18-0-8 6.200 s Mar 5 20051ATek Industries,Inc.Wed Jul 0612:43.43 2005 Pagel j 23-3-1 26-6-8 6-6-11 6-3-3 5-2-9 5-2-9 3-3-7 6x6 M1120= 6x6 MII20= Scale 1:43.4 1.5x4 M1120 11 .r 3 4x4 M1120,1 6 7.00 FIT 3x5 M11204 2 W6 W6 0 W yr ao W4 `4 m Sx6 M11204 u 1 2 THD26 12 11 3xS M1120 II 5x5 M1120= 3x4 M1120= 3x4 MI0120= 14 9 15 8 16 7 4x9 MI120= 4x5 MI120= 3x4 M1120 11 -0-' 6-6-11 i 12-9-15 18-" 23 3 1 26 6 8 , 0-0-2 6-6-11 6-3-3 5-2-9 Plate Offsets(X,Y): (1:Edge,O-1.11],[s:0-1-0,0.1-eJ ---------•---- -------- �_.._.. 5-2-9 3-3-7�----_-- LOADING(psQ SPACING 2-0-0 CSI = �--_ ---_DEFL In (loc) Vdefl L/d =----___ _----- TCLL 30.0 Plates Increase 1.15 TC 0.69 Ven(LL) •0.11 9_10 �999 240 PLATES GRIP TCDL 10.0 Lumber Increase 1.15 BC 0.64 M1120 197/144 BCLL 10.0 Rep Suess loci YES Vert(TL) -0.19 10-12 �999 180 BCDL 70.0 WB 0.63 Horz(TL) 0.05 7 n/a n1a Code IRC2003/TP12002 (Matrix) LUMBER -" ------- Weight'1481b TOP CHORD 2 X 4 SPF No.2 FORCES (lb)-Maximum Compression/Maximum Tension 5)This truss requires plate Inspection per the Tooth Count Method when this truss is BOT CHORD 2 X 4 SPF No.2 TOP CHORD chosen for quality assurance inspection. WEBS 2 X 4 SPF Stud*Except* 1-2 = -22371567 2.3 - -1760/546 3-4 = -1241/496 areashis truss where a rectang a 3-6-0 tall by 1-"s been designed for a fivewide willd ofl betweef onn the bottomchord and any W6 2 X 4 SPF No.2,W6 2 X 4 SPF No.2,W 1 2 X 4 SPF No.2 W9 2 X 4 SPF No.2 4-5 = -12421496 5-6 = -7331351 1-13 = -15071432 other members. 6-7 = -1701/482 8OT CHORD 7)Refer to girder(s)for truss to truss connections. 8 Provide mechanical BRACING 12-13 - -518/500 11.12 - -627/1820 10.11 = -627/1820 withstand ng 23lb uplift at joint 13(and 3by 47 l ft b� alto bearing plate capable of truss TOP CHORD 7. 10-14 - -50711406 9-14 = -50711406 9-15 = -250/617 9)This truss is designed in accordance with the 2003 International Residential Code Structural wood sheathing directly applied or 3-5-13 oc pudins, except end verticals,and 8-15 = -2501617 8-16 = -79/136 7-16 = 2-0.0 oc purlins(4-11-7 max.):3-5. WEBS 79/136 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. id 807 CHORD 10)2.12 - 01103 2-10 = -5091251 3-10 = -100/626 truss TC Design w/2 10d nailsz2(flat orientation)puriins al oc spacing indicated.fastened to Rigid calling directly applied a 7-5.9 oc bracing. 3-9 = -324/100 4-9 = -472/320 5.9 WEBS 3-9 = -3241100 1-9 = 4721320 5-9 - -38211184 11)AN Plates 20 Gauge Unless Noted 1 Row at midpt 3-9.4.9.5-6,6-7 - -388/1400 REACTIONS (Ib/size) NOTES (11) 13 = 1)Unbalanced roof Eve loads have been considered for this design. 16 7/Mec 5-ecal 2)Wind:ASCE 7-02;100mph:h=25ft;TCDL=4.2psf;BCDL-5.0psf;Category II;Exp C; Max Horz enclosed;MWFRS gable end zone and C-C Exterior(2)zone:cantilever eft and right 13 = exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. pax U lift 448(load case 4) This truss is designed for C-C for members and forces,and for MWFRS for reactions P specified. _ -223(load case 4) 3)Provide adequate drainage to prevent water g _ -347(load case 4) 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. Joe Truss -'—Truss Type ---- -- ;r- — PIr-`- MANNARINO/LOT#4 EAGLE RUN 11754 I MH01 ROOF TRUSS ---- 1 11 -- f.---1--- Job Reference(optional)-- - Truss Engineering Corp.,Indian Orchard,MA 01151 - --�--' 1 6.200 s Mar 3 2005 AhTek Industries,Inc.Wed Jul 0612:43:44 2005 Page 1 5-5-0 10-6-8 18-6-8 26-G 8 5-5-0 5-1-8 8-" 8-0-0 6x6 M1120= Scale=1:38. ^ 3 3x4 M1120= 4x4 L11120 It _ _ R11 0 7.00 12 3x5 MI1204 T W6 We 0 i n W4 5x5 M1120G 1 i 10 9 8 11 7 12 6 3x4 M112011 5x5 M1120= 6x9 M1120= 3x4 M1120= 4x5 M1120= 5-5-0 10-6-8 18-6-8 26-6-8 5-5-0 5-1-8 8-" 8-M -- - ------ --------- ---- Plate Offsets(X,Y): (1:0-2-4,0-2-0J,(S:Edge,0-3-6),18:0.3-12,0-3-01 - ----- -- LOADING(psf) SPACING 2-0-0 — - CSI --` -- - -- --DEFL --- In (loc) Well Ud - — PLATES GRIP TCLL 30.0 Plates Increase 1A5 TC 0.87 Verl(LL) -0.21 7-8 >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.36 7-8 >882 180 BCLL 100 Rep Stress Incr YES WS 097 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix)' _ Weight 1261b LUMBER - - TOP CHORD 2 X 4 SPF No.2 4)As requested,plates have not been designed to provide for placement tolerances or Max Uplift rough handling and erection conditions. It is the responsibility of the fabricator to increase BOT CHORD 2 X 4 SPF No.2 10 = -204(load case 4) plate sizes to account for these factors. WEBS 2 X 4 SPF Stud'Except* 5)This truss requires plate inspection per the Tooth Count Method when this truss Is W9 2 X 4 SPF No.2,W6 2 X 4 SPF No.2,W8 2 X 4 SPF No.2 FORCES (lb)-Maximum Compression/Maximum Tension chosen for quality assurance inspection. WI 2 X 4 SPF No.2 TOP CHORD 6)•This truss has been designed for a five load of 20.Opsf on the bottom chord In all 1.2 = -22501569 2-3 - -2005/577 3-4 = -1546/535 areas where a rectangle 3.6-0 tag by 1-0-0 wide will fit between the bottom chord and arty BRACING 4-5 = -67/163 5.6 - -286/189 1-10 = -1551/433 other members. TOP CHORD BOT CHORD 7)Refer to girder(s)for truss to truss connections. Structural wood sheathing directly applied or 3-2-10 oc pudins, except end verticals,and 9-10 = -382/411 8-9 - -52211843 B-11 - 480/1669 8)Provide mechanical connection(by others)of truss to bearing plate capable of 2-"oc puriins(3-9.3 max.):3-5. 7-11 = 48011669 7.12 - -448/1543 6-12 - 448/1543 withstanding 432lb uplift at joint 6 and 204 lb uplift at joint 10. BOT CHORD WEBS 9)This truss is designed in accordance with the 2003 International Residential Code Rigid ceiling directly applied or 2-2-0 oc bracing. 2-9 = -102/96 2-8 = -3391161 3-8 - -30/600 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. WEBS 3-7 - -281/44 4-7 = 0/676 4.6 = •19591490 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to 1 Raw at midpt 6-6.3-7.4-6 1-9 - -25711454 truss TC w/2-10d nails. JOINTS q�ace at Jt(s):5 NOTES (11) 11)All Plates 20 Gauge Unless Noted ' 1)Unbalanced roof live loads have been considered for this design. 'lb/size) 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf-.Category It:Exp C; 1744/0-5-8 enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right 1681/Mechanical exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions ass 4) specified. 3)Provide adequate drainage to prevent water ponding. Job Truss --- Truss Type -. ------ ---------•------ Qly-I qy----- ----------- ---- -- ---- 11754 S01 ROOF TRUSS 1 1 MANNARINO/LOT#4 EAGLE RUN TrussE ineerir Cor . d' - -- -- - ------ ------I ------�JobReference tional � �9 P.h pan Orchard.t.AA 01151 ---_ --(oP )-- ----- 6200 s Mar 5 2005"Tek Industries,Inc.Wed Iu10612:43:45 2W5 Page 1 22-7-15 7-3-13 12-9-11 17-8-0 19-8-0 1�-0� 2?t0 29-5-7 35-10-0 7-3-13 5x6 + 1120= Scale=1:60.5-5-15 4-10-5 2-0-0 1-4-01-7-15 5-11-7 6-4-9 5 1.5x4 M112011 6"W19i11- 6x6 M1120= 1.5x4 M112011 6 7 2x4 M112011 7.00 12 T 8 9 4 w7 3x6 M11204 4x5 M1120� 5x6 MII204 3 1 10 INS 2 ws W15 6 Qm 4x4 M112011 B 1 11 18 17 W 3 I'Y 4 6x6 MII20= 6x12 MI120= 91x12 MII20= 12 3x4 M1120= 19 16 15 14 2x4 M112011 4x9 M1120::: 3.50 F12 5x8 MII20= 1.5x4 M112011 4x9 M1120= 7-3-13 , 12-9-11 19-8-0 ?1-0- 23-6-0 , 29-9-4 30r0-0 35-10-0 7-3-13 5-5-15 6-10-5 1-4-0 2-6-0 6-3-4 0-2-12 5-10-0 Plate Offsets(),Y): 12:0.3-0,0-3-0],116:0.5.8,0-2-12],(19:0-3-2,Edge] _ -- -- -- ---- ------- LOADING(psf) SPACING 2.0-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0 68 Vert(LL) .0.24 17-18 >999 240 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) .0.45 16-17 >787 180 MII20 1971144 BCLL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.23 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 - -- - (Matrix) Weight 211 to LUMBER ---- --- -- - - -- -- -- ---- TOP CHORD 2 X 4 SPF No.2 Max U 2)Wind:ASCE 7-02;10OMph;h=25ft.TCDL=4.2psf;BCDL=5.Opsf,.Category 11;Exp C; Uplift enclosed;MWFRS gable end zone and C-C Exlerior 2 zone;cantilever left and right BOT CHORD 2 X 4 SPF No.2-Except- 19 = 136(load case 7)Bt 2 X 4 SPF 1650E 1.5E exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33.WEBS 2 X 4 SPF Stud'Except- This truss Is designed for C-C for members and forces,and for MWFRS for reactions FORCES (lb)-Maximum Compressi xVMaximum Tension specified. W7 2 X 4 SPF No.2,W8 2 X 4 SPF No.2,W9 2 X 4 SPF No.2 TOP CHORD 3)This truss Is not designed to support a ceiling and is not Intended for use where W 10 2 X 4 SPF No.2,WI 1 2 X 4 SPF No.2,W 12 2 X 4 SPF No.2 1-2 = -9261219 2-3 - -38711910 3.4 - -2501/632 aesthetics are a consideration. W 12 X 4 OF 285OF 2.3E 4-5 = -25031805 5-6 = -1275/530 6-7 - -13361506 4)Provide adequate drainage to prevent water pondin g. 7-8 = .1043/408 8.9 - -1213/476 9-10 = -1347/326 5)As requested,plates have not been designed to provide for placement tolerances or BRACING 10-11 = -376/670 1.19 - -6341197 rough handling and erection conditions. tt is the responsibility TOP CHORD BOT CHORD possibility of the fabricator to increase Structural wood sheathing directly applied or 2-7.10 oc purlins, except end verticals,and 18-19 = -775/3151 17.18 a 656/3264 1&iT = Plate sizes to account for these factors. 179/1214 6)This truss requires plate inspection per the Tooth Count Method when this truss is 2-0-0 oc purlins(5-4-14 max.):7-8. 15-16 - -11211085 14-15 - -7477 13-14 - 0153 chosen for quality assurance inspection. BOT CHORD 9-13 = -3171297 12-13 = -4521384 11-12 - -4521384 7)•This truss has been designed for a five load of 20.Opsf on the bottom chord in all Rigid ceding directly applied or 2-2-0 oc bracing. Except: WEBS areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any 1 Row at midpt 9.13 3-18 - -166/1002 3-17 = -13651418 4-17 = 4261302 other members. WEBS 5-17 = -52211917 5-16 = .3121235 6.16 - .73/96 8)Bearing at joint(s)19 considers parallel to grain value using ANSVTPI 1 angle to 1 Row at midpt 5-16,6-16,7-15,2.19 7-16 = -51/195 7-15 = -8901233 B-15 = -2771269 formula. Building designer should verify capacity of bearing surface. ern 13-15 - -6611167 8-13 - -88/254 10-13 = -437/1701 9)Provide mechanical connection(by others)of truss to bearing plate capable of REACTIONS (ItVsize) 10.12 = .2253/842 2-19 - -2899/732 2-18 = 0/330 withstanding 3871b uplift at joint 12 and 136 lb uplift at joint 19. 12 = 2572/0 5 8 10)This truss is designed In accordance with the 2003 International Residential Code 19 = 1710/0-5-8 NOTES (12) sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. Max Horz 1)Unbalanced roof rive loads have been considered for this design. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to 19 = 42Woad case 4) truss 7C w/2-10d nails. Max Uplift 12 AO Plates 20 Gauge Unless Noted 12 = -387(load case 8) ) 9 Joe Truss Truss Type - O1Y Per MANNARINOILOT#4 EAGLE RUN 11754 S02 ROOF TRUSS 1 1 1 .----- �-.,------- --� ---�---- -__L __. Job Relererxe(oP�)-- Truss Engineering Corp.,Indian Orchard.AAA 01151 6.200 s Mar 5 2005 MTek industries,Inc. Wed Jul 0612A3,46 2005 Page 1 20-4-9 7-3-13 , 12-9-11 17-8-0 18-8- 23-6-0 29-5-7 35-10-0 5x6 ll20- 4x5 1120- Scale=1:59. 7-3-13 5-5-15 4-10-5 1-0-9 3-1-7 5-11-7 64-9 4x6 M1120J 5 1-T-15 T 6 „ -TAT 1.5x4 M1120 II d 2x4 M1120 II 7.00 12 8 4 W7 3x6 M1120 i 8 12 5x8 M1120, 1 5x6 M1120 i 9 W5 i 2 W3 W13 4 4x4 MI120 II 10 1 16 15 W1 jT 4 6x6 M1120= 6x12 M1120= 7x12 M1120= 11 3x4 M1120= IN N 17 14 is 2x4 M1120 11 4x9 M1120� 3.50 12 5x12 M1120z 1.5x4 M1120 II 7-3-13 12-9-11 19-8-0 23." 29-94 30 -0 35-10-0 7-3-13 5-5-15 6-10-5 3-10-0 6-34 0-2-12 5-10-0 Plate Offsets(X,Y): [2:0-3-0,0-3-0],j6:0-3-0,0-0-15j,[9.0-3-12,0.3-OJ,[140-6-0,0-1-14],[17:0_3-2,Edgej_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 068 Vett(LL) -0.24 15-16 >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.45 14-15 >799 180 BCLL 10.0 Rep Stress Ina YES W8 0.94 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:1961b LUMBER 2)Wind:ASCE 7-02;100mph;h=25ft,.TCDL=4.2psf BCDL=S.Opsf;Category 11;Exp C; TOP CHORD 2 X 4 SPF No-2 Max Uplift enclosed;MWFRS gable end zone and C-C Exteda(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF No.2'Except* 17 = -136(load case 7) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Bt 2 X 4 SPF 165OF 1.5E This truss is designed for C-C for members and forces,and for MWFRS for reactions WEBS 2 X 4 SPF Stud-Except' FORCES (lb)-Maximum Compression/Maximum Tension specified. W7 2 X 4 SPF No.2,WO 2 X 4 SPF No.2,W9 2 X 4 SPF N0.2 TOP CHORD 3)This truss is not designed to support a ceiling and Is not intended for use where W 10 2 X 4 SPF No.2,W 12 2 X 4 SPF No.2,W 1 2 X 4 DF 2e5OF 2.3E 1-2 = -927/219 2-3 = -38721912 3-4 = -25=633 aesthetics are a consideration. 4-5 = -24981803 5-6 = -1179/491 6.7 = -1044/449 4)Provide adequate drainage to prevent water ponding. BRACING 7-8 = -12461466 8.9 = -1347/325 9-10 = -375/670 5)As requested,plates have not been designed to provide for placement tolerances or TOP CHORD 1.17 - -634/197 rough handling and erection conditions. It is the responsibility of the fabricator to increase Structural wood sheathing directly applied or 2-7-11 oc purlins, except end verticals,and BOT CHORD plate sizes to account for these factors. 2-0-0 oc pur ins(5-5.6 max.):6-7. 16-17 = -784/3150 15-16 - -669/3265 14.15 = -19011217 6)This truss requires plate inspection per the Tooth Count Method when this truss Is BOT CHORD 13-14 = -80/0 12-13 = 0140 8.12 = -3651269 chosen for quality assurance Inspection. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 11-12 = -4521384 10-11 = -452/384 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all 1 Row at midpl 8-12 WEBS areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any WEBS 3-16 = -168/1002 3-15 = -1368/420 4-15 = 4171296 other members. 1 Row at midpl 3-15,5.14,6-14.7-12,2-17 5-15 = -518/1907 5-14 = -385(240 6-14 - -464/168 8)Bearing at joint(s)17 considers parallel to grain value using ANSVTPI 1 angle to grain 7-14 = -1411398 12-14 = -81/1075 7-12 = -126/173 formula. Building designer should verity capacity of bearing surface. REACTIONS (Ib/size) 9-12 -434/1701 9-11 = -2253/841 2.16 = 01331 9)Provide mechanical connection(by others)of truss to bearing plate capable of 11 = 2572/0.5.8 2-17 = -2899(733 withstanding 387 lb uplift at joint 11 and 136 tb uplift at joint 17. 17 = 171010-6.8 10)This truss is designed in accordance with the 2003 International Residential Code Max Horz NOTES (12) sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 17 = 417(load case 4) 1)Unbalanced roof live loads have been considered for this design. 11)Design assumes 4x2(flat orientation)purlins at oc spacing Indicated,fastened to Max Uplift truss TC w/2-10d nails. 11 = -387(load case 8) 12)All Plates 20 Gauge Unless Noted Job Truss - Tri,ssType IIlIANNARINOILOT$14 EAGLE RUN 11754 S03 ROOF TRUSS 2 1 _ __-__ -___ _ :_ l_ i Ijob Reference(INO/l) - Truss Engineer"Carp.,Indian Orchard.MA 01151 8.200 s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43:47 2005 Page 1 7-3-13 12-9-11 18-" 19-8T 23-" 1 29-5-7 35-10-0 , 7-3-13 5-5-15 5-8-4 1-2-0 3-10-0 5-11-7 6-4-9 3x6 M1120= Scale=1:60. 6 3x4 M1120, 7 7.00 fff 06 11011120 i 2x4 M1120 11 g 6 3x6 M1120 i a t0 6x6 M1120N 3x4 M1120 i 4 W7 9 4x6 M1120 i WS 3 W12 3 2 W3 4x4 M1120 I I Al 10 1 4r t6 15 W )Y 4 6x6 M1120= 6x12 M1120= 7x12 M1120= 11 3x4 MII20= Irq.,I- 2x4 M1120 11 17 14 13 4x9 M1120s 3.50 12 5x12 M1120� 1.5x4 M1120 11 I 7-3.13 , 12-9-11 19-M 23-" 1 29-9-4 30r0-0 35-10-0 , 7-3-13 5-5-15 6-10-5 3-10-0 6-3-4 0-2-12 5-10-0 Plate Offsets(X,Y): )9:0-2-0,Edge),(14:0.6-8,0.2-0),(17:0-3-2,Ed e- . - - -- ---- .--- --- LOADING(psi SPACING 2-0-0 CSI DEFL In (hoc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.67 Ved(LL) -0.25 15.16 "99 240 M1120 197/144 TCOL 10.0 Lumber Increase 1.16 BC 0.94 Vert(TL) -0.45 14.15 -791 180 BCLL 10.0 Rep Stress Incr YES WB 0 88 Horz(TL) 0.25 11 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 187lb LUMBER --- - - ----'_- �-- ----2)Wind:ASCE 7-02.100mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category 11;Exp C; TOP CHORD 2 X 4 SPF N0.2 Max Uplift enclosed;MWFRS gable end zone and C-C Exlerior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF No.2'Except* 11 = -384(load case 8) exposed;end vertical left and right ex pa gh posed;Lumber DOL=1.33 plate grip DOL=1.33. B 12 X 4 SPF 165OF 1.5E 17 = -138(load case 7) This truss is designed for C-C for members and forces,and for MWFRS for reactions WEBS 2 X 4 SPF Stud*Except* specified. W7 2 X 4 SPF No.2,W9 2 X 4 SPF No.2,W9 2 X 4 SPF No.2 FORCES (Ib)-Maximum CompresslordMaximum Tension 3)This truss is not designed to support a ceiling and is not Intended for use where W 10 2 X 4 SPF No.2,W 12 X 4 SPF 210OF 1.8E TOP CHORD aesthetics are a consideration. 1.2 = -8511180 2-3 = -3882/888 3-4 _ -3838/900 4)As requested,plates have not been designed to provide for placement tolerances or BRACING 4-5 - -2481/625 6-6 - -11961449 6.7 - -1091/484 rough handling and erection conditions. It is the responsibility of the fabricator to Increas TOP CHORD 7-8 - -1290/485 8-9 = -1347/320 9-10 - -3761671 plate sizes to account for these factors. Structural wood sheathing directly applied or 2.6-11 oc pudins, except end verticals. 1-17 = -5821167 5)This truss requires plate Inspection per the Tooth Count Method when this truss is BOT CHORD BOT CHORD chosen for quality assurance Inspection. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 16-17 = -75713080 15.16 = -643/3265 14-15 = -362/2222 6)'This truss has been designed for a rive load of 20.Opsf on the bottom chord in all 1 Row at midpt B-12 13-14 = -7910 12-13 = 0140 8-12 - 4311306 areas where a rectangle 3-"tag by 1-0-0 wide will fit between the bottom chord and any WEBS . 11-12 - 453/384 10-11 = -453/384 other members. 1 Row at midpl 4-15.5-14.7-14.7-12.2-17 WEBS 7)Bearing at joint(s)17 considers parallel to grain value using ANSVTPI 1 angle to grain 4.16 = -15611003 4-15 = -13721413 5-15 - -22211524 formula. Building designer should verify capacity of bearing surface. REACTIONS (lb/size) 5.14 - -17591484 6.14 - -2361657 7.14 - -2131202 8)Provide mechanical connection(by others)of truss to bearing plate capable of 11 = 2572AI-5.8 12.14 - 4711052 7-12 = -1401160 9.12 = 43111704 withstanding 384 Ib uplift at joint 11 and 138 lb uplift at joint 17. 17 = 1710/0-5.8 9-11 - -2251/836 2-16 = 01395 2-17 = .2912/763 9)This truss is designed in accordance with the 2003 International Residential Code Max Horz sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 17 = 435(load case 4) NOTES (10) 10)Ag Plates 20 Gauge Unless Noted Max Uplift 1)Unbalanced roof live loads have been considered for this design. 11 = -384(load case 8) 17 = -138(load case 7) Job Truss Truss Type - - - - - Oly MANNARINO/LOT#4 EAGLE RUN 11754 SO4 ROOF TRUSS 3 1ru n r' -- -- 1ply-'-- ._.�Job Reference(oplianat)_ - . Truss Engineering ng Corp..Cap. Indian Orchard,MA 01151 6.200 s Mar 5 2005 MTek Industries,Inc.Wed Ju106 12:43:48 2005 Page 1 7-3-13 12-9-11 , 18-M 19-8T 23-6-0 30-M , 7-3-13 5-5-15 5-8-4 1-2-0 3-10-0 6-6-0 3x6 M1120= Scale=1:60. 5 3x4 16`11120O 6 7.00 F12 06 M1120 i 3x5 M1120: 7 4 3x6 M1120 i 8 10 4x4 M112011 5x6 1 120 i 3 W12 8 WI INS i 2 3 W3 � m 3x5 M1120G B n 1 14 13 W 6x9 M1120= 6x12 M1120= Bit91xe M1120= 16 9 4 4 4x5 M1120= 15 12 11 4x9 M1120% 3.50 12 5x12 M1120z� 1.5x4 M112011 7-3-13 i 12-9-11 19-8-0 i 23-6-0 30-M 7-3-13 5-5-15 6-10-5 3-10-0 6-6-0 Plate Offsets(X,Y): (2:0-3-0,0-3-0),(10:0.7-4,0.4-4J,112:0-6-8,a2-0J- - '-- LOADING(psf) SPACING 2-" CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.73 Veri(LL) -0.27 13-14 >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 098 Vert(TL) -0.47 13-14 449 180 BCLL 10.0 Rep Stress Ina YES WS 0.91 Horz(TL) 0.30 9 n1a n/a TP1 BCDL 10.0 Code IRC2003I2002 (Matrix) Weight 176lb LUMBER - -- -- - ------ - _-- 2)Wind:ASCE 7-02;100mph;h=25f;TCDL=4.2psf;BCDL=5.Opsf;Category 11.Exp C; TOP CHORD 2 X 4 SPF No.2 Max Uplift enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF No.2-Except- 9 = -132(load case 7) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. B 12 X 4 SPF 165OF 1 5E 1s = -142(load case 7) This truss Is designed for CC for members and faces,and for MWFRS for reactions WEBS 2 X 4 SPF No.2-Except- specified W4 2 X 4 SPF Stud,W5 2 X 4 SPF Stud,W6 2 X 4 SPF Stud FORCES (lb)-Maximum CompressiorvMaximum Tension 3)As requested,plates have not been designed to provide for placement tolerances or Wit 2 X 4 SPF Stud,W 1 2 X 6 SPF 165OF 1 5E,W2 2 X 4 SPF Stud TOP CHORD rough handling and erection conditions. It Is the responsibility of the fabricator to Increase W3 2 X 4 SPF Stud 1-2 = -10581308 2-3 = 4067/1048 3.4 - -2688/736 plate sizes to account for these factors. 4-5 = -13661531 5.6 = -1267/568 6-7 = -1682/666 4)This truss requires plate Inspection per the Tooth Count Method when this truss Is BRACING 7-8 = -2751252 1-15 = -7261260 8-9 = -332/247 chosen for quality assurance inspection. TOP CHORD BOT CHORD 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all Structural wood sheathing directly applied or 2-7-10 oc puriins, except end verticals. 14.15 = -887/3439 13-14 = -778/3444 12-13 = 460/2411 areas where a rectangle 3-&0 tall by 1-"wide will fit between the bottom chord and any BOTCHORD 11-12 - -95/1 10-11 = 0/37 7-10 = -116/417 other members. Rigid WEBS WEBS directly applied or 2-2-0 oc bracing. 10.16 = -175/1392 9-16 = -176/1384 6)Bearing at joint(s)15 considers parallel to grain value using ANSVI PI 1 angle to grain WEBS formula. Building designer should verify capacity of bearing surface. 1 Row at midpi 3.13,4-12,6-12,7-9.2-15 3-14 = -204/1041 3.13 = -1371/429 4-13 - -26511580 7)Provide mechanical connection(by others)of truss to bearing plate capable of 4-12 = -1811/526 5112 = -3111810 6-12 = -472/209 withstanding 132 lb uplift at joint 9 and 142lb uplift at joint 15. REACTIONS (lb/size) 10-12 = -136/1301 6.10 = -207/587 7-9 = -1900/316 8)This truss is designed in accordance with the 2003 International Residential Code 9 = 1878/0-3-8 2.15 = -30861767 2-14 - 0/252 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15 = 179810-5-8 9)AO Plates 20 Gauge Unless Noted Max Horz NOTES (9) 15 = 507(load case 4) 1)Unbalanced roof live loads have been considered for this design. Max Uplift 9 = -132(load case 7) 15 = -142(load case 7) Job Truss -- -- Truss Type -- —---- — — City pr W NARINO/LOT#4 EAGLE RUN - 1 — ------- ---- - 11754 IS08 (ROOF TRUSS I6 1 _.. _. Job Reference(optwnal)_ Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MTek Industries,Inc.Wed Jul 06 12:43 49 2005 Page 1 1-3-8 6-0-12 10-10-0 i 15-7-4 i 20-4-8 21-8-0 1-3-8 4-9-4 4-94 4-9-4 4-9-4 1-3-8 4x5 M1120= Scale=1:39. 4 S.00 12 05 M11204 4x5 M1120J 3 W3 W3 5 1.5x4 M112011 9 7x8 M1120= 1.5x4 M1120 II n 2 6 7 1 .y 3 4.00 12 to �1 3x4 M1120= 3x4 M1123= 8 1-8-0 4-10gge MII20= 10-10-0 + 20-4-8 6 0-10-0 9-6-8 9-6-8 0-5-8 0-5-8 0-10-0 Plate Offsets()i Y): 18:0-5-1,0-2-31.110:0-5-1,0.2-31 — - -— - -— -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.19 8-9 >999 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.41 8-9 >553 180 BCLL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:86lb LUMBER 6) This truss has been designed for a Eve load of 20.Opsf on the bottom chord in all TOP CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any BOT CHORD 2 X 4 SPF No.2 2.3 - -550/79 3-4 = -1811/354 4-5 - .1811/354 other members. WEBS 2 X 4 SPF Stud 5-6 - -5501'79 6-7 = 464/0 7)Provide mechanical connection(by others)of truss to bearing plate capable of BOT CHORD withstanding 139 Ib uplift at joint 10 and 139 lb uplift at joint 8. BRACING 1-10 = 01420 9-10 = -36811722 8.9 = -311/1722 8)This truss is designed In accordance with the 2003 International Residential Code TOP CHORD 7-8 = 0/420 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Structural wood sheathing directly applied or 4-2-0 oc purtins. WEBS 9)A8 Plates 20 Gauge Unless Noted BOT CHORD 2-10 = -3221295 3-10 - -1601/454 3-9 = -2431275 Rigid ceiling directly applied or 9-7-3 oc bracing. 4.9 = -182/1488 5-9 = -243/285 5-8 - -16011454 WEBS 6-8 = -3221295 1 Row at midpt 3-10,5-8 NOTES (9) REACTIONS (lb/size) 1)Unbalanced roof Eve loads have been considered for this design. 10 1300/0-5-8 2)Wind:ASCE 7-02;100mph;h=25t;TCDL=4.2psf;BCDL--S.Opsf;Category 11;Exp C; 8 = 130010-5-8 enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever let and right Max Horz exposed;end vertical let and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 10 = -282(load case 3) This truss is designed for C-C for members and farces,and for MWFRS for reactions Max Uplift specified. 10 = -139(load case 7) 3)This truss Is not designed to support a ceiling and is not intended for use where 8 = -139(load case 8) aesthetics are a consideration. 4)As requested,plates have not been designed to provide for placement tolerances or FORCES (lb)-Maximum Compression/Maximum Tension rough handling and erection conditions. It is the responsibility of the fabricator to increase TOP CHORD plate sizes to account for these factors. 1-2 = -464/0 5)This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job rr°55 1TruseType - — 1r — �r 1 MANNARINO/LOT#4 EAGLE RUN 11754 S08GE (ROOF TRUSS Truss Engineering Corp.,Indian Orchard,MA 01151 - - — —---- —------�-_- �._., Job Reference(optiiona) 6.200 s Mar 5 2005 MiTek Industries,Inc.Wed Jul 0612:43-50 2005 Page 1 10-10-0 21-8-0 10-10-0 3x4 M 10-10-0 uzo= Scale=1:40.1 7 6 T i 8 8.00 fil 5 T T 9 T r 4 10 T T 3 19 11 20 4x5 M112011 18 a 2 21 17 12 ~ 1 22 18 13 °) 5� m Ig 3x4 M1120=24 Sx5 MI120= 3x4 M1120= 5x5 M1120= 1-3-8 10-10-0 20-4-8 21-8-0 1-3-8 9-6-8 -8 1_-3-8_ LOADING 30 0 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30 0 PtalesIncrease 1.15 TC 0.10 Vert(LL) rda - n1a 999 M1120 197/144 TCDL 10 0 Lumber Increase 1.15 BC 0.04 Vert(TL) n1a - Na 999 BCLL too Rep Stress tncr NO WB 0.06 Horz(TL) 0.01 13 n/a nla BCOL 10.0 Code IRC20031TPI2002 (Matrix) Weight:82lb LUMBER TOP CliORD 2 X 4 SPF No.2 - Max Uplift BOT C1IORD 2 X 4 SPF No-2 13 x �6/21 P ift WEBS 2 X 4 SPF Stud 18 - -63(load case 3) OTHERS 2 X 4 SPF Stud 19 231 21-e-0 17 = -63(load case 3) 16 = -63(load case 3) 14 = 163121-8-0 __ -59(load case 3) BRACING 240121-8-0 1 = 20 Max G7av TOP CHORD Structural wood sheathing 239/21-8-0 1 144(load case 4)ng directly applied or 6-0-0 oc pudins.BOTCHORO 22 = 244/21-8-0 13 = 76(load case 1) Rigid ceding directly applied or 10-0-0 oc bracing. 18 = 24a21�0 24 = 165(load case 9) 19 = 231(load case 1) 17 = 239/21-8-0 14 = 165(load case 10) REACTIONS (lb/size) 16 = 24412"-0 20 = 247(load case 9) 1 = 76/21-8-0 15 = 222J21-8-0 21 = 239(load case 1) 13 = 76121-" Max Harz 24 = 163121.8-0 1 = 282(load case 3 22 = 244(load case 9) 19 = 231/21-6-0 ) 23 = 222(loadcase 1) 14 163/21-8-0 Max Uplift 18 = 247(load case 10) = 20 240/21-8-0 1 = -95(load case 3) 17 239(load case 1) = 13 = -23(load case 4) 16 = 244(load case 10) 21 = 239/21-8-0 24 = -55(load case 7) 15 =22 = 244/21-8-0 19 = -15(load case 4) 222(load case t) 23 222121-8-0 14 = -91(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension 18 = 240/21-8-0 20 = -08(load case 4) TOP CHORD 16 24444 17 = 2 /21-8-0 21 6/(Iwd case 4) 1-2 = -2571182 2.3 = -2251179 3.4 = •174/173 = l21-8-0 22 = -64(load case 4)15 4.5 - -118/165 5.6 = -63/165 6-7 = -M237 = 222/21-8-0 23 = -59(load case 4) 7-8 = -60/237 Continued on page 2 Job Tn,ss Tn,ss type _-- __ — ay - 1pr - MANNARINO/LOT#4 EAGLE RUN 11754 SO8GE ROOF TRUSS I1 -- - ----- - ----------- ------- -- - Job Reference(optional)_- — Truss Engineering Corp.,khdarh Orchard,MA 01151 6200 s Mar 5 200— - 5 MTek Industries,Inc.Wed Jul 0612:43:50 2005 Page 2 FORCES (lb)-Maximum Compresslon/Maximum Tension TOP CHORD 8.9 - -10/165 9-10 = -60/85 10-11 - -59154 11-12 = -105/59 12-13 = -136/61 BOTCHORD 1-24 = -631,35 23-24 = -571140 22.23 - -581141 21-22 = -581141 20-21 = -581141 19.20 - -581141 18-19 = -58/141 17-18 - -58/141 16-17 = -581141 ' 15.16 = -581141 14-15 = -57/141 13-14 = 481120 WEBS 7.19 = -16611 6-20 = -1671112 5-21 = -1601127 4-22 - -162t124 3-23 = -151/116 8-18 - -1671112 9-17 = -160/127 10-16 = -1621124 it-15 - -151/116 2.24 = -108/87 12-14 = -108/87 NOTES (13) 1)Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-02;10omph;h=25ft;TCDL=4.2psf;BCOL=5.Opsf.Category 11;Exp C; enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind j (normal to the face),see MiTek"Standard Gable End DetaiP 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5)A I plates are 1.5x4 M1120 unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 7)Gable requires continuous bottom chard bearing. 8)Gable studs spaced at 2-"oc. 9)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 th uplift at joint 1,23 lb uplift at joint 13.55 lb uplift at joint 24.15 lb uplift at joint 19.91 lb uplift at joint 14.68 lb uplift at joint 20.61 lb uplift at joint 21.64 lb uplift at joint 22,59 lb uplift at joint 23.63 lb uplift at joint 18.63 lb uplift at joint 17.63 lb uplift at joint 16 and 59 lb uplift at joint 15. 11)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 24.19,20.21.22.23.18.17.16.15. 12)This truss is designed in accordance with the 2003 Intematonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 13)At Plates 20 Gauge Unless Noted IJob Truss _._. -__ Trussrype -__- _ sy �yIF NNARINO/LOT#4 EAGLE RUN 11754 S08RR ROOF TRUSS--V- �_�_ - - •- - eference(optional)----_-- -- -- Truss Engineering Corp.,hd an Orchard,0.1A 01151 6.200 s Mar 5 2005 afjk hdustries,Inc.Wed Jut 06 12:43:512005 Page 1 1-3-8 6-0-12 1 10-10-0 15-74 20-4-8 21-8-0 1-3-8 4-9-0 4-9-4 4x5 MM1120= 4-9-4 4-9-4 1-3-8 Scale 11:39.11 4 8.00 12 4x5 M1120O 4x5 M1120� 3 W3 8 t 8 B 7x8 M1120= 2 ^� 6 1 T 0 3x4 M1120= 4.00 12 �o 1 -0 3x4 M1120= o 8xl2 M1120= 21-8-0 1-3-8 . 10-10-0 204-0 W2-0=� 1-3-8 9-6-0 9-6-0 0-0-8 0-0-8 1-3-8 Plate Offsets(X.Y): (8.0-7-8,0-2-01,(10:0-7-8,0-2-0j _ --:-___- - - ----------•----- _ LOADING(psf) SPACING 2-0-0 CSI DEFL In (Ice) BdeB Ud- PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.19 8-9 >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.41 8-9 >553 180 BCLL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.19 8 n1a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:86 lb LUMBER --- --- -- ------ ------ - - -- - - TOP CHORD 2 X 4 SPF No.2 TOP CHORD 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all BOT CHORD 2 X 4 SPF N0.2 2.3 areas where a rectangle 3-6-0 tall by 1-"wide will fit between the bottom chord and any = -550/79 34 = -1811/354 4.5 = -1811/354 other members. WEBS 2 X/SPF Stud 5-6 - -550(79 6-7 = 464/0 7)Provide mechanical connection(by others)of truss to bearing plate capable of BOT CHORD withstanding 139 Ib uplift at joint 10 and 139 lb uplift at joint 8. BRACING 1-10 = 0/420 9.10 = -368/1722 8-9 - -31111722 8)Beveled plate or shim required to provide full bearing surface with truss chord at TOP CHORD 7-8 - 01420 joint(s)10.8. Structural wood sheathing directly applied or 4-2.0 oc purlins. WEBS 9)This truss Is designed In accordance with the 2003 International Residential Code BOT CHORD 2-10 - -322/295 3-10 - -1601/454 3-9 - -2431275 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Rigid ceiling directly applied or 9-7-3 oc bracing. 4-9 = -18211488 5-9 - -243/285 5-8 - -16011454 10)A8 Plates 20 Gauge Unless Noted WEBS 6-8 = -322/295 1 Row at midpt 3-10,5-8 NOTES (10) REACTIONS (lb/slze) 1)Unbalanced roof live loads have been considered for this design. 10 = 1300/0-5.8 2)Wind:ASCE 7-02;100m h 11=251t;TCDL-4.2rl sf;BCDL-5.0 sf;Cat p C 6 = 130010-5.8 enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever lefteand right Max Horz exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. 10 = -282(load rase 3) This truss is designed for C-C for members and forces,and for MWFRS for reactions Max Uplift specified. 10 -139(load case 7) 3)This truss is not designed to support a ceiling and is not intended for use where 8 = -139(load case 8) aesthetics are a consideration. FORCES 1b -Maximum Com ressioNMaximum Tension 4)As requested,plates have not been designed to provide for placement tolerances or ( ) P rough handling and erection conditions. It is the responsibility of the fabricator to Increase TOP CHORD plate sizes to account for these factors. 1-2 = 46410 5)This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss — Truss Type-- Der �r MANNARINOILOT#d EAGLE RUN - - ---------- -- 11754 T01 GE ROOF TRUSS 1 1 Truss Engineering Corp.,Indian Orchard,MA 01151 — - 6,200 s Mar 5 2005 M,Tek Industnes,Inc.Wed Ad 0612:43:52 2005 Page 1 t 5-6-0 5-6-0 3x4 MI120= Scale-1:21A 3 1.5x4 M1120 11 1.5x4 M1120 II 8.00 12 2 4 ST 1 T ST1 ST7 i 5 1 3x4 M1120= 1.5x4 M1120 11 1.5x4 M1120 11 1.5x4 M1120 11 . 3x4 M1120= , 11-0-0 , -- -- - ----- 11-0-0 r LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TOLL 30.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 Be 0.15 Vert(TL) n/a - n1a 999 BCLL 10.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n1a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:37lb LUMBER - 8)•This truss has been designed for a eve load of 20.Opsr on the bottom chord In all TOP CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide wig fit between the bottom chord and any BOT CHORD 2 X 4 SPF No.2 1-2 - -100/89 2-3 = -811117 3-4 - -81/117 other members. OTHERS 2 X 4 SPF Stud 4.6 - -85(79 9)Provide mechanical connection(by others)of truss to bearing plate capable of BOT CHORD withstanding 13 lb uplift at joint 1,4 lb uplift at joint 5,116 lb uplift at joint 8 and 114 0) BRACING 1-8 = -2&77 7-8 - -26/77 r97 - -28,77 uplift at joint 6. TOP CHORD 5.6 = -28/77 10)This truss Is designed in accordance with the 2003 International Residential Code Structural wood sheathing directly applied or 6-0-0 oc purtins. WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI I. BOT CHORD 3-7 -7212 2.8 - -2751211 4-6 - -2751211 11)Ali Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 10-"oc bracing. NOTES (11) REACTIONS (lb/size) 1)Unbalanced roof live loads have been considered for this design. 1 = 179/114)-0 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp C; 5 = 179/11-" enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever left and tight •7 79/11-" exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. 8 = 442/11-0-0 This truss is designed for C-C for members and forces,and for MWFRS for reactions 6 = 442111-" specified. Max Horz 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to 1 •144(load case 3) wind(normal to the face),see MiTek'Standard Gable End Detail' Max Uplift 4)As requested,plates have not been designed to provide for placement tolerances or 1 = -13(load case 3) rough handling and erection conditions. It is the responsibility of the fabricator to increase 5 = 4(load case 8) plate sizes to account for these factors. 8 = •116(load case 4) 5)This truss requires plate inspection per the Tooth Count Method when this truss is 6 = -114(foad case 3) chosen for quality assurance inspection. 6)Gable requires continuous bottom chord bearing. FORCES (lb)-Maximum Compression/Maximum Tension 7)Gable studs spaced at 2.0-0 oc. Job Truss -- - TnnsType -- ---�- - -- -�Oty Pay MANNAR T#INO/LO4 EAGLE RUN 11754 T02 ROOF TRUSS I1 1 __._--. _ --_---!_ --I -�----- Job Reference(optbnal)- Truss Engineerxg Corp.,Indian Orchard,tv1A 01151 6.200 s Mar 5 2005 MTek krdustnes.Inc.Wed Jul 0612:43:53 2W5 Pagel 6-4-5 12-4-0 18-6-0 24-4-0 30-11-11 36-8-8 6.4-5 5-11-11 6-2-0 5-10-0 6-7-11 5-8-13 6x9 M1120= Scale=1:60. 6 7.00 12 3x4 M1120 o� 3x4 M1120 II 3x4 M1120 i 7 5 W7 4 4x5 M11204 5x16 M1118H,� 3 W WS 3x4 M1120= ( 8 9 1.5x4 M1120 11 1 0 0 nj 2 W8 n 8x12 MII20= 11 10 1 0 1.5x4 M1120 It 5x8 M1120= 16 15 17 18 14 13 3x4 M1120= 5x8 M1120= 5x16 M1120= 1.5x4 M1120 II 4x5 M1120= 011010 8-4-6 18-6-0 24-4-0 30-11-11 36-8-8 , 0-10-0 7-6-6 10-1-10 5-10-0 6-7-11 5-8-13 Plate Offsets(X,Y): (8:0-8-0,0-1-15),(9:Edge,0.1-8(,(15:0.3-12,0-34J__ LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.61 14-15 >696 240 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.98 14-15 >435 180 MII18H 141/138 BCLL 10.0 Rep Stress Ina YES WB 0.91 Horz(TL) 0.20 10 n/a n1a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:182lb LUMBER 2)Wind:ASCE 7.02:100mph;h=25ft;TCDL=4.2psf.BCDL=5.Opsf-.Category 11,Exp C; TOP CHORD 2 X 4 SPF No.2 Max Horz enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF Stud*Except* 16 = 458(load case 4) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33. B1 2 X 4 SPF 2100F 1.8E,B4 2 X 4 SPF 165OF 1.5E Max Uplift This truss is designed for C-C for members and forces,and for MWFRS for reactions B2 2 X 4 OF 285OF 2.3E 10 = -168(load case 8) specified. WEBS 2 X 4 SPF Stud*Except* 16 -209(load case 7) 3)This truss is not designed to support a ceiling and is not Intended for use where W5 2 X 4 SPF No.2,W6 2 X 4 SPF No.2,W7 2 X 4 SPF No.2 aesthetics are a consideration. W 11 2 X 4 SPF No.2 FORCES (lb)-Maximum Compression/Maximum Tension 4)Provide adequate drainage to prevent water ponding. TOP CHORD 5)As requested,plates have not been designed to provide for placement tolerances or BRACING 1-2 - 388/31 2-3 - -5921207 3.4 - -3224/836 rough handling and erection conditions. It is the responsibility of the fabricator to increase TOP CHORD 4-5 = -30041849 5-0 = -2319/729 6-7 ■ -339211090 plate sizes to account for these factors. Structural wood sheathing directly applied,except end verticals,and 2-0-0 oc purlins(6-" 7-8 = -3463/900 8-9 = -159190 9-10 - -2261162 6)All plates are MT20 plates unless otherwise Indicated. max.):8-9. BOT CHORD 7)This truss requires plate inspection per the Tooth Count Method when this truss is BOT CHORD 1.16 - -63/415 15-16 - -63612723 15.17 - -48712392 chosen for quality assurance Inspection. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 17-18 - -487/2392 14-18 ■ 48712392 13-14 - -58/6 8)'This truss has been designed for alive load of 20.Ops1 on the bottom chord in all 1 Row at midpt 7-12 12-13 - 0132 7-12 - 498/348 11-12 - -1093/4490 areas where a rectangle 3-6-0 tall by 1-"wide will fit between the bottom chord and any WEBS 10-11 - -10t18/4503 other members. 1 Row at midpt 5-14.6-12.8-12.8-10.3-16 WEBS 9)Provide mechanical connection(by others)of truss to bearing plate capable of JOINTS 3-15 - -116/211 6-15 - -961662 5.14 = 809/363 withstanding 168 lb uplift at Joint 10 and 209 lb uplift at joint 16. 1 Brace at Jt(s):9 6-14 = -1451796 12-14 - -198/1951 6.12 a -607/1856 10)This truss Is designed in accordance with the 20031ntemallonal Residential Code 8-12 = -1716/553 8-11 = 0/238 8-10 = -471611189 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. REACTIONS (Ib/size) 3-16 - -28521616 2-16 = 4821295 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to 10 = 2183/04-0 truss TC w/2-10d nails. 16 = 238810-5-8 NOTES (12) 12)All Plates 20 Gauge Unless Noted Max Horz 1)Unbalanced roof live loads have been considered for this design. 16 = 458(load case 4) �� Job Truss Truss Type 1ay NY 1 FMAKJW�lOILOT#4 EAGLE RUN 11754 T03 ROOF TRUSS --------_--- _---- --- -- --__-- eference tfonal Truss Engineering Corp..Indian Orchard,MA 01151 - -- ---- - --- (� - �-- -- 6.200 s Mar 5 2005 MiTek industries,Inc.Wed Jul 06 i2:43:54 2005 Pagel 6-3-13 124-0 18-6-0 f 24-4-0 28-10-9 36-M 6-3-13 6-0-2 6-2-0 5-10-0 4-6-9 7-9-15 6x9 MII20= Scala 1:60. 6 7.00 12 3x4 M1120 il� 1.5x4 M1120 II 3x4 11,11120�, 5 7 W7 4 5xl6 M11181-1J 4x5 MII204 8 3x7 M1120 11 9 ^ W W5 7- e 1.5x4 M1120 11 ; W9 o Will2 of � ^ 2 W8 .i A 1 0 8xl2 M1120=ES 11 10 1�4v 16 17 18 14 13 1.5x4 M1120 II 4x9 M1120= 15 3x4 M1120= 5x8 M1120= 5xl6 M1120= 1.5x4 M1120 11 4x5 M1120= 00010 8-4-6 18-6-0 , 24-4-0 28 10 9 1 36-8-8 , 0-10-0 7-6-6 10-1-11 5-10-0 4-6-9 7-9-15 Plate Offsets(X,Y): (8.0-8-0,0-1-151,115:0-3-12,0.3-41_ ----- - -- ---- -- -- --- - - LOADING(psf) SPACING 2-0-0 CS! DEFL In (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.59 14-15 :-718 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.94 14-15 �450 180 M1118H 141/138 BCLL 10.0 Rep Stress Ina YES WS 0.92 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 -_----- (Matrix) Weight 186lb LUMBER - ------ -----.. 2)Wind:ASCE 7-02;100mph:h=25ft;TCDL=4.2psf.BCDL=5.Opsf;Category II;Exp C; TOP CHORD 2 X 4 SPF No.2 Max Horz enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF 210OF 1.8E'Except' 16 483(load case 4) exposed;and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 83 2 X 4 SPF Stud,B4 2 X 4 SPF 165OF 1.5E,B2 2 X 4 OF 285OF 2.3E Max Uplift This truss is designed for C-C for members and forces,and for MWFRS for reactions WEBS 2 X 4 SPF Stud'Except' 10 = -275(load case 4) specified. W 12 2 X 4 SPF No.2,W5 2 X 4 SPF No.2,WS 2 X 4 SPF No.2 16 = -208(load case 7) 3)This truss is not designed to support a ceiling and is not Intended for use where W7 2 X 4 SPF No.2,W 112 X 4 SPF 1650E 1.5E aesthetics are a consideration. FORCES (lb)-Maximum Compression/Maximum Tension 4)Provide adequate drainage to prevent water ponding. BRACING TOP CHORD 5)As requested,plates have not been designed to provide for placement tolerances or TOP CHORD 1-2 - -383129 2-3 - -6831202 3-4 - -32241836 rough handling and erection conditions. It is the responsibility of the fabricator to kwjws Structural wood sheathing directly applied or 2.4-11 oc purlins, except end verticals,and 4-5 = 3003/549 5-6 - -2319/730 6-7 - -3351/1083 plate sizes to account for these factors. 2.0-0 oc purfins(6.0-0 max.):8-9. 7-8 = -3388/928 8-9 = -176/123 9.10 - -323/208 6)AN plates are MT20 plates unless otherwise Indicated. BOT CHORD BOT CHORD 7)This truss requires plate Inspection per the Tooth Count Method when[his truss is Rigid ceiling directly applied or 2.2-0 oc bracing. Except: 1-16 - -60/409 15-16 = -64712722 1577 = 497/2391 chosen for quality assurance inspection. 1 Row at midpl 7.12 17-18 ■ -497/2391 14-18 - -497/2391 13-14 = -22161 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord In ap WEBS 12-13 - 0134 7.12 = -357/255 11-12 - -890/3800 areas where a rectangle 3.6.0 tag by 1-0-0 wide wig fit between the bottom chord and any 1 Row at midpt 5.14.6-12.8-10.3-i6 10-11 - -886/3810 other members. JOINTS WEBS 9)Provide mechanical connection(by others)of truss to bearing plate capable of 1 Brace at Jt(s):9 3.15 = -115/211 5.15 = -951660 5.14 = -808/360 withstanding 275 lb uplift at joint 10 and 208 lb uplift at joint 16. 6-14 = -134/813 12-14 = -247/1874 6-12 = -60211799 10)This truss is designed in accordance with the 2003 International Residential Code REACTIONS (lb/size) 8-12 = -1239/406 8.11 = 0/269 8-10 = 4011/1002 sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI I. 10 = 2183/04-0 3-16 = -2861/623 2.16 = 475/289 11)Design assumes 4x2(flat orientation)puriins at oc spacing indicated,fastened to 16 = 238810-5.8 truss TC w/2-10d nails. Max Horz NOTES (12) 12)All Plates 20 Gauge Unless Noted 16 = 483(load case 4) 1)Unbalanced roof live bads have been considered for this design. Job Truss - Truss Type ((�air pr IMANNARINOILOT#4 EAGLE RUN 11754 IT04 ROOF TRUSS I1 �__ 1 Job Reference(optwnal)_ Truss Engineering Corp.,Indian Orchard,MA 01151 j 6.200 s Mar 5 2005 MiTek industries.Inc.Wed Jul 0612:43:55 2W5 Page 1 28-0-13 6-3-13 12-4-0 1"_0 1 24-4-0 264-14 32-9-15 36-8-8 6-3-13 6-0-2 6-2-0 6x9 W120= 5-10-0 2-0-141-7-15 4-9-2 3-10-9 Sca1e=1:60. 6 7.00 FIT 3x4 16111204 1.50 M1120 11 5x5 M1120= 7 US M1120::- 5 W7 8 3x4 M1120 i 9 0 US MI1204 6x9 M1120= 4 3 W WS 10 1 10 Sz4 M1120 II ( 11 'L 1.Sx4 M1120 II W12 ld 3 N N 2 1 y� 8x12 M1120= 14 13 12 1N 0Ro 19 18 20 21 17 18 US M1120= 1.5x4 M1120 11 6x6 M1120= 3x4 M1120= 5x8 M1120= 6x9 M1120= 1.5x4 M1120 II 4x5 M1120= 28-0-13 011010 8-4-6 18-" 24-4-0 26-4-141 i 32-9-15 i 36-8-8 0-10-0 7-6-6 10-1-11 5-10-0 2-0-141-7-15 4-9-2 3-10-9 Plate Offsets QX Y):.I8:0-4-0,0-2-3),(10:0-5-8,Edge),[18:0.3-12,0-3 4)_- ----- - -- --- -- ------ -- -- --- --- ------- - - LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.58 17-18 >731 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.93 17-18 >459 180 BCLL 10.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.17 12 n/a n1a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:195lb LUMBER ---'----- - -----i+----- -- 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf-.Category II;Exp C. TOP CHORD 2 X 4 SPF No.2 Max Uplift enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever left and right BOT CHORD 2 X 4 SPF No.2*Except* 19 = -209(load case 7) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip OOL-1.33. B1 2 X 4 SPF 210OF 1.8E,B3 2 X 4 SPF Stud,B2 2 X 4 OF 285OF 2.3E This truss is designed for C-C for members and forces,and for MWFRS for reactions WEBS 2 X 4 SPF Stud'Except' FORCES (lb)-Maximum CompressionlMaximum Tension specified. W5 2 X 4 SPF No.2,W6 2 X 4 SPF No.2,W7 2 X 4 SPF N0.2 TOP CHORD 3)This truss is not designed to support a ceiling and Is not Intended for use where 1-2 = -383/29 2.3 = -583/202 3-4 - -3224/827 aesthetics are a consideration. BRACING 4-5 - -3109/850 5-6 = -2319/731 6-7 - -334911081 4)Provide adequate drainage to prevent water ponding. TOP CHORD 7-8 = -3282/928 8-9 - -28651833 9-10 - -34381900 5)As requested,plates have not been designed to provide for placement tolerances or Structural wood sheathing directly applied or 2.8-15 oc purlins,except end verticals,and 10-11 = -108171 11-12 - -171/107 rough handling and erection conditions. It is the responsibility of the fabricator to increase 2.0-0 oc purins(2-11-12 max.):8-9.10.11. BOT CHORD plate sizes to account for these factors. BOT CHORD 1-19 = -601409 18-19 - -637/2722 18.20 - 48712391 6)This truss requires plate inspection per the Tooth Count Method when this truss is Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 20-21 = 48712391 17-21 - 487/2391 16-17 - -32196 chosen for quality assurance Inspection. 1 Row at midpt 7-15 15.16 = 0135 7-15 = -376/249 14.15 - -66913154 7)'This truss has been designed for a five load of 20.Opsf on the bottom chord In all WEBS 13-14 - -78a/3274 12.13 = -784/3281 areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any 1 Row at midpl 5-17.6-15.10-12.3-19 WEBS other members. JOINTS 3-18 = -115r211 6-18 = -951660 5-17 - -809/360 8)Provide mechanical connection(by others)of truss to bearing plate capable of 1 Brace at JI(s):11 6-17 = -1381816 15-17 = -226/1837 6-15 - -59711794 withstanding 168 lb uplift at joint 12 and 209 tb uplift at joint 19. 8-15 = -8461285 8-14 = -0531185 9.14 - -225/1223 9)This truss is designed In accordance with the 2003 International Residential Code REACTIONS (lb/size) 10.14 = -4361194 10-13 = 0/135 10-12 = -3703/937 sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 12 = 218310.4-0 3-19 - -2861/624 2-19 = 4751289 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to 19 = 2388/0-5.8 truss TC w/2-10d nails. Max Horz NOTES (11) 11)Ali Plates 20 Gauge Unless Noted 19 = 455(load case 4) 1)Unbalanced roof live loads have been considered for this design. Max Uplift - 12 = -168(load case 8) Job Truss -� Truss Type Oly y ]MANNARINO/LOT#4 EAGLE RUN 11754 T05 ROOF TRUSS-A _ ---_ I1 -1 1 Truss Engineering Corp.. ob Reference(optional1_-_ g vg orp.,Indian Orchard,MA 01151 6200 s Mar 5 2005 MiTek lndustries,kw-Wed Jul 0612:43:57 2005 Page 1 5-6-5 11-6-0 17-8-0 23-3-7 4-11 30-0-5 34-3-6 5-10 5-6-5 5-11-12 6-2-0 5-7-7 1-7-15 5-0-15 4-3-1 1-7-2 5x8 M1120 II Scale=1:60. 7.00 12 S 4x6 M1120 11 3x4 M1120!�, US MI120= 3x4 M1120 6 4 A 7 3 W7 4z5 MI120 i 4x4 M1120� 0 8 2 W WS 4x12 M11201-1J �+ W71 3x4 M112011 C? 4x4 M1120 11 9 10 6 0 1 W8 I� • 13 12 11 18 17 19 20 18 1L i8x12 MII20= 4x6 M1120= 4-11-6 3x4 M1120 4x6 M1120= Sx8 M1120= 4x12 M1120= 1.5x4 M1120 11 7-6-0 17-8-0 23-6-0 231 -11 M1120= 34-3-6 5-10- 7-6-6 10-1-10 5-10-0 04-8 94-0 1-7-2 1-0-14 Plate Offsets()(,Y): (9:0-6-0,0-1-15),[17:0-3-12,0-34) ---- --------- ---- - -- ---- - _ --- -- - LOADING(psq SPACING 2-0-0 - CSI -- -- -- --DEFL in (loc) Udell Ud - _ = - PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.55 16-17 >771 240 MII20 1971144 TCDL 10.0 Lumber Increase 1.15 8C 0.94 Ven(TL) -0.88 16-17 >485 180 M1120H 148/108 BCLL 10.0 Rep Stress Ira YES WB 0.84 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) _ -- Weight:196lb LUMBER - ------ -- - -- - - TOP CHORD 2 X 4 SPF No.2*Except* 11 = 2190/0-4-0 WEBS T3 2 X 6 SPF 165OF 1.5E 18 = 2251/0-5.8 9-12 = -571146 9-11 = -37041799 2-18 = -2611/530 BOT CHORD 2 X 4 SPF Stud'Except' Max Horz 812 X 4 SPF 210OF 1.8E,84 2 X 4 SPF 165OF 1.5E 18 = 428(load case 4) NOTES (11) 82 2 X 4 DF 285OF 2.3E Max Uplift 1)Unbalanced roof live loads have been considered for this design. WEBS 2 X 4 SPF Stud'Except' 11 = -1680oad case 8) 2)Wind:ASCE 7-02;100mph;h=2511;TCDL=4.2psY BCDL=5.Opsf;Category 11;Exp C; W5 2 X 4 SPF No.2,W6 2 X 4 SPF No.2,W7 2 X 4 SPF No.2 18 -164(load case 7) enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right W 1 2 X 6 SPF 165OF 1.5E exposed.end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. FORCES (lb)-Maximum Compression/Maximum Tension This truss is designed for C-C for members and forces,and for MWFRS for reactions BRACING TOP CHORD specified. TOP CI fORD 1-2 - -876/313 2-3 - -32671857 34 - -30471870 3)Provide adequate drainage to prevent water ponding. Structural wood sheathing directly applied or 2-2-5 oc purlins, except end verticals,and 4-5 - -2344/740 5.6 = -3327/1077 6-7 - -2789/840 4)As requested,plates have not been designed to provide for placement tolerances or 2-0-0 oc purlins(3-0-9 max.):6-7.9-10. 7-8 = -32171860 8.9 = -39731954 9.10 = -257/107 rough handling and erection conditions. it is the responsibility of the fabricator to Ixxeas BOT CHORD 10-11 = -228/46 1-18 - -6141255 Plate sizes to account for these factors. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 5)A0 plates are MT20 plates unless otherwise indicated. 1 Row at midpl 6-14 17-18 = -64812779 17-19 = 485/2413 19-20 - -48512413 6)This truss requires plate inspection per the Tooth Count Method when this truss is WEBS 16-20 = 485/2413 15.16 - -24/211 14-15 - 0146 chosen for quality assurance inspection. 1 Row at midpl 4.16,5.14,2-18 6-14 = -1791/609 13-14 = -506/2687 12-13 - -722/3054 7)'This truss has been designed for a live load of 20.0psf on the bottom chord In all JOINTS 11-12 = -748/3386 areas where a rectangle 3-6.0 tall by 1-"wide will fit between the bottom chord and any 1 Brace at JI(s):10 WEBS other members. 2.17 = -156/225 4.17 = -1121692 4-16 - -7971359 8)Provide mechanical connection(by others)of truss to bearing plate capable of REACTIONS (lb/size) 5-16 = -140/827 14.16 = -23511742 6-14 = -583/1759 withstanding 168 lb uplift at joint 11 and 164 lb uplift at joint 18. 11 = 2190/0-4-0 7.14 = -1471429 7-13 = -791749 8-13 = 4411258 9)This truss Is designed In accordance with the 2003 International Residential Code 18 = 2251/0-5-8 B-12 = -161475 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Continued on page 2 Job Truss — —�� —� Truss Type at Ptr EAGLE RUN 11754 T05 ROOF TRUSSJMANNARINO/LOTI#94- Truss Engineering Corp.,Indian Orchard,MA 01151 __. JoD Reference_IaPtl!__ 6200 s Mar 5 2005 AAiTelc Industries.Inc.Wed Jul 0612:43:57 2005 Page 2 NOTES (11) 10)Design assumes 4x2(flat orientation)purlins at os spacing Indicated,fastened to truss TC wJ 2-10d nails. 11)AN Plates 20 Gauge Unless Noted i Job Truss - -- TrussTrpe -- — rNARINOILOT#4 EAGLE RUN 11754 T06A ROOF TRUSS - ------- — I-0-y-F—AMAN — Jo6J3elerence(optionaU____.____ Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 MTek industries,Inc.Wed Jul 0612:43.56 2005 Page 1 5-9-6 11-2-0 16-6-12 224-0 5-9-6 5-4-11 5.4-11 5-94 4z5 M1120 II Scale 1:41. 3 8.00 12 4x4 M11204 4x4 MII20�, 2 4 y� 1 5 0 5x6 MI120= 9 8 10 11 7 6 22.4-0 5x6 M1120= 3x4 M1120= 5x5 MI120= 2x4 M1120Q —1z°s-�4MII20 $-4"0 14-0-0 21-2-0 21 0-10-0 7-6-0 5-M 7-2-0 0-14 1-0-12 Plate onsets(X,Y): 11:0-0-10,Edeel.[5:0-0-10,Ed9eL p:0=2-8,0-3-01_.. .__--___--------- ----- - LOADING(psQ SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.11 7.8 >999 240 MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.64 Ved(TL) -0.14 8-9 >999 180 BCLL 10.0 Rep Stress ha YES WB 0.86 Horz(TL) 0.04 6 Na rVa BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:98lb LUMBER `- - --- -- - - 6) This truss has been designed for a live bad of 20.0psf on the bottom chord In all TOP CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any BOT CHORD 2 X 4 SPF No 2 2-3 = -14271454 3.4 - -13971451 4-5 - -317/2 other members. WEBS 2 X 4 SPF Stud BOT CHORD 7)Provide mechanical connection(by others)of truss to bearing plate capable of 1-9 = 0/370 8-9 - -23511236 8-10 - -71/887 withstanding 141 lb uplift at Joint 6 and 128 lb uplift at Joint 9. BRACING 10.11 = -711887 7-11 = -71/887 6-7 - -213/1173 8)This buss is designed in accordance with the 2003 International Residential Code TOP CHORD 5-6 01172 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Structural wood sheathing directly applied or 4-7-15 oc pudins. WEBS 9)All Plates 20 Gauge Unless Noted BOT CHORD 2-8 = -3001257 3-8 - -1531596 3-7 - -140/542 Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7 = -248/237 4.6 - -13451443 2-9 - -1110/375 WEBS 1 Row at midpt 4-6 NOTES (9) 1)Unbalanced roof live loads have been considered for this design. REACTIONS (lb/size) 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL-4.2psf,.BCDL=5.Opsf;Category 11;Exp C; 6 = 1414/0-5-8 enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right 9 = 1369/0-5-8 exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33. Max Harz This truss is designed for C-C for members and forces,and for MWFRS for reactions 9 = -291(loadcase 3) specified. Max Uplift 3)This truss is not designed to support a ceiling and is not Intended for use where 6 = 141(load case 8) aesthetics are a consideration. 9 -128(load case 7) 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase FORCES (Ib)-Maximum CompreS51on/Maximum Tension plate sizes to account for these factors. TOP CHORD 5)This truss requires plate inspection per the Tooth Count Method when this truss is 1.2 = -579/57 chosen for quality assurance Inspection. Job Truss Truss Type --~ ld1y Ply I ANNARINO/LOT#4 EAGLE RUN 11754 IT06GE ROOF TRUSS -' 1 Truss Engineering Corp.,Indian Orchard,MA 01151 Job Reference(optional)_..-_- 6.200 sMar 5 ZOOS MiTek 4xfuslries.Inc.1Ned Jul 0612:43:59 ZOOS Page 1 11-2-0 224-0 11-2-0 11-2-0 3x4 M1120= Scale=1:39. 6 5 7 8.00 12 8 4 T 3 T T 9 T T 2 10 T T T T 1 11 �o 3x4 M1120= 1 615 14 23 13 12 3x4 M1120= 3x4 M1120= 22-4-0 22-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 300 Plates Increase 1.15 TC 0.17 Ved(LL) n1a - n/a 999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - rVa 999 BCLL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 11 rVa rVa BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight 101 lb LUMBER --- ------ - ---_- _.-- - -- TOP CHORD 2 X 4 SPF No.2 Max Uplift TOP CHORD BOT CHORD 2 X 4 SPF No.2 11 -6(load case 4) 2-3 - -164/158 3-4 - -1151154 4-5 - -75/157 OTHERS 2 X 4 SPF Stud 18 = -66(load case 4) 5-6 - -74/224 6-7 - -741224 7-8 = -751157 19 = -66(load case 4) 8-9 - -71/73 9-10 - 488/55 10-11 = -143171 BRACING 20 = -48(load case 4) BOT CHORD TOP CHORD 21 = -106(load case 4) 1-21 - -56/149 20-21 - -561149 20-22 = -56/149 Structural wood sheathing directly applied or 6-0-0 oc purlins. 16 = -59(load case 3) 19-22 = -561149 18-19 - -561149 17.18 - -561149 BOT CHORD 15 = -68(load case 3) 16-17 = -561149 15-16 - -561149 14-15 - -561149 Rigid ceiling directly applied or 10-0-0 oc bracing. 13 = 48(load case 3) 14-23 - -56/149 13-23 - -561149 12-13 - -56/149 12 = -104(load case 3) 11-12 - -56/149 REACTIONS (Ib/size) Max Grav WEBS 1 = 173122.4-0 1 = 173(load case 1) 6-17 = -14710 5-18 = -164/105 4-19 - -1671134 11 = 173122.4.0 11 = 173(load case 1) 3.20 - -1311103 2-21 = -2431180 7-16 - -164/105 17 = 290/22-4-0 17 = 290(load case 1) 8-15 = -1671134 9-13 - -1311103 10-12 - -2431180 18 = 3151224-0 18 = 321(load case 9) 19 = 337/22-4-0 19 = 337(loadcase 1) NOTES (12) 20 = 207122-4-0 20 = 207(load case 9) 1)Unbalanced roof Qve bads have been considered for this design. 21 = 385/22.4-0 21 = 385(load case 9) 2)Wind:ASCE 7-02:100mph:h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category It,.Exp C: 16 = 31W24-0 16 321(load case 10) enclosed;MWFRS gable and zone and C-C Exterior(2)zone:cantilever left and right 15 = 337/22-4-0 15 = 337(load case 1) exposed;end vertical left and right exposed.Lumber DOL=1.33 plate grip DOL-1.33. 13 = 207/22-4-0 13 = 207(load case 10) This truss Is designed for C-C for members and forces,and for MWFRS for reactions 12 = 385/22-4-0 12 = 385(load case 10) specified. Max Horz 3) Truss designed for wind bads in the plane of the truss only. For studs exposed to 1 = -291(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension wind(normal to the face),see MiTek-Standard Gable End DetaiP Max Uplift TOP CHORD 1 = -65(load case 3) 1-2 = -247/175 Continued on page 2 Job Truss - — Truss7ype --- ------:Toty -- bey- 1 MANNARINO/LOT#4 EAGLERUN 11754 T06GE ROOF TRUSS Truss Corp..Indian - -- T Jab Refer Engineering orp, an Orchard. _L_---- ence(opllonal)-----NOTES (12) - 6.200 s Mar 5 2005 MiTek Industries,Inc.Wed Ju10612:43:59 2005 Page 2 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. n is the responsibility of die fabricator to Increase plate sizes to account for these factors. 5)All plates are 1.5x4 M1120 unless otherwise indicated. 6)This truss requires plate Inspection per the Tooth Count Method when this truss is drosen for quality assurance inspection. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 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 chard and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 651b uplift at joint 1,6 lb uplift at joint It.66 lb uplift at joint 18.66 lb uplift at joint 19.48 to uplift at joint 20.106 lb uplift at joint 21.59 lb uplift at joint 16,68 lb uplift at joint 15.48 kr uplift at joint 13 and 104 lb uplift at joint 12. 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 12)All Plates 20 Gauge Unless Noted t Job F07 uss -- --- ---- _ ___ _ _ Truss Type 11754 ROOF TRUSS EC2yfey 1 MANNARINO/LOT#4EAGLE RUN Truss Engneerng Corp.,Indian Orchard.MA 01151 -- -"- ----- �___ Job Reference(ophongfL_____- 8.200 s Mar 5 2005_ Titc Industries.Inc.Wed Jul 06 12:44:00 2005 Page 1 5-9-6 11-2-0 14-3-8 5-9-6 5-4-11 4x8 MI120 II 3-1-8 Scale-1:41. 3 3x4 MII2011 4 8.00 12 4x4 M1120 i 2 W 4 ( •P h 1 B 7 6 8 9 5 4x6 M1120-i 3x4 M1120 4x4 MII20=' 1.5x4 161I120 i 9-10 1 8-4-0 14 3-8 , 0-10-0 7-" 5-11-8 Plate Offsets()(,Y): (1:0-2-13,0-1.10) - -- -- ----------• -- -- LOADING(psf) SPACING 2-0.0 ------ CSI ---- DEFL in (loc) Udell Ltd _ - = TCLL 30.0 Plates Increase 1.15 GRIP TC 0.38 Vert(LL) -0.07 5 6 >999 240 PLATES TCDL 10.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.12 6.7 >999 180 M1120 197/144 BCLL 10.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.01 5 n/a n/a QCDL 10.0 Code IRC2003/TPI2002 (Matrix) ----- -LUMBER ____ _ WeighWeight72lb -- ----+ _ TOP CHORD 2 X 4 SPF No.2 TOP CHORD - 6) This truss has been designed for a five load of 20.Opsf on the bottom chord in all SOT CHORD 2 X 4 SPF No.2 areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any WEBS 2 X 4 SPF Stud'Except' 1-2 = 472/23 2-3 -717/298 3 4 : .129/221 other members. WS 2 X 4 SPF No.2 4.5 - -1321175 7)Provide mechanical connection(by others)of truss to bearing BOT CHORD withstanding 97 lb uplift at joint 7 and 114 lb uplift at joint 5. plate capable of BRACING 1-7 - 0/286 6-7 - -3061680 6-8 - -155/260 8)This truss Is designed in accordance with the 2003 International Residential Code TOP CHORD 8-9 - -1551260 5.9 - -155/260 sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. WEBS 9)All Plates 20 Gauge Unless Noted Structural wood sheathing d'uectly applied or 6.0-0 oc pudins, except end verticals. 2-6 - -3441290 3-6 = -193/659 2-7 - -505/253 BOT CHORD 3 5 - -6651263 Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) REACTIONS (Ib/size) 1)Unbalanced roof live loads have been considered for this design. 7 _ 9t�� 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL-4.2psf;BCDL=5.Opsf;Category ll;Exp C; 5 B62/a5 a Max Horz enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right exposed.end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 7 = 405(load case 4) This truss Is designed for C-C for members and forces,and for MWFRS for reactions Max Uplift specified. 7 = -97(load case 7) 3)This truss is not designed to support a ceiling and is not Intended for use where 5 .114(load case 4) aesthetics are a consideration. 4)As requested,plates have not been designed to provide for placement tolerances or FORCES (Ib)-Maximum Compression/Maximum Tension rough handling and erection conditions. It is the responsibility of the fabricator TOP CHORD plate sizes to account for these factors. to Increase 1-2 = -472123 2-3 = -717/298 3.4 = -129/221 5)This truss requires plate inspection per the Tooth Count Method when this truss is 4 5 -1321175 chosen for quality assurance Inspection. Job Tn;ss -- - — Trussrype INO/LOT#4 EAGLE RUN 11754 Vol ROOF TRUSS --------- -_--- `_._._. Job Reference(optional)__- - Truss Engineering Corp.,Indian Orchard.MA 01151 6.200 s Mar 52005 MiTek Industries,Inc.Wed Jui 0612:44 fl0 2005 Pagel 8-2-1 5 16-5-14 8-2-15 8-2-15 3x4 M1120= Scale 1:28. 3 1.5x4 M112011 1.5x4 M1120 II 8.00 12 2 4 T T 1 T T i 5 1 0 0 3x6 M1120 i 1.5z4 MII20 II 1.5x4 M1120 II 3z4 MII20= axe M1120II 1.5x4 M112011 16-5-14 16-5-14 LOADING(psf) SPACING 2.0-0 CSI DEFL In (loc) Udell- L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.48 Vert(LL) n/a n1a 999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vefl(TL) n/a - n/a 999 BCLL 10.0 Rep Stress Ina YES WB 0.15 Horz(TL) 0.00 5 rda rVa BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:54 lb LUMBER __--- ----•---- — — -------- TOP CHORD 2 X 4 SPF No.2 Max Grav 4)This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 0OT CHORD 2 X 4 SPF No.2 5 = 263(load case 10) 5)Gable requires continuous bottom chord bearing. OTHERS 2 X 4 SPF Stud 8 = 123(load case 8) 6)•This truss has been designed for a Ave load of 20.Opsf on the bottom chord In a0 6 = 777(load case 1) areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any BRACING 9 = 777(load case 1) other members. TOP CHORD 7)Provide mechanical connection(by others)of truss to bearing plate capable of Structural wood sheathing directly applied or 6-"oc purlins. FORCES (lb)-Maximum Compression/Maximum Tension withstanding 7 lb uplift at joint 1,4 lb uplift at joint 5,38 lb uplift at joint 8,178 lb uplift at BOTCHORD TOPCHORD joint 6 and 179 lb uplift at joint 9. Rigid ceiling directly applied or 6-0-0 oc bracing. 1-2 = -1381151 2-3 = -1001163 3.1 ■ -100/163 8)This truss is designed in accordance with the 2003 International Residential Code 4-5 = -1011151 sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. REACTIONS (IWsize) BOT CHORD 9)Ali Plates 20 Gauge Unless Noted 1 = 260/16.5.14 1-9 = -35/121 8-9 = -35/121 7-8 - -35/121 5 ■ 260/16-5-14 6 7 = -35/121 5-6 = -351121 8 = -20/16.5.14 WEBS 6 = 777/16-5.14 3.8 - -185/36 4.6 = 4521321 2-9 = -4521321 9 = 777116-5.14 Max Horz NOTES (9) 1 = -202(load case 3) 1)Unbalanced roof Ave loads have been considered for this design. Max Uplift 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf.BCDL-5.Opsf;Category 11;Exp C; 1 = -7(load case 3) enclosed;MWFRS gable end zone and GC Exledor(2)zone;cantilever left and right 5 = 4(load case 8) exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33. 8 = -Woad case 6) This truss Is designed for C-C for members and forces,and for MWFRS for reactions 6 = -178(load case 3) specified. 9 = -179(load case 4) 3)As requested,plates have not been designed to provide for placement tolerances or Max Grav rough handling and erection conditions. it Is the responsibility of the fabricator to Increase 1 Z 263(toad case 9) plate sizes to account for these factors. Job Truss -- rmssrype-`- - --- - ay —I MANNARINO/LOT#4 EAGLE RUN 11754 V01GE ROOF TRUSS 1 1— IReference(ophonal)--- Truss Engineering Corp.,Indian Orchard,MA 01151 6.200 s Mar 5 2005 friTek Industries,Inc.Wed Jul 0612:44 V 12005 Page 1 9-11-15 19-11-14 , 9-11-15 9-11-15 3x4 M1120= Scale 1:33. S 4 6 8.00 F12 3 7 T T 1 T iT 2 8 T T T T 1 9 8 0 0 3x4 MII20 i at 3x4 MI120� 5xS M1120= 19-11.14 19-11-14 Plate Offsets(X,Y): (11.0.2-8,0-3.0) - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deB Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.19 Vert(LL) rVa n/a 999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 10.0 Rep Stress Ina YES WB 0.11 Horz(TL) 0.00 9 n1a n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:80lb LUMBER — ----- - --- -------- ----------- --- TOP CHORD 2 X 4 SPF No.2 Max Uplift BOT CHORD BOT CHORD 2 X 4 SPF No.2 10 -112(load case 3) 15.16 - -481126 14-15 - 481126 13.14 - 48/126 OTHERS 2 X 4 SPF Stud 11 = -44(load case 3) 12-13 - -481126 11-12 = -481126 10.11 - -481125 12 = -66(load case 3) 9-10 - -48/125 BRACING 16 = -113(load case 4) WEBS TOP CHORD 15 = 43(load case 4) 5-13 - -126/1 8-10 - -2711195 7-11 - -118/101 Structural wood sheathing directly applied or 6-0-0 oc puriins. 14 = -71(load case 4) 6-12 - -1751116 2-16 - -2711195 3.15 = •119/102 BOT CHORD Max Grav 4-14 = -175/116 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 191(load case 1) 9 = 191(load case 1) NOTES (10) REACTIONS (Usize) 13 = 278(load case 1) 1)Unbalanced roof live loads have been considered for this design. 1 = 191119-11-14 10 = 432(load case 10) 2)Wind:ASCE 7.02;100mph;h=25ft;TCDL=4.2psf,BCDL-5.Opsf;Category 11;Exp C; 9 = 191119-11-14 11 = 201(load case 1) enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right 13 = 278/19-11-14 12 = 349(load case 10) exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. 10 = 432/19-11-14 16 = 431(load case 9) This truss Is designed for C-C for members and forces,and for MWFRS for reactions 11 = 201/19-11-14 15 202(loadcase 1) specified. 12 = 343119-11-14 14 351(load case 9) 3)As requested,plates have not been designed to provide for placement tolerances or 16 = 431119-11-14 rough handling and erection conditions. It Is the responsibility of the fabricator to increas 15 = 202119-11-14 FORCES (lb)-Maximum CompressionfMaximum Tension plate sizes to account for these(actors. 14 = 344119-11.14 TOP CHORD 4)A8 plates are 1.6x4 M1120 unless otherwise Indicated. Max Ho z 1-2 = -199/149 2-3 - -1101130 3.4 - -68/129 5)This truss requires plate inspection per the Tooth Count Method when this truss Is 1 = -247(load case 3) 4-5 = -73/189 5-0 = -73/189 6-7 = -6811 15 chosen for quality assurance Inspection. Max Uplift 7-8 - -93/50 8-9 - -110/68 6)Gable requires continuous bottom chard bearing. 1 = 45(load case 3) BOT CHORD Continued on page -.-- ------- 1-16 = 48/126 ---------—�.__.._ - ---------------------- - Job Truss — TnrssType ar �r MANNARINO/LOT#4 EAGLE RUN 11754 V01GE ROOF TRUSS 1 1 -----__--------------_--_-- _ _ —..-_ Job Reference(oplia-11—.---- Truss Engineering Corp..Indian Orchard.MA 01151 6200 s Mar 52005 MTek Industries.Inc.Wed Jul 0612:44:02 2005 Page 2 NOTES (10) 7)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tag by 1-"wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of buss to bearing plate capabfe of withstanding 45 lb uplift at joint 1.1121b uplift at joint 10.44 Ib uplift at joint 11.661b uplift at joint 12.113 lb uplift al joint 16.43 lb uplift at joint 15 and 71 lb uplift at joint 14. 9)This buss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 10)AM Plates 20 Gauge Unless Noted Job Truss —Truss Type 1lr --11754 M ROOF TRUSS fly FM:AN RAR I�6/-L:(-jfa EAGLE RUN Reference Truss Engineering Corp.,Indian Orchard.MA 01151 j(*RefeI(optional)_ 6.200 Is Wr 5 2005 MiTek Industries.Inc.Wed Jul 06 12:44.,02 2W5 Page I 6-5-15 12-11-14 6-5-15 6-5-15 1 10x12 M1118W� Scale 1:23.1 2 8.00 fi-2 T ST 3 CiI, xa 3x6 M1120 i:r 1.5x4 M1120 11 3x6 M1120, 12-11-14 Plate Offsets(X.Y): 12:Edge.0-3-81 12-11-14 LOADING(pso SPACING 2-0-0 CS1 DEFL In (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase e 1.15 TIC 0.91 VeI Na Na 999 M1120 1971144 TCDL 10.0 Lumber Increase 1A5 BC 0.56 Vert(TL) NaNa 999 M1118H 141/138 BCLL 10.0 Rep Stress Incr YES WD 0.17 BCDL mo Code IRC2003fTP[2002 (Malrix) Horz(TL) 0.00 3 Na Na Weight:36 lb LUMBER TOP CHORD 2 X 4 SPF Stud 5)This truss requires Plate inspection Per the Tooth Count Method when this truss is BOT CHORD 2 X 4 SPF No.2 Max Grav, chosen for quality assurance inspection. OTHERS i 334(load case 9) 6)Gable requires continuous bottom chord bearing. 2 X 4 SPF Stud 3 334(load case 10) 7)*This truss has been designed fora live load of 20.Opsf on the bottom chord in an BRACING 4 792(load case 1) areas where a rectangle 3-"tall by 1-"wide will fit between the bottom chord and any TOP CHORD other members. -2-0 oc dins. TOP a of Structural wood sheathing directly applied or 2 FORCES (lb)-Maximum CompresslorVMaximum Tension 8)Provide mechanical connection(by others)of truss to bearing plate capable withstanding 35 lb uplift at 1.43 ib uplift at 3 and 42 lb uplift at joint 4. BOTCHORD 1-2 -219193 2-3 - -219/91 9)This truss Is designed in accordance with the 2003 International Rigid ceiling directly applied or 10-"oc bracing. BOTCHORD Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 1-4 ' -41188 3-4 - -41188 SO)Al)Plates 20 Gauge Unless Noted REACTIONS (lb/sIze) WEBS 1 331/12-11-14 24 - 4431194 3 331/12-11-14 4 792112-11-14 NOTES (10) Max Horz 1)Unbalanced roof live loads have been considered for this design. I 156(load case 4) 2)Wind:ASCE 7-02;1 OOmph;h=25ft;TCDI BCDL-6.0psf.Category 11;Exp C; Max Uplift enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever left and right I -35(load case 7) exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. 3 -43(load case 3) This truss is designed for C-C for members and forces.and for MWFRS for reactions 4 42(load case 7) specified. Max G." 3)As requested,plates have not been designed to provide for placement tolerances or I 334(load ease 9) rough handling and erection conditions. it Is the responsibility of the fabricator to Increase 3 334(load case 10) plate sizes to account for these factors. 4 792(load case 1) 4)Ali plates are MT20 Plates unless otherwise Indicated. Job Tfuis ---- Truss Type -- ---�— - 1Y pv --1 MANNARINO/LOT#4 EAGLE RUN 11754 V03 .00F TRUSS— — - ------ - -� - Truss E nee 1 __ Job Reference I � nng corp.,hd�an Orchard,MA o1151 (optional)_ 6.200 s Mar 5 2005 MTek Industries,Inc.Wed Jul 06 12:44 03 2005 Page 1 4-8-15 9-5-14 4-8-15 4-8-15 3x7 M1120= Scale=1:17. 2 8.00 FIT T STt 1 3 1 w 4 up o � 0 3x4 M1120 i 2x3 M1120 II 3x4 1011120O 9-5-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.46 Vert(LL) nfa - nfa 999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) Na n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 rt/a n/a BCDL 10.0 Code IRC2003/TP12002 - (Matrix) Weight 281b LUMBER --- — ---------— — - -- --- - - - TOP CHORD 2 X 4 SPf Stud 8)This truss is designed In accordance with the 2003 Intemalfonal Residential Code FORCES (lb)-Maximum CompressiorvMaximum Tension sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. BOT CI LORD 2 X 4 SPF No.2 TOP CHORD 9)A8 Plates 20 Gau OTHERS 2 X 4 SPF Stud 1.2 = -156/68 2.3 = -156f68 9e Unless Noted BOTCHORD BRACING 1.4 - -29/62 34 - -29162 TOP CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc purfins. 24 - -3151145 BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES (9) 1)Unbalanced roof live loads have been considered for this design. REACTIONS (lb/size) 2)Wind:ASCE 7-02;100mph;h=25ft;TCDL=4.2psf:BCDL=S.Opsf.Category it:Exp C. 1 = 23619-5-14 enclosed;MWFRS gable and zone and C-C Exterior(2)zone;cantilever left and right 3 = 236f9-5.14 exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33. 4 = 56319-5.14 This truss Is designed for C-C for members and forces,and for MWFRS for reactions Max Horz specified. 1 -111(load case 3) 3)As requested,plates have not been designed to provide for placement tolerances or Max Uplift rough handling and erection conditions. It is the responsibility of the fabricator to Increase 1 = -25(load rase 7) plate sizes to account for these factors. 3 = -31(lead case 3) 4)This truss requires plate Inspection per the Tooth Count Method when this truss Is 4 = -30(load case 7) chosen for quality assurance Inspection. Max Grav 5)Gable requires continuous bottom chord bearing. 1 = 237(load case 9) 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all 3 = 237(load case 10) areas where a rectangle 3-6-0 tall by 1-"wide will fit between the bottom chord and any 4 = 563(loadcase 1) other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 1,31 lb uplift at joint 3 and 30 Ib uplift at joint 4. Oly Ply MANNAR -dtia fa�[:t'IW N Job Truss fW(51 Lb 11754 VO4 ROOF TRUSS Truss Type Id I Joqjk(@re 4(opfional)_ Truss Engineering Corp..Indian Orctwd,MA 01151 6.200 s Mar 5 i 2005 MiTek Industries,Inc.Wed Jul 06 12:44.04 2005 Page i 2-11-15 5-11-14 2-11.15 2-11-15 3x4 M1120= Scale 1:12.5 2 8.00 F1-2 T STI I 3 9 9 0 2x3 M11204 2x3 M1120 11 2x3 M1120Q 5.11-14 5-11-14 LOADING(psQ SPACING 2-0-0 CSI DEFIL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.26 Vert(LL) n1a n1a 999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vart(TL) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n1a n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight:16 lb LUMBER TOP CHORD 2 X 4 SPF Stud BOT CHORD BOT CHORD 2 X 4 SPF No.2 34 = .17/31 OTHERS 2 X 4 SPF Stud WEBS 2-4 - -167/82 BRACING TOP CHORD NOTES (9) Structural wood sheathing directly applied or 5-11.14 oc purfins. 1)Unbalanced roof live loads have been considered for this design. BOTCHORD 2)Wind:ASCE 7-02;1 00mph;h=25ft.TCDL=4.2psf,.BCDL=S.Opsf;Category 11;Exp Q Ri gid ceiling directly applied or 10-"oc bracing. enclosed.MWFRS gable end zone and C-C Extedor(2)zone;cantilever left and right l exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. REACTIONS (lb/size) This truss Is designed for C-C for members and forces,and for MWFRS for reactions 1 = 16015-11.14 specified. 3 160/5-11-14 3)As requested,plates have not been designed to provide for placement tolerances or 4 295/5.11-14 rough handling and erection conditions. it is the responsibility of the fabricator to increase 'Max Horz plate sizes to account for these factors. 1 -Wload case 3) 4)This truss requires plate Inspection per the Tooth Count Method when this truss Is Max Uplift chosen for quality assurance Inspection. 1 = -24(load case 7) 5)Cable requires continuous bottom chord bearing. 3 = -25(toad case 8) 6)*This truss has been designed for a five load of 20.Opsf on the bottom chord In all areas where a rectangle 3-"tall by 1-"wide will fit between the bottom chord and any FORCES (lb)-Maximum Compress;orVMaximum Tension other members. TOP CHORD 7)Provide mechanical connection(by others)of truss to bearing plate capable of 1.2 = -80/42 2-3 = -80141 withstanding 24 lb uplift at joint I and 25 th uplift at joint 3. BOT CHORD 8)This truss Is designed In accordance with the 2003 International Residential Code 1-4 -17131 sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 9)AN Plates 20 Gauge Unless Noted Job Trues - �——rn,5srype —'-- — ---`---Ja y Per 1 MANNARINO/LOT#4 EAGLE RUN11754 V05 ROOFTRUSS 1.---------- _�---- _ _ Job Reference(optional)_ Truss Engineenng Corp.,Indian Orchard,MA 01151 62M s Mar 5 2005 MlTek Industries,Inc.Wed Jul 06 12:44 05 2005 Page 1 2 1-2-15 2-5-14 1-2-15 3 1-2-15 Scale=1:5.1 8.00 12 1 T 1 B1 o )4 0 2-5-14 x . x 2-5-14 Plate Offsets(X,Y): (2:0-2-0,Edge)__ --- — — ----- -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud — PLATES GRIP TCLL 300 Plates Increase 1.15 TC 0.02 Vert(LL) Na n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) Na Na 999 BCLL 10.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:5Ib LUMBER NOTES (9) — TOP CHORD 2 X 4 SPF Stud 1)Unbalanced roof live loads have been considered for this design. BOT CHORD 2 X 4 SPF No.2 2)Wind:ASCE 7.02 100mph;h=25ft;TCDL=4.2psf;BCDL-5.0psf;Category 11;Exp C; enclosed;MWFRS gable end zone and C-C Exterior(2)zone;cantilever left and right BRACING exposed;and vertical left and right exposed;Lumber DOL-1.33 late P grip DOL=1.33. TOP CHORD This truss Is designed for C-C for members and farces,and for MWFRS for reactions Structural wood sheathing directly applied or 2-5-14 oc puriins. specified. BOT CHORD 3)As requested,plates have not been designed to provide for placement tolerances or Rigid ceding directly applied or 10-0-0 oc bracing. rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. REACTIONS (lb/size) 4)This truss requires plate inspection per the Tooth Count Method when this truss Is 1 = 66/2-5.14 chosen for quality assurance Inspection. 3 66/2-5.14 5)Gable requires continuous bottom chord bearing. Max Horz 6)-This truss has been designed for a Ave load of 20.Opsf on the bottom chord in all 1 = -21(load case 3) areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any Max Uplift other members. 1 = -5(load case 7) 7)Provide mechanical connection(by others)of truss to bearing plate capable of 3 = -5(load case 8) withstanding 5 lb uplift at)Dint 1 and 5 lb uplift at joint 3. 8)This truss is designed in accordance with the 2003 International Residential Code FORCES (lb)-Maximum Compressi xVMaxtnum Tension sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. TOP CHORD 9)AN Plates 20 Gauge Unless Noted 1-2 = -4320 2-3 = 43120 BOTCHORD 1-3 = -am 12'0"0 20'0"0 , 37'0"0 ..................................................... CONVENTIONAL FRA W.O.#11754 BY OTHERS MANNARINO o N (UNIT 4 EAGLE RUN' r' ---------------------------------------------------- � O `- cM y 7'4"4 ------ ------------- O 0 0 m ;7F P 0 V 1 0 0 10 m 03 0� V 2 03 02 3 02 oM o m � to o �- N .- Lo M Cl) O O .-. . . O to cn F- F- F- 2 = _ O O L1� Nil I TOZ T07 02 03 0'1 0 o co O 0 74"4 0 co Garage o rn WALLS @ + V 2" 1'2"0 FE 20'4"0 +E 618010 E 910„0 13,0„0 DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR r P BUILDING DEPARTMENT 1 1 APPRO Oct- 1540 SULLIVAN AVENUE Bldg.Permit# 644-2511 ext. 230 Date Building 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$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT �/Y APPLICANT ADDRESS � 71J tT�lT1�� S77 11/sue/nJ.d h C 7' ell APPLICANT PHONE# c7 1� OWN SF-4 OWNER Z,iA � < OWNER ADDRESS &A!j pz LL-r��7✓ /�D r'Y + �- r OWNER PHONE 0 C ESTIMATED COST$ ?Td U +� IS THIS A CONTRACT COST? _Yes _No �G FEE ENCLOSED$ 7 4+ 9 g a O�C� TYPE OF JOB: R-C ZNew Installation _Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR ELECTRICAL PERMIT (continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED)h(ITH A J 0�RESIDENTIAL BUILDING PERMIT APPLICATION? arYES ElNO D BUSINESS CURRENT USE AND OCCUPANCY 11*AIC O ASSEMBLY MERCANTILE U FUTURE USE AND OCCUPANCY isf EDUCATIONAL ❑ INSTITUTIONAL ❑FACTORY ENGINEER'S NAME PHONE El STORAGE ❑ GARAGE ADDRESS O MIXED USE (Other please specify) CITY STATE ZIP TYPE OF INSTALLATION/WIRING METHOD A/44 SIZE OF SERVICE CSCJ &/►'YI' SIZE OF MAIN CONDUCTORS_ �I O —Tr NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS / REMOTE DISCONNECT REQUIRED? ❑YES LO NO NUMBER OF LIGHT CIRCUITS_ NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES !S NUMBER OF OUTLETS $"d NUMBER OF LIGHT FIXTURES _NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS_/ SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK THE UNDERSIGNED 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. TYPE STATE SIGNATURE OF APPLICANT /� yy � DATE Id - J DEPARTMENT DECISION APPLICATION FOR HVAC PERMIT PERMIT# Applicatio reby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT Pk-LOVE 1540 SULLIVAN AVENUE Bldg.Permit# 644-2511 ext. 230 -l q a-7 ate Bu— ling Inspector 3� Application must be printed or typed FEE SCHEDULE Locatio $0-$1,000=$15.00 Street No. treet Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT APPLICANT ADDRES U APPLIC �PHONE 0 W NiS e OWNER Y\ l OWNER ADD S Q h + e ,r OWNER PHONE S C ESTIMATED COST$ .� s IS THIS A CONTRACT COST? Yes _No �G FEE ENCLOSED$ 115, o c f �Oso 0�� TYPE OF J B: R C New Installation _Alteration/Addition/Repair Revkfti 4101 innm APPLICATION FOR HVAC PERMIT (Continued from reverse side) TYPE OF YSTEM: TYPE O UILDING: HEATING A RESIDENTIAL X�A/C ❑COMMERCIAL 0 VENTILATION ❑INDUSTRIAL HEATING 0 STEAM LOW P SSURE LIMIT LBS. HIGH PRESSURE LIMIT LBS. 0 HYDRONIC WARM AIR ❑UNIT RADIANT HEATER EXISTING RADIATION ADDITIONAL RADI T ON TOTAL RADIATION DESIGN TEMP. OUTSIDFY OF INSIDE(D--D OF DIFFERENCE °F TOTAL HEAT LOSS(BTUH) OF(HEAT LOSS SHEET MUST ACCOMPANY APPLICATION) )�-k�)-00 DESCRIBE ALL HEATING EQUIPMENT(INCLUDING MAKE&MODEL NO.) GROSS HEATING CAPACITY(INPUT-BTUH) NET RATING(OUTPUT-BTUH)4�o TYPE OF FUEL OIL-GPM OIL TANK LOCATION :❑ INSIDE❑ OUTSIDE CAPACITY GAS-INPUT LPG TANK CAPACITY ELECTRIC-KW AIR CONDITIONING DESIGN TEMP.OUTSIDE(:J�S OF INSIDEI�S OF DIFFERENCEN-) OF TOTAL HEAT GAIN(BTUH) (HEAT GAIN SHEET MUST ACCOMPANY APPLICATION) DESCRIBE ALL COOLING EQUIPMENT(INCLUDING MAKE&MODEL NO.) - CJCJ� TONNAGE COOLING CAPACITY(BTUEI436 v" v 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 AFRFORMANCE OF SUCH WORK. CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT ATE / O/3 110✓' RIGHT-J SHORT FORM Entire House STATE LINE OIL Job: 7/29/04 514 SALMON BROOK STREET,GRANBY,CT 06035 Phone:860-653-7241 Fax 860-4553-7248 FAX Project • • For: EAGLE RUN OFF NEVERS RD, SOUTH WINDSOR, CT 06074 Design Information Htg Clg Infiltration Outside db (°F) 0 95 Method Simplified Inside db (°F) 70 72 Construction quality Average Design TD ('F) 70 23 Fireplaces 1 Daily range - M Inside humidity(%) - 50 Moisture difference (gr/lb) - 17 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Efficiency 80.0 AFUE Efficiency 0.0 EER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temperature rise 0 'F Total cooling 0 Btuh Actual heating fan 857 cfm Actual cooling fan 857 cfm Heating air flow factor 0.021 cfm/Btuh Cooling air flow factor 0.053 cfm/Btuh Space thermostat Load sensible heat ratio 90 % ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft=) (Btuh) (Btuh) (cfm) (cfm) DINING RM 88 5341 2475 112 132 ENTRY 20 2398 497 50 27 STAIRWELULAUNDR 110 2706 597 57 32 OFFICE 132 2634 829 55 44 BATH 55 387 131 8 7 BEDROOM 2 154 5129 2556 108 137 FAMILY RM 420 9092 2645 191 141 M. SUITE 192 5134 2852 108 153 M. BATH 156 1737 533 36 28 KITCHEN 182 922 1509 19 81 LIVING RM 288 5289 1393 111 74 BokilHalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wnghtsoft Right-Suite Residential'5.0.66 RSR29333 2004-Jul-29 10:58:32 �C� C\My DocumentslwrightsoR HVACIEAGLE RUN-MANN BLDRS rsr Page 1 DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT PERMIT# Application is hereby: TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT APPROVED 1540 SULLIVAN AVENUE 644-2511 ext. 230 P) Bldg.Permit# Date Buil#j Inspector Application must be printed or typed FEE SCHEDULE Locati of Job: 'A- k $0-$1,000=$15.00 FTenant Street.,--") Lot No. Over$1,000= $15.00 per$1,000 or any fraction thereof gnation Apt.No. APPLICANT APPLICANT ADDRESS APPLIC PHONE# 0 W N $F OWNER h c q� OWNER SS C-0 OWNER PHONE _ C ESTIMATED COST$ �-k ocx 1 x * IS THIS A CONTRACT COST? ZYes _No tt o �� FEE ENCLOSED$ n C) •0o I/p i✓ TYPE OF JOB: DSO R•co New Installation _Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR PLUMBING PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A RESIDENTIAL BUILDING PERMIT APPLICATION? ❑YES O NO BUSINESS CURRENT USE AND OCCUPANCY ❑ASSEMBLY l❑MERCANTILE FUTURE USE AND OCCUPANCY ❑EDUCATIONAL ❑INSTITUTIONAL ❑FACTORY ENGINEER'S NAME PHONE ❑ STORAGE O GARAGE ADDRESS ❑MIXED USE (Other please specify) CITY STATE ZIP TYPE OF INSTALLATION SIZE OF MAIN DRAIN \� NO.OF TOILETS _STYLE "C�— NO.URINALS STYLE NO.OF BATHTUBS _ NO.OF SHOWERS NO.OF LAVATORIES NO.OF CONDUCTORS _ SIZE NO.OF STACKS \ SIZE�� AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS NO.OF OTHER FIXTURES KIND ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY W ❑YES ❑NO SIZE OF WINDOW IF NONE C.F.M.OF VENTILATOR SIZE OF DUCTS SEWER OR SEPTIC TANK SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER WATER HEATER: TYPE\lox\ MANUFACTURER DESCRIPTION OF WORK THE UNDERSIGNED HER BY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IrrC— COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. CONTRACTORS LICENSE NO. STATE SIGNATURE OF APPLICANT DATE 4112//0S� NO TES - 1. ZONE OF SUBJECT PARCEL IS RR". OVERALL PARCEL IS DEVELOPED AS AN ACTIVE ADULT COMMUNITY, APPROVED AS A SPECIAL EXCEPTION UNDER ARTICLE 4.1.12 OF THE ZONING REGULATIONS. MINIMUM SEPARATION DISTANCE BETWEEN UNITS= 20' 2. BOUNDARY INFORMATION TAKEN FROM PLANS ENTITLED - EAGLE RUN AN AC77VE ADULT COMMUNITY PLOT PLAN PREPARED FOR MANNARINO BUILDERS, INC. 548 & 558 NEVERS ROAD SOUTH W7NDSOR, CONNECT7CUT SHEET 3 SCALE.- 1 IN. = 40 FT. DATE DECEMBER 18, 2003 REVISION DATES TO 4-7-04 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WINDSOR, CONNEC77CUT" 3. APPLICANT- MAP PREPARED BY- MANNARINO BUILDERS, INC ALFORD ASSOCIATES, INC. clo ROBERT MANNARINO 200 PIGEON HILL ROAD 1169 ELLINGTON ROAD P.O. BOX 484 SOUTH WINDSOR, CONNEC77CUT 06074 W7NDSOR, CONNECT7CUT 06095 TEL. # (860) 289-7055 TEL. # (860) 688-7288 4. ELEVATIONS ARE BASED ON M.D.C. DATUM. 184.0 Oil 5. NO ZONING WOLA77ONS WITH RESPECT TO LOCATION OF HOUSE, IF ERECTED AS SHOWN. #558 NEVERS ROAD 2 183.5 N/F MANNARINO BUILDERS, INC. o I 6. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES PRIOR TO ESTABLISHING FINAL 1 -FD- GRADE OF PROPOSED FOOTINGS AND FOUNDATION. CONTRACTOR SHALL INSTALL TEMPORARY EROSION CONTROL `O f s7 . MEASURES FOR STOCKPILED MATERIAL AND AT TOPS OF SLOPES DURING FOUNDAT70N EXCAVATION. M1RAF7 FABRIC 0p - SILT FENCE AND/OR TEMPORARY VEGETATION 1F PILES ARE TO REMAIN IN PLACE FOR EXTENDED PERIODS OF TIME. PROPOSED HOUSE 7. DURING CONSTRUCTION, M1RAFl FABRIC CHECK DAMS ALONG SWALES MAY BE REQUIRED BY TOWN STAFF. ig5.5 N 8558'45" W 8. LEGEND - 287.00 182.8 1 186.0 20 � -�310-_ EXISTING CONTOUR 186.3 x 310.0 EXIS77NG SPOT GRADE 86 C.L.& P. CO. EASEMENT 185.0 41 a _ 3f0 PROPOSED CONTOUR I ' - -� �- -- _-- 185 PROPOSED SPOT GRADE 310.0 CONNEC77CUT WATER COMPANY --r-- 7 _ -____I __g o WAr R MAIII EASEMENT I o 86 _ _ (a GRADE TO DRAIN �- t- -+-- -- - 77 SURFACE WATER IS TO BE DIRECTED AWAY FROM 77-IE HOUSE AND GARAGE 4' WIDE CONCRETE WALK �.5 1854 EAGLE RUN 2 -W � --N jj-,,{/fj 2 -- 184.j + -----W------ PROPOSED WATER SERVICE CB7F e4.1 183.8 PROPOSED FOOTING DRAIN LINE -- ---------- - FD= 182.0 FLOWLINE OF FOOTING DRAIN AT MAIN LINE INSTALL CONSTRUCTION ENTRANCE PAD - ---------c0----------- PROPOSED COLLECTOR DRAIN LINE I^ 1 ^ 187 - T _ I I 184.6 -� PRIOR TO ANY CONSTRUCTION n I oU 186 - I (A MINIMi44 OF 20 FEET LONG) S PROPOSED SANITARY SEWER LATERAL TO CONNECT TO MAIN LINE 1N EAGLE RUN 188.0 I } �� - ---" 18 n 6.E o�- c e.zq S= 182.o FLOWLINE OF SANITARY SEWER LATERAL AT THE MAIN LINE 1 18670 NOTE- LATERALS ARE 6"0 AND A MINIMUM SLOPE OF 2.07.I 2 188.0 187..0 vi O 185.5 I v h I 1186.0 ro I 187_0 373• O G PROPOSED GAS SERVICE TO CONNECT TO EXIST. IN STREET 4 ro PROPOSED HOUSE y r,E,TV PROPOSED TELEPHONE, ELECTRIC AND CABLE TV SERVICES TO CONNECT TO EXIST. IN STREET PROPOSED HOUSE b SAN.FL=178.0 v� w � Pg FD FL= 1781 J'I PROPOSED HOUSE 4fIRAFI FABRIC FENCE - TO BE PLACED PRIOR TO ANY CONSTRUC110P1 AND V FOOTING DRAIN PIq,4P a SHALL RE,�!AlN !N PLACE +JNTIL DISTURBED AREA lS STABILIZED 184 60.6» REQUIRED I 184.0 10. PROPOSED HOUSE - 0j- 183.5 184.0 183.5 183.t PROPOSED GARAGE FLOOR = 187.0 183 PROPOSED FINISHED FLOOR = 189.0 APPROXIMATE BASEMENT FLOOR = 180.3 182 j81 _ TOP OF FOUNDATION TO BE A MINIMUM OF EIGHT (8) INCHES ABOVE THE FINAL EXTERIOR GRADE. CONSTRUCTION ENTRANCE PAD- USE GARAGE FLOOR ELEVATION TO SET GRADE OF THE HOUSE. ADJUST OTHER FLOOR ELEVATIONS �10' YARD BASED ON THE ARCH17ECTURAL PLANS NOT TO SCALE 35' BUFFER - -y FL-=180.0 EAGLE RUN 11. PRIOR TO STAR77NG CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE SURE THAT ALL REQUIRED PERMITS AND APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR FABRICATION SHALL - o a0o 0000 ZI.0°0o BEGIN UNTIL THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED ALL PLANS AND 07HER 225.50' 262.67' o�°��V��o DOCUMENTS BY ALL OF THE PERMIT77NG AUTHORITIES N 8833'55" W o ° �° �° �,° z 58'45" W �-N 85 ~- 0 000�p0,.,0�pog70 off,0 p o°O0M 0�oa0 0 N Oeo (.1) SEEDING SCHEDULE - N/F BRONISLA WAND TEKLIA HANCHUI< ° ° ° c ALL DISTURBED AREAS NOT PAVED OR LANDSCAPED SHALL BE LOAMED WITH 4" MINIMUM OF TOPSOIL. SEED AS INDICATED BELOW. CONDITION SOIL o Xo oc6o�Xo bloc WITH FERTILIZER AND LIMESTONE AS INDICATED BY SOIL TEST. PLAN 4" MINIMUM CONN. PERMANENT VEGETATIVE COVER: DOT 2" STONE SEEDING DATES: APRIL 1 TO JUNE 15 & SEPTEMBER 1 TO OCTOBER 15 FILTER FABRIC OR AT OTHER TIMES, WEATHER PERMITTING WIDTH= 10' MIN. LAWN AREAS: USE THE FOLLOWING MIXTURE OR EQUAL AS APPROVED BY DESIGN ENGINEER: KENTUCKY BLUEGRASS 45% SECTION CREEPING RED FESCUE 45% NOTES: PERENNIAL RYEGRASS 10% 1. THE PURPOSE OF A STABILIZED CONSTRUCTION ENTRANCE IS TO REDUCE APPLY 1-3 LBS.�1000 S.F. THE TRACKING OR FLOWAGE OR SEDIMENT ONTO EXISTING PAVEMENT. 2. BEFORE CONSTRUCTION ENTRANCE INSTALLATION, THE AREA OF THE TEMPORARY VEGETATIVE COVER: ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER SEEDING DATES: MARCH 1 TO JUNE 15 & AUGUST 1 TO OCTOBER 15 UNDESIRABLE MATERIAL OR AT OTHER TIMES, WEATHER PERMITTING 3. THE ENTRANCE SHOULD BE MAINTAINED IN A CONDITION WHICH WILL USE THE FOLLOWING SEED OR EQUAL AS APPROVED BY DESIGN PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO EXISTING PAVEMENT. ENGINEER - THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR ANNUAL RYEGRASS 100% ADDITIONAL LENGTH AS CONDITIONS REQUIRE. APPLY 1 LB./1000 S.F. GRAPHIC SCALE TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS 40 0 40 80 ee�eti O f-OON�e�,ss ee4'�140%j CON i..' PREPARED FOR MAP 15 SUBSTANTIALLY CORRECT AS NOTED HEREON. M. ALFo�o%a= ,'''e�g� �o�M. ALF0 - % MANNARINC BUILDERS INC. ( IN FEET ) A: , �� ' L.S. N0. 9344 ;3 :�`� IMPROVEMENT LOCATION SURVEY CIVIL EiVGJNEE�? C No. 9344 No. 9344 �� THE LOCATIONS OF UNDERGROUND UTILITIES ARE �'.Aa <iceNSE°• � �a`e,, '•.,��':�!CEN5E11?1 o eeee, EAGLE RUN WWDSOR,CONNECTICUT APPROXIMATE AND ALL UTILITIES MAY NOT BE ••�soFFSSIONAL � `+°e ...... s u R�E►D'ee • SHOWN. PRIOR TO CONSTRUCTION, CONTRACTOR ''•.,, lop$ ••.,,,,,,,uo • WILSON M. ALFORD,JR.,P.E.&L.S. SHALL CALL 1-800-922-4455 AND HAVE THE UNIT 3 - UTILITIES MARKED ON THE GROUND. DATE REVISION NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL 20 EAGLE RUN SOUTH WINDSOR, CONNECTICUT SCALE: 1 IN. = 40 FT. DATE: MAY 18, 2004 D:M03101PP P:M03101 FOLDER:MANNARINO FILE:MANNARINO-EAGLE RUN SS: PPP-3AA I -ros NO TES - 1. ZONE OF SUBJECT PARCEL IS "RR". OVERALL PARCEL 1S DEVELOPED AS AN ACTIVE ADULT COMMUNITY, APPROVED AS A SPECIAL EXCEP77ON UNDER ARTICLE 4.1.12 OF THE ZONING REGULATIONS MIN/MUM SEPARA77ON DISTANCE BETWEEN UNITS= 20' 2. BOUNDARY INFORMATION TAKEN FROM PLANS EN777LED - EAGLE RUN AN AC77VE ADULT COMMUNITY PLOT PLAN PREPARED FOR MANNARINO BUILDERS, INC. 548 & 558 NEVERS ROAD SOUTH WINDSOR, CONNEC77CUT SHEET 3 SCALE: 1 IN. = 40 FT. DATE- DECEMBER 18, 2003 REVISION DATES TO 4-7-04 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WINDSOR, CONNECTICUT" J. APPLICANT: MAP PREPARED BY - MANNARINO BUILDERS, INC. ALFORD ASSOCIATES, INC. clo ROBERT MANNARINO 200 PIGEON HILL ROAD 1169 ELLINGTON ROAD P.O. BOX 484 SOUTH W/NDSOR, CONNEC77CUT 06074 W/NDSOR, CONNEC77CUT 06095 TEL, # (860) 289-7055 TEL, # (860) 688-7288 4. ELEVA77ONS ARE BASED ON M.O.C. DATUM. m 184.0 5. NO ZONING WOLA77ONS WITH RESPECT TO LOCA77ON OF EXIS77NG HOUSE, AS SHOWN. #558 NE/ERS ROAD r N EXIST. FOUNDATION 352 OPOSED + SAN. FL= 177.0 s >N PR +' 6. EXIS77NG HOUSE - N/F MANNARINO BUILDERS, INC. FD FL= 178.4 17 . �z HOUSE 3 ' 1 FOOTING DRAIN _ 8F= 18D�79-A GARAGE FLOOR = 186.58 PUMP REQUIRED r ��S -�� FD F� FINISHED FLOOR = 189.18 30.3' 49 0 h 1 g5,5 + I BASEMENT FLOOR = 180.48 Z AS OF APRIL 4, 2005, AREA ADJACENT TO HOUSE#3 HAD NOT BEEN FINAL GRADED OR SEEDED. 182.8 j 186.0 I 20 I 187.0 i 8. LEGEND - > - - - 0� 18 --�31 EXIS77NG CONTOUR i 0___� x 310.0 EXIS77NG SPOT GRADE -- - I 185.0 WATER SERVICE - - - - >--- - 1g5 ' 1 - ----- W------ -- ---------FD----------- �`�8 --T-W--B WATP,R hIAIfJ - -"' _ _ B FOOTING DRAIN LINE T --- L _-- 184.2 1F-183.4 w r - _ _ C.L.&P. CO. EASEMENT FD= 182.0 FLOWLINE OF FOOTING DRAIN AT MAIN LINE (APPROX.) W_ SAN. Mfl perp' -- -��_�--� 85.01 TF=115 %fir --------- -----------CD COLLECTOR DRAIN LINE wj/ 1g5184.57 184 15 _ 184.03�83.95 k ____ o_.' I CO.VNECTTCUT WATER COMPANY EASEMENT S 6'0 SANITARY SEWER LATERAL MAN --18` AN? YANKEE GAS SERVICES COMPANY EASEMENT AREA TEL s= 182.0 FLOWLINE OF SANITARY SEWER LATERAL AT THE MAIN LINE BOX "® 6.77111 I� ---_ _ `as34 ~�- CCNCRETF WALK _ G GAS SERVICE 187 - - �' - T - 6 w 3o w ' i u - - _ _ i� I 184.E - 1 c 6 N P o� 186 - o - 1 _ T,E,TV TELEPHONE, ELECTRIC AND CABLE TV SERVICES Ico 188.0 I i 186.E 1 o n �� ^f/I 5.2% J 1871 TRANS � 188E.51 ,0 L,:' 1 J 22"8 185.5 186.0 1 o cn 1 ❑ TRANSFORMER h I WV WATER GATE 51' - / o c, I 186.58 186.0 > ` 1 lt14 0 a _75 g cbo n 1 rn TELEPHONE NAND HOLE Co coo „'. ,,.2'O 4 Co PROPOSED HO SE 1 4 M t' I{I1 0- m FD FL = 80g 0 II 7' OH II 187.0 ELECTRIC MAN HOLE FD FD IN P EXISTING � � 0 FOOTING DRAIN PUMP x HOUSE 21 (4-4-05) PROPOSED HOUSE OUSE 1' REQUIRED a, SAN.FL=17g•pf 185.5 EXIS�NG e 7s 0 TEL TELEPHONE TUBE O j8- a _ 184 N FOOTIN�pRAIN1 PUMP,'' SANS 17g,6 TV CABLE 7V BOX TV G 39.0' 15' S, REQ. N PUu o �'_1 h ' T1NC7'pn-' SOY. M 30.5' FOO 63'0� ' OVERHANG + 183.5 16.3' ENCLOSED HA HATCHWAY 183.5 183 183 PORCH 185 5 DEpK 182 H 181 __-- YARD _ 181.E 0---, 10' rn FE_ i #4 25' BUFFER rn v - 5.10 225.50' ------__ _--------------- N 8833'55 W -- 262.67' - "Awl ---------------- ---------------- N/F BRONISLA WAND TEKLIA HANCHUK GRAPHIC SCALE 40 o ao so ��$11�F��c ONjy`''�.� 41 op coNiy''�•. TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS '� � ,e•• '��0 �ee• PREPARED FOR MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON. AL � .; ;_ ,r ;' . ; MANNARINO BUILDERS, INC. �bt tL.S. NO. 9344 ( IN FEET ) '* 3 * ;*i3 i*: IMPROVEMENT LOCATION SURVEY THE LOCATIONS OF UNDERGROUND UTILITIES ARE No. 9344 :_ No. 9344 ClVIL ENGINEERS_ APPROXIMATE AND ALL UTILITIES MAY NOT BE '•`�'o�=�!cENs�°•G��'p•`��' lo <q��!.....I yo;�p`� EAGLE RUN wlNDsoR,c�NNEcncur SHOWN. PRIOR TO CONSTRUCTION CONTRACTOR ''•.:5�°VIAL Ei► uid��'''� • WILSON M. ALFORD,JR.,P.E.&L.S. r 4-6-05 ADDED AS-8UlLT INFORMATION rrrri� UNIT 3 - SHALL CALL 1-800-922-4455 AND HAVE THE UTILITIES MARKED ON THE GROUND. DATE REVISION NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL 20 EAGLE RUN SOUTH WINDSOR, CONNECTICUT SCALE: 1 IN. = 40 FT. DATE: JULY 20, 2004 SS: asb-3aa D:M03101 PP P:M03101 FOLDER:MANNARINO FILE:MANNARINO-EAGLE RUN N0 TES 1. ZONE OF SUBJECT PARCEL IS RR'. OVERALL PARCEL IS DEVELOPED AS AN AC77VE ADULT COMMUNITY, APPROVED AS A SPECIAL EXCEP77ON UNDER AR77CLE 4.1.12 OF THE ZONING REGULA77ONS. M/N/MUM SEPARA77ON DISTANCE BETWEEN UNITS= 20' 2. BOUNDARY/NFORMA77ON TAKEN FROM PLANS EN777LED - EAGLE RUN AN AC77VE ADULT COMMUNITY PLOT PLAN PREPARED FOR MANNARINO BUILDERS, INC. 548 & 558 NEVERS ROAD SOUTH W/NDSOR, CONNEC77CUT SHEET 3 SCALE. 1 IN. = 40 FT. DATE- DECEMBER 18, 2003 REVISION DATES TO 4-7-04 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS W7NDSOR, CONNECTICUr J. APPLICANT MAP PREPARED BY MANNARINO BUILDERS, INC. ALFORD ASSOCIATES, INC. clo ROBERT MANNARINO 200 PIGEON HILL ROAD 1169 ELLINGTON ROAD P.D. BOX 484 SOUTH WINDSOR, CONNECTCUT 06074 WINDSOR, CONNEC77CUT 06095 TEL. # (860) 289-7055 TEL. f (860) 688-7288 4. ELEVA77ONS ARE BASED ON M.D.C. DATUM. PATIu w.�__--- ---- . -.i , 558 NEVERS ROAD N 37.0' 12' _ o_- 5. NO ZONING WOLA77ONS WITH RESPECT TO LOCA77ON OF EXIS77NG HOUSE, AS SHOWN. N AC HOUSE 89 +1�^N/F MANNAR/NO BUILDERS, INC. I M EXISTING os) EM T,''z 3~ pRo �Q �t1SE 6. EXISTING HOUSE - Fsf- D F FL178.7� t $N S 1N5.1 F(l>Q=11?�5) FOOTING DRAIN N SAN. Fl 79 gt t v GARAGE FLOOR = 186.58 � PUMP RE,yg�f II rn c° FL- h " Fo ° FINISHED FLOOR = 189.18 190.3 30.3' 12.7 ? EM `2.3' BASEMENT FLOOR = 180.48 a •/n I8!i.5 1 9s 7 11 9.3 0 ST P Z .7.1BEi.31 cn 8' �: J 9 o �./ m r 1 BRICK8. LEGEND - -_- - - --- --- 20.7' STOOP COVERED 187.3 R. 22 9' WALK 186.3 1E 185,2 +/co /.l. V 6.FJ 186.2 1 18 6 _ _118t (�iBG.:`"l I BRICK 7 E 310-- EXIS77NG CONTOUR -- _��-- f . ,.G 7-- - - WALK 18 x 310.0 EXIS77NG SPOT GRADE -------------- - c - - w- WATER SERVICE 1 -r - o ------- ry - - --� ----- 0 6 W---- aTFR- �r LE RUN T s cs ------ --FD-------- -- FOOTING DRAIN LINE I I � 7 6, EAG a W-- MAIIJ - 1 4 7F 183 4 1 t 1 �- --w- -1�,3.69 -_ _ j - C.L.&P. CO. EASEMENT FD= 182.0 FLOWL/NE OF FOOTING DRAIN AT MAIN LINE (APPROX.) 45 15.^F1 11-tn I F"N Mfl,� - ` wM _ 1g5t84.157 184.26 184,n ce >►� 1 7&' ---------CD---- ------ LECTOR COL DRAIN LINE 95 - I -CONNEC77CUT WATER COMPANY EASEMENT S 6"ra SANITARY SEWER LATERAL N Tv 1 i 8 AND YANKEE GAS SERVICES COMPANY EASEMENT AREA �- - - --/-a -- _� Box DE cv / r I - J'''"' ? I S= 182.0 FLOWLINE OF SANITARY SEWER LATERAL AT THE MAIN LINE 3 - _ �o CO F m1e3.2 " CONCRETE WALK "" I. r -"' _ I - y_ 3 G GAS SERVICE , +`-1 0 - BRICK I I- 6.0% \(F1-G/� ;' D:1N r_, 186. 1 WA - �I 1 �V ]1i� �� 2.77 0 3 _,T J /- T,E,TV TELEPHONE, ELECTRIC AND CABLE TV SERVICES '- I v) BIT. Co a / BIT. CONC. x ; n 22.8' I n a a.7 p w 3 GM O DRIVEWAY / i t o� I ui o f im 118; 53:1 zwy, 11 2 00 _� 3 .r, n o cn o� 187.65 + c a _ BIT. CONC, o j u 20.6' ^'� ° BACK WATER GAlE v o EXIS$NG SOUSE 0 11'� 11.2'O IDRIVE `i I In �' WALK GV SAN.FL= 179. D" y ^ 4 0 1 OH p`? 36.0' 9 7• ro O Co I to 4' ST00 GAS GA17 FD FL- C•�1 12.T :t/ 'o; I 'w - 1so.ot EXISTING HOUSE `O 1 lo GM 21.1' I FOOTING DRAIN PUMP REQ. o (4-4-05) EXISTING HOUSE 14'7 EM a SAN.FL=178.Ot /185.8 (12-14-05) ? 7.3 EM 17� 'o G HOUR N ID FL= 179.1t SAN.FL= 177.Ot- EX1511N r.; FOOTING DRAIN PUMP REQ. FD FL= 178.3E II _ 39.0' 75• _ 15' 8t' FOOTING DRAIN PUbcq _,86'3 1 D uT _ F.G4iiiitCi: ` clN. .�q] i 30.5' - 7.2 186.7 R4.6'x7.2' L. 37.0' iv �;�,�. rA�Q2.G rq FLRA`N r• 1q,- - }'•A"CH NAY� i2 i51c p FOOTING 0 21 / i 1F= -ENCLOSED N woo D ENCLOSED 45.0 7 ' PORCH 185.8 DECK ROOM -F I 12. ' 2.2 OVERHANG 186 l f 185.5 N 14.0' 20.0' BAY 1- 185.9_-M o -f- 185..) NINDOW 18.2 _10_ YARD' 186.8 _-_.-__.� ^ +185.F 184.E - 4.6'x7.2' HATCHWAY 25' DUrFER_ ___ ------- ---- -- -- - - 10' YARD 4.6'x6.8' HATCHWAY -- ------184-- 18i.8 �E'4ENCLOSEC DECK.16 183.8 ry + 187.7 � T�Y � a, �Y t 181.B 1 R1.2 + 180.74 181.5 + t64.z t 4 186.9 181.6 181.3 1 R I. , ; 25' BUFFER _r. 4 - 182.2 225.50' N 883'S5" W 185.10 262.67' f- +183-0 + 182.18 + 181.4i3 181.44 + 181.98 + 182.01 + 181.75 +181..<+ +184.2 +186.2 N/F BRONISLA WAND TEKLIA HANCHUK 1- 181.21 vi y.F . a\ I GRAPHIC SCALE 40 0 40 80 '`r�p�rNN !., ��+�pF •CRNN �'•..� TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS a O FOR PREPARED o#44 vZ -II M AL Fo;�Q,: O�P��'•' -.��••. MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON. �' °' IN FEET : MANNARINO BUILDERS, INC. ( ) .a �, lr; L.S. N0. 9344 IMPROVEMENT LOCATION SURVEY THE LOCATIONS OF UNDERGROUND UTILITIES ARE No. 9344 C No. 9344 o� C16�1L ENGINEERS APPROXIMATE AND ALL UTILITIES MAY NOT BE 7-24-06 ADDI110NAL AS-BUILT/NFORMAAON EAGLE RUN � ~a`o�or:C/CENSE,�..• �`` ��, �•••.�� -4/CENSE�.•o�'p�� WINDSOR CONNECTICUT SHOWN. P!7RIOR TO CONSTRUCTION, CONTRACTOR 4-6-05 ADDED AS-BUILT INFORMA77ON •��SSpONAL ,EaGD�' •�.A, . U RN��1#*� SHALL CALL 1-800-922-4455 AND HAVE THE ••'�'""""'°°°� """'°1°°°° UNIT 3 I FAIIIIIALliffrk7m WILSON M.ALFORD,JR.,P.E.8 L.S. UTILITIES MARKED ON THE GROUND. DATE REVISION 20 EAGLE RUN SOUTH WINDSOR, CONNECTICUT NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL 1 IN. = 40 FT. DATE: JULY 20, 2004 SS: asb-3aa D:M03101PP P:M03101 FOLDER:MANNARINO FILE:MANNARINO-EAGLE RUN 1200274 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER ELECTRICAL PERMIT DATE: 08/02/12 GIS ID:29370028 FEE: 120.00 MUNIS APPLICATION# 201201004 BUILDING DESCRIPTION: APPLICANT LOCATION NAME: O.J.MANN ELECTRIC SERVICES ADDRESS: 28 EAGLE RUN ADDRESS: 777 PECK LANE OWNER: BORKOWSKI JANUSZ M&BARBARA J CHESHIRE,CT 06410 0028 EAGLE RUN SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: THE INSTALLATION OF A 14 KW NATURAL GAS GENERAC GENERATOR WITH A 200 AMP AUTOMATIC TRANSFER SWITCH. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION AND PLANS"APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: BUILDING OFFICIAL 8/2/2012 3:14 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE 1200323 TOWN OF SOUTH WINDSOR, CT PERMIT NUMBER PLUMBING PERMIT DATE: 08/21/12 GIS ID:29370028 FEE: 30.00 MUNIS APPLICATION# 201201004 BUILDING DESCRIPTION: APPLICANT LOCATION NAME: MCGRATH PLUMBING&HEATING LLC ADDRESS: 28 EAGLE RUN ADDRESS: 282 CRYSTAL LAKE ROAD OWNER: BORKOWSKI JANUSZ M&BARBARA J TOLLAND,CT 06084- 0028 EAGLE RUN SOUTH WINDSOR,CT 06074 DESCRIPTION OF WORK: THE INSTALLATION OF A 14 KW NATURAL GAS GENERAC GENERATOR WITH A 200 AMP AUTOMATIC TRANSFER SWITCH: INSTALL'A NEW GAS LINE FOR A GENERAC 14 KW STANDBY GENERATOR. SPECIAL CONDITIONS: ALL WORK TO BE DONE IN ACCORDANCE WITH THE APPLICATION AND PLANS APPROVED BY THE BUILDING DEPARTMENT. CONSTRUCTION TYPE: OCCUPANCY GROUP: BUILDING OFFICIAL 8212012 3:13 PM THE FEE ABOVE INCLUDES A$0.26 PER THOUSAND CT STATE EDUCATION SURCHARGE