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HomeMy WebLinkAbout42460-Z p�SUFFO(,�CpG Town of Southold 10/24/2020 P.O.Box 1179 a co 53095 Main Rd �4A �p� Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 41560 Date: 10/24/2020 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 52 Millstone Ln Unit 26, Cutchogue SCTM#: 473889 Sec/Block/Lot: 102.1-1-26 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 1/24/2018 - pursuant to which Building Permit No. 42460 dated 3/16/2018 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: one family dwelling with unfinished basement, covered porch, screened porch and attached two car garage as applied for. (Unit 26) The certificate is issued to Rimor Development LLC of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-17-0080 1/22/2019 ELECTRICAL CERTIFICATE NO. 42460 9/24/2018 PLUMBERS CERTIFICATION DATED 2/26/2020 ff lrere biontractors Inc A �SUFFn��coTOWN OF SOUTHOLD moo BUILDING DEPARTMENT y a TOWN CLERK'S OFFICE o . SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 42460 Date: 3/16/2018 Permission is hereby granted to: Rimor Development LLC 1721-D North Ocean Ave Medford, NY 11763 To: construct dwelling unit as applied for per SCHD & Planning approvals. (Unit 26, 131 Unit) At premises located at: Millstone Ln Unit 26, Cutchogue SCTM # 473889 Sec/Block/Lot# 102.1-1-26 Pursuant to application dated 1/24/2018 and approved by the Building Inspector. To expire on 9/15/2019. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $1,704.80 CO -NEW DWELLING $50.00 Total: $1,754.80 Buil 'ng Inspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application mast be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: ;1. Final survey of property with accurate location ofall buildings,property lines,streets,and unusual natural or topographic features. 2. Final Approval from Health Dept,of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical in"s'tallation from Board of Fire Underwriters. 4. Sworn statement from plumber,certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Cptnmercial building,'industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. 'Submit Planning'Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9,, 1P57)nod-conforming uses,or buildings and"pre-existing"land uses: L Accurate survey ofproperty showing all property lines,streets,building and unusual natural or topographic features. '2. A,prop'erly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is ,denied,the Building'Inspector shall state the reasons therefor in writitag to the applicant. C: Fees L Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool $50.00,Accessory building$50.00,Additions to accessory building$50,00,Businesses$50.00. 2. Certificate of Occupancy on'Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary'Certi ficate of Occupancy-Residential$15.00, Commercial$15.00 Date. ,New Construction: //Old or Pre-existing Building: (check o e) ;Location of property: 'House No. Street Hamlet Owner or Owners of Property: ®w 'Suffolk County Tax Map No 1000, Sections ,� ",�®" . a 'Block ® r Lot �ibdivisio �'�,/ C.��Te' t.-�..... Filed Ma 7 Z� p Lot: CPermit No. Z Date of Permit. , Applicant: Health Dept. Approval: VIt � Underwriters Approval: Planning Board Approval:Request for: Temporary Certifi, Final Certificate: `4AppVicani one) Fee Submitted:$ ^�--� --_ • e CONSENT TO INSPECTION VLbf. A�Zf � ,the undersigned,do(es)hereby state. Owners)Name(s) That the.under ' ed is ( re)theawner ).gf he reeml es Southold,located at2.6 which is.ho n and designate on the Suffo County Tax Map as District 1000, Section 1& .4 I Block ,Lot That the undersigned(has)(have)filed, or cause to be filed,an application in the Southold Town Buildir Insp�e tor 's Of oe fof he f lloowing;, t That the undersigned do(es)hereby give consent to the Building Inspectors of the 'Town of Southold to enter upon the above described property, including any and all -buildings located thereon,to conduct such inspections as they may deem necessary with respect to the aforesaid application, including inspections to determine that said premises comply with all of the laws,ordinances, rules and regulations of the Town of Southold. The undersigned,in consenting to such inspections,do(es)so with the knowledge ,and understanding that any information obtained in the conduct of such inspections may be used in'subsequent prosecutions for violations of the laws,ordinances,rules or regulations of the Town of Southold. Dated: Z L- na .n , (Print N ) j� (Signature) (Print Name) pf SO!/r�®C 0 Town Hall Annex Telephone(631)765-1802 54375 Main Road CA Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 ® • �o roper.richerta-town.southold.ny.us l4-C44v1 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Rimor Development LLC Address: 52 Millstone Ln (unit-26) City: Cutchogue St: New York Zip: 11935 Budding Permit#: 42460 Section: 102.01 Block 1 Lot 26 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: MTM Electric License No: 3700-ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage X INVENTORY Service 1 ph 150a Heat gas Duplec Recpt 37 Ceiling Fixtures 17 HID Fixtures Service 3 ph Hot Water gas GFCI Recpt 5 Wall Fixtures 7 Smoke Detectors 2 Main Panel 150a A/C Condenser 1 Single Recpt 1 Recessed Fixtures 27 CO Detectors Sub Panel A/C Blower 1 Range Recpt 20a Fluorescent Fixture Pumps Transformer Appliancesdw Dryer Recpt 30a Emergency Fixtures Time Clocks Disconnect 150a Switches 35 Twist Lock Exit Fixtures 11 TVSS Other Equipment: 2-combination smoke / co detectors, 2-bath fans, 4-ARC fault circuit breakers, 8-combination GFCI/ARC fault circuit breakers Notes. Inspector Signature: -~ Date: September 24 2018 81-Cert Electrical Compliance Form.xls as Town Hall Annex -,, a Telephone(631)765-1802 54375 Main Road <"'rte Fax(631)765-9502 co P.O.Box 1179 �O Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD MAR - 4 2020 CERTIFICATION Date: c a- � — 1 Building Permit No. y7 ��� �ll, Dc(e A-\"'t)(a- ®caner• �'�Javw'ULL c" (Please print) Plumber:\)\l �(.�4olt Dvkn)c�n� n its (Please print) I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. (Plu ers Signature) Sworn to before me this day of _ . 20,�d ANN FIORITA Notary Public,State of New York Reg.No.01 F16368364 Qualified in Suffolk C n Notary Public,! l COunty Commission Expires OP SOUIyo{o TOWN OF SOUTHOLD BUILDING DEPT. �o • �o O `ycourm, 765-1802 INSPECTION 7 [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING - REMARKS: �� DATE INSPECTOR SOF 50U1y # TOWN OF SOUTHOLD BUILDING DEPT. courm, 765-1802 INSPECTION [ ] FOUNDATION ,1 ST [�OUGH PLBG. [ FOUNDATION 2ND [ ] INSULATION ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING - R MARK - W 0 Wei --6 oAmet,� 0) DATE CO g INSPECTOR v 0 pF SOUl o��cOU0,a TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION - [ ] FOUNDATION 1ST [ ] UGH PLBG. [ ] FOUNDATION 2ND [ INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ " ] FIREPLACE & CHIMNEY = [ ] E SAFETY INSPECTION , [ ] FIRE RESISTANT CONSTRUCTION [ FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: w 1T CIL DATE INSPECTOR Y?A 1 �Of SOGI # # TOWN OF SOUTHOLD BUILDING DEPT. um, 765-1802 INSPECTION [ ] FOUNDATION 1ST [Vf'ROUGH PLBG. [ ] FOUNDATION 2ND [ INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CA LKING REMARKS: r S M W✓.46 tom DATE INSPECTOR Lm (lpo `\ t. pF SOUT'yo 'O r- # TOWN OF SOUTHOLD BUILDING DEPT. `ycou765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] UGH PLBG. [ ] FOUNDATION 2ND [ INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: (Aja_,I f U"-D' ov-�D C&6� v/r �fo-4, th kwl, WD� �jL�IY��• DATE Of INSPECTOR OF SOUIyo� TOWN OF SOUTHOLD BUILDING DEPT. ,ouffm 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) Iff ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE ° INSPECTOR o OF SOY% ,,or DuAti- . (/T�° v � # ° TOWN OF SOUTHOLD BUILDING DEPT. eou765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLSG. [ ] FOUNDATION 2ND [ ] I ULATIOWCAULKING [ ] FRAMING/STRAPPING [ FINALS [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O r-- REMARKS: e-7 l '�/ .o� �►� 6� .01 .P DATES INSPECTOR Vil/ °F snaryo� # # TOWN OF SOUTHOLD BUILDING DEPT. `ycouun, 765-1802 ANSPECTION - FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] I SULATIOWCAULKING [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ]' FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH)- [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O REMARKS: DATE INSPECTOR N o a 0 N1`I,N TOWN OF SOUTHOLD BUILDING DEPT. _ 765-1802 INSPECTION [V OUNDATION IST [ ] ROUGH PLEIG. [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL REMA KS: 6Dlu go: I V �) `Dti✓ 1,S DATE1LH" INSPECTOR r �V SOUTyO r,ll o v # # TOWN OF SOUTHOLD BUILDING DEPT. coum, 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUG PLBG. [ ] FOUNDATION 2ND [ ] I ULATION/CAULKING [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O REMARKS: DATE- 0414 1 INSPECTOR Le GRCH ARCHITECTURE PC 3750 EXPRESS DRIVE SOUTH SUITE 202 ISLANDIA, NY 11749 W W W.GRCKARCHITECTURE.COM (631)864-3395 April 23, 2019 Town of Southold Building Department 53095 Route 25 PO Box 1179 Southold, NY 11971 Att: Mr. Michael Verity Chief Building Inspector Re: Harvest Pointe at Cutchogue Screened in Rear Covered Porch Unit No. 26 Permit No.42460 Dear Mr.Verity, The rear covered porch as depicted on the submitted architectural plans will be "screened in" as per the Planning Board's approval dated January 18, 2019. FRED ARC R spectf Ilysubmitted, ozeRr�y�yX CA �v 2� ynheirveny,AIA, LEED AP 9 0238AQ i y MAR - 4 2020 -_.i MgCHAR CAL COF4l�Of8AYfOk HEATING AND AIR CONDITIONING March 11, 2019 - - t1 Michael J. Verity Town of Southhold Building De�artrhen';fAR - 2020 Town Hall Annex Building 54375 Route 25 _ - Southhold, NY 11971 Tel: (631) 765-1802 Fax: (631) 765-9502 Subject: Harvest Point Residential Units Dear Mr. Verity Please be advised that the basements of all the residential units at the above referenced project have been included in our Manual J load calculations. Best regards, Louis DeSantis President 20 Feldland Street, Bohemia. NY 11716 = (631) 563-1298 • Fax: (631) 563-2954 =a y.3•r--F-•. 5 - "' "' ';=ot 'u"- - .,ra ,` ^,i_',.7'`_. ~i CRCH ARCHITECTURE PC 5750 EXPRES SOUTH .� S DRIVE _ `' i. , . , . . , '" 4'` t SUITE 202 _� 17749 w _ WWW.GRCHARCHITECTURE.COM _ 818 " (6 � 64 3895 November 14, 2018 "f Town of Southold r Building Department `' MAR - 4 2020 53095 Route 25 PO Box 1179 Southold NY 11971 Attn. Ms.Amanda Nunemaker - Plans Examiner Re: Harvest Pointe at Cutchogue Dear Ms. Nunemaker, The following two insulation products noted below have been selected for their flame/smoke spread properties to meet the requirements of the New York State Residential Code for both spray foam and draped blanket insulation exposed in basement condition. Spray Foam Insulation at Rim Joist: Sill Plates Headers and Rim Joist (Residential Code Section R316.5.11 Maximum thickness 3 %" (provided ±3") Flame spread index 25 or less and smoke-development index of 450 or less is provided: Provided/Installed Bayseal Closed Cell Spray Foam Insulation report less than 4" (see products sheet) provides flame spread index of 25 or less and smoke-development index less than 450 in accordance with ASTME84. Draped Foundation Wall Insulation Blanket (Residential Code Section R302.10.1 Insulation materials,including facings shall have a flame spread index not to exceed 25 with an accompanying smoke. Development index not to exceed 450. Provided/ Installed: "Ecotouch Flame Spread 25 Fiberglass Insulation: (see product cut sheet) Provides a flame spread Index of less than 25 and smoke-development Index less than 50 in accordance with ASTM espectfu�ly%submi ed, D ARCy 0QgSRT qyF Glen nerve y i IA, Ll AP Principal 1 0 38A3 �0 0FN GRCH ARCHITECTURE PC ® 3750 EXPRESS DRIVE SOUTH SUITE 202 ISLANDIA, NY 11749 WW W.GRCHARCHITECTURE.COM (631)864-3395 April 29, 2019 Town of Southold Building Department 53095 Main Rd P.O. Box 1179 Southold,NY 11971 Attn. Michael Verity Chief Building Inspector Re: Harvest Pointe at Cutchogue Cutchogue,New York Unit 26 -Permit#42460 Dear Inspector Verity: Please be advised that the basements of the above referenced units constructed on site meet the requirements for conditioned space as defined in the 2015 IRC and Energy Code as well as the 2017 Code Supplement. Respec lly s miffed, RED ARC oeERr C y��F Glen rve , AIA, LEED AP Princ' al (P "9 0238A1 TFOF NE`Ny MAR - 4 2020 y 0j: J rdome Energy Rating (Cerdficata Property HERS Unit 26 Rating Type: Confirmed Certified Energy Rater: Michael Caruso Harvest Point Rating Date: 2019-04-29 Rating Number: MC121 52 Millstone Ln Registry ID: 452902238 Cutchogue, NY 11935 Estimated Annual Energy Cost Use MMBtu Cost Percent HERS Index: 54 Efficient Home Comparison: 52% Better Heating 52.2 $1073 66% General Information Cooling 1.0 $38 2% Conditioned Area 3260 sq. ft. House Type Townhouse, end unit Hot Water 11.0 $202 12% Conditioned Volume 31155 cubic ft. Foundation Conditioned basement Lights/Appliances 22.5 $306 19% Bedrooms 2 Photovoltaics -0.0 $-0 -070 Service Charges $16 1% Mechanical Systems Features Total 86.7 $1636 100% Water Heating: Conventional, Natural gas, 0.69 EF, 75.0 Gal. Heating: Fuel-fired air distribution, Natural gas, 95.0 AFUE. Criteria " Cooling: Air conditioner, Electric, 16.0 SEER. This home meets or exceeds the minimum criteria for,the following: Duct Leakage to Outside 10.00 CFM25. 2015 IECC UA Compliance } Ventilation System Exhaust Only: 100 cfm,23.2 watts. 2015 IECC ERI ri Programmable Thermostat Heat=Yes; Cool=Yes ECCC New York State 2016. `- Building Shell Features a Ceiling Flat R-37.7 Slab R-0.0 Edge, R-0.0 Under Sealed Attic NA Exposed Floor NA Vaulted Ceiling NAnACnH w Type U-Value: 0.320, SHGC: 0.300 j Above Grade Walls R-21.0n Rate Htg: 1309 Clg: 1309 CFM50 Foundation Walls R-13.0ethod Blower door 1309 CFM x 60 Min/Hr/31155 Ft0 Pa Energy Testing Services LLC. Lights and Appliance Features 1648 Locust Ave Unit A Interior Fluor Lighting (%) 0.0 Range/Oven Fuel Natural gas Bohemia, NY 11716 Interior LED Lighting (%) 100.0 Clothes Dryer Fuel Natural gas 631-244-2627 Refrigerator (kWh/yr) 623 Clothes Dryer CEF 3.93 Fax# Dishwasher(kWh/yr) 270 Ceiling Fan (cfm/Watt) 0.00 Certified Energy Rater: REM/Rate- Residential Energy Analysis and Rating Software v15.8 This information does not constitute any warranty of energy costs or savings. ©1985-2019 NORESCO, Boulder, Colorado. The Home Energy Rating Standard Disclosure for this home is available from the rating provider. J 1 Energy Testing Services 2020 Combustion Safety Testing Form Certified Home Address: 52 Millstone Lane City: Cutchogue Builder Name: Rimor Development, LLC. Builder Tracking# Combustion Appliance Zone(CAZ)# 1 of Location of this CAZ: Basement (Use additional forms if more than one CAZ or if home has multiple heating systems or water heaters) Date of Test: 2018-12-05 Outdoors Temp During Test: 50 of CAZ Depressurization NOTE:Net Change=Test Pressure—Base Pressure) Base Pressure: N/A pa. CAZ Ambient CO: N/A PPM Test Pressure: N/A pa. Appliances/Fireplace Simulated for Test? Yes❑ No Z Net Change: N/A pa. If Yes,Total CFM Simulated (explain in notes) NOTES: eating System Primary: Yes[]✓ No Q Type: Furnace W1 l Boiler II Heat Pump Q Other❑ 1 z Ventinm Type Drat Spillage S iSn 11aQe CO CO Efficiency Fuel TVPe Circle Type) asca1 (Worst Case (Natural) (Worst Case atural Ratin :95.0 N_❑✓ PDO❑Ell NQ1v0M❑S_0 NSA Pa. Pass❑✓ Fail❑_ PassOFai10 NSA PPM NIA PPM Yes ❑✓ Tye: Standard Tank�Indirect Tankless El Size: 75 0 Style Common Vent Wafer Heater Primary: 4 No Instantaneous❑Commercial (See Not,5below) (Gallons) Stand Alone Q✓ s z Venting Type 3 Draft i Sip llage SpillaQe_(Natural) ' CO CO E tcien Fuel Tvpe (Circle.Type) (Pascal) (Worse Case) (Worse Case) (Natural) EF: 0.69 N_❑✓ P[1O aE❑ N❑M[✓ S❑ N/A Pa. Pass[Z]Fail❑ Pass❑✓Fail N/A PPM N/A PPM Oven Oven is Electric or No Oven Exists ❑ Oven Range Hood Vented to Outside Yes❑ No Oven CO 7 PPM Ambient CO(During Oven CO Testing) 0 PPM 'Heating System Efficiency: Enter AFUE for furnace or boiler;HSPF for heat pump;COP if heat pump is geothermal 1 Fuel Type: N =Natural Gas P=Propane O=Oil E=Electric 3 Venting Type: N =Natural/Atmospheric V =Natural/Atmospheric PLUS Vent Damper M =Mechanically Assisted S =Sealed(Two Pipe) NOTE: If the Venting Type selected is M,no Draft testis required for that appliance. If the Venting Type selected is S,no Draft or Spillage tests are required for that appliance. A CO test IS REQUIRED for all appliances regardless of Venting Type,if the exhaust vent is accessible. 4 Water Heater Style: Commonly Vented with Heating System or Stand Alone(Independently Vented or Orphaned) 5 Water Heater Efficiency: If Water Heater Type is Indirect,no EF entry is required. If Water Heater Type is Tankless,enter efficiency of combustion source. NOTE: If Water Heater Type is"Commercial'and the unit is 99 gallons or less,enter a maximum-modeled EF of.54 If Water Heater Type is"Commercial'and the unit is 100 gallons or more,enter a maximum-modeled EF of.48 Rater Name: Michael Caruso Rater Number: 7960376 Rater Signature: & Date: 2018-12-05 Y Manual S Compliance Report Job: W19 htsoft" Date: Jan 04,2019 Entire House By: Energy Testing Services... Energy Testing Services LLC 1648-A Locust Ave,Bohemia,NY 11716 Phone 631-244-2627 Email rb delfino@energytestingserwces com Project • • For: 52 Millstone Lane,Cutchogue, NY 11935 Cooling Equipment Design Conditions Outdoor design DB: 83.0°F Sensible gain: 14365 Btuh Entering coil DB: 75.7°F Outdoor design WB: 71.0°F Latent gain: 2523 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 16888 Btuh Indoor RH: 50% Estimated airflow: 700 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Generic Model: SEER 16 Actual airflow: 700 cfm Sensible capacity: 14700 Btuh 102%of load Latent capacity: 6300 Btuh 250%of load Total capacity: 21000 Btuh 124%of load SHR: 70% Fleatin6��Equte Design Conditions Outdoor design DB: 10.0°F Heat loss: 29798 Btuh Entering coil DB: 63.3°F Indoor design DB: 68.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas furnace Manufacturer: Generic Model: AFUE 92 Actual airflow: 700 cfm Output capacity: 36800 Btuh 123%of load Temp. rise: 0 °F Meets all requirements of ACCA Manual S. -OfF"Wrightsoft° 2019Jan-04 14 37.57 Right-Sulte®Universal 2018 18 0.32 RSU20066 Page 1 AC`A mor Model B1 MAN JSD%Rimor Model B1 MAN JSD rup Calc=MJ8 Front Door faces W S Residential Plans Examina •rm Form RPER 1 ACCA. for • (Loads, • • 15 Mar 09 Cr Grciung CaiLapr,'dlvrerd Header Information Contractor: Energy Testing Services LLC REQUIRED ATTACHMENTS ATTACHED Manual J1 Form(and supporting worksheets): Yes ❑ No Mechanical license: or MJ1AE Form'(and supporting worksheets): Yes ❑ No ❑ OEM performance data(heating,cooling,blower): Yes ❑ No ❑ Building plan# Manual D Friction Rate Worksheet: Yes Ii No Duct distribution sketch: Yes 11 No Home address(Street or Lot#,Block,Subdivision): 52 Millstone Lane, Entire House HVAC LOAD CALCULATION (IRC M1401.3) Design Conditions Building Construction Information Winter Design Conditions Building Outdoor temperature: 10 °F Orientation: Front Door faces West Indoor temperature: 68 of North,East,West,South,Northeast,Northwest,Southeast,Southwest Total heat loss 29798 Btuh Number of bedrooms: 2 Conditioned floor area: 3318 ff2 Summer Design Conditions Number of occupants: 3 Outdoor temperature: 83 °F Indoor temperature: 75 °F Windows Roof Grains difference: 30 gr/Ib @50% RH Eave overhang depth: 10.0 ft Sensible heat gain: 16324 Btuh Internal shade: none Latent heat gain: 2867 Btuh Biinas,arepea,etc. Depth Window Total heat gain: 19190 Btuh Number of skylights: 0 HVAC • • 41 Heating Equipment Data Cooling Equipment Data Blower Data Equipmenttype: Gas furnace E%ipmenttype: SplitAC Heatingcfm: 700 Furnace,Heat pump,Boiler,etc Ir Conditioner,Heat pump,etc. Cool i ng Cfm. 700 Model: Generic Model: Generic Static pressure: 0.60 in H2O AFUE 92 SEER 16+ Fan's rated external static pressure for design airflow Heating output capacity: 36800 Btuh Total cooling capacity. 0 Btuh Heat pumps-capacity at winterdesign outdoor conditions Sensible cooling capacity: 0 Btuh Aux heating output capacity, 0 Btuh Latent cooling capacity 0 Btuh DISTRIBUTIONHVACr DUCT •1 Design airflow. 700 cfm Longest supply duct: 200 ft Duct Materials Used Equipment design ESP. 0.60 in H2O Longest return duct. 171 ft Trunk duct* Sheet metal Total device pressure losses- -0,6 in H2O Total effective length(TEL): 371 ft Available static pressure(ASP): 0.01 in H2O Friction rate: 0.003 in/100ft Branch duct: Round flex metal Friction Rate-ASP+(TELx 100) I declare the load calculation,equipment,,equipment selection and duct design were rigorously performed based on the building plan listed above. I understand the claims made on these forms will be subject to review and verification. Contractor's printed name: Contractor's signature: Date: MunicipalityReserved for County,Town • 'Home qualifies for MJ1AE Form based on Abridged Edition Checklist WrIght50fts 9 Ri ht-Suite®Universal 2018 18 0 32 RSU20066 �Mn.,.�a,...�..i�... o M Load Short Form Job: - - wrightsoft Date: Jan 04,2019 Entire House By: Energy Testing Services... Energy Testing Services LLC 1648-A Locust Ave,Bohemia,NY 11716 Phone 631-2442627 Email:rb.delrino@energytestingservices.com Project • • For: 52 Millstone Lane,Cutchogue, NY 11935 D'esidn Information Htg Clg Infiltration Outside db(°F) 10 83 Method Blower door Inside db(°F) 68 75 Shielding/stories 3(partial)/ 1 Design TD (°F) 58 8 Pressure/AVF 50 Pa/983 cfm Daily range - M Inside humidity(%) 50 50 Moisture difference(gr/Ib) 44 30 HEATING EQUIPMENT COOLING EQUIPMENT Make Generic Make Generic Trade Trade Model AFUE 92 Cond SEER 16 AHRI ref Coil AHRI ref Efficiency 92AFUE Efficiency 12.8 EER, 16 SEER Heating input 40000 Btuh Sensible cooling 14700 Btuh Heating output 36800 Btuh Latent cooling 6300 Btuh Temperature rise 48 °F Total cooling 21000 Btuh Actual air flow 700 cfm Actual air flow 700 cfm Air flow factor 0.027 cfm/Btuh Air flow factor 0.050 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.85 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Bed 2 205 1594 1311 43 66 Bath 2 47 0 0 0 0 Laundry 46 310 524 8 26 Lav 27 287 31 8 2 Stair 2 43 307 51 8 3 M bath 109 1805 538 48 27 M bed 417 5429 2576 145 130 CL 10 0 0 0 0 Foyer 75 1020 323 27 16 Mud 44 436 140 12 7 Kitchen 145 219 1676 6 85 Breakfast 95 1585 1833 42 92 Living 216 4332 2478 115 125 Great room 180 1897 1614 51 81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2019-Jan-04 14 37.57 gm�sNlOwkLnl�M.q�mmp, Right-Suite@ Universal 2018 18 0.32 RSU20066 Page 1 'C& mor Model B1 MAN JSD%Rimor Model B1 MAN JSD rup Calc=MJ8 Front Door faces. W Stair 0 43 246 12 7 1 Bsmnt 1616 6787 768 181 39 Entire House 3318 26254 13876 700 700 Other equip loads 3544 489 Equip. @ 0.88 RSM 12641 Latent cooling 2523 TOTALS 3318 29798 15164 700 700 J Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1AYrightsoW 2019Jan-041437.57 RightSude®Universal 2018 18 0 32 RSU20066 Page 2 ACCA. mor Model B1 MAN JSD\Rimor Model 131 MAN JSD.rup Calc=MJ8 Front Door faces W i s - - wrightsoft- Project Summary Date: Jan 04,2019 Entire House By: Energy Testing Services... Energy Testing Services LLC 1648-A Locust Ave,Bohemia,NY 11716 Phone:631-244-2627 Email rb delfino@energytestingservices com Project Ie e For: 52 Millstone Lane,Cutchogue, NY 11935 Notes: ® - • • o Weather: Suffolk Co.Ap, East Quogue(Islip Dd), NY, US Winter Design Conditions Summer Design Conditions Outside db 10 OF Outside db 83 OF Inside db 68 OF Inside db 75 OF Design TD 58 OF Design TD 8 OF Daily range M Relative humidity 50 % Moisture difference 30 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 26254 Btuh Structure 13876 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(56 cfm) 3544 Btuh Central vent(56 cfm) 489 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 29798 Btuh Use manufacturer's data n Rate/swing multiplier 0.88 Infiltration Equipment sensible load 12641 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/1 Pressure/AVF 50 Pa/983 cfm Structure 1376 Btuh Ducts 0 Btuh Central vent(56 cfm) 1147 Btuh Heating Cooling Outside air Area(ft ) 3318 3318 Equipment latent load 2523 Btuh Volume(ft') 19660 19660 Air changes/hour 0.25 0.11 Equipment Total Load(Sen+Lat) 15164 Btuh Equiv.AVF(cfm) 83 38 Req.total capacity at 0.70 SHR 1.5 ton Heating Equipment Summary Cooling Equipment Summary Make Generic Make Generic Trade Trade Model AFUE 92 Cond SEER 16 AHRI ref Coil AHRI ref Efficiency 92AFUE Efficiency 12.8 EER, 16 SEER Heating input 40000 Btuh Sensible cooling 14700 Btuh Heating output 36800 Btuh Latent cooling 6300 Btuh Temperature rise 48 OF Total cooling 21000 Btuh Actual air flow 700 cfm Actual air flow 700 cfm Air flow factor 0.027 cfm/Btuh Air flow factor 0.050 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri�gttts®ftA 2019-Jan-04 14.37.57 .w..., ,� RlghtSwee Universal 2018 18.0 32 RSU20066 Page 1 ACCE1 mor Model B1 MAN JSD1Rimor Model B1 MAN JSD rup Calc=MJ8 Front Door faces W N Level 2 150 cfm 111 cfm &79 cfm Living Breakfast Bed 2 adlab R'98 cfmGreat room Kitchen —r I 70 cfm 101 cfm Bath 2 L33 cfm Mud �1 fn Laundry FoyerCL ,av L32 cf L9 cfm Broan Exhaust Stair 2 Fan Model L150 K 10 cfrr 56 CFM Energy Star Contmous User Timer M bath 9158 cfm Garage 0.174 cfm M bed Job#: Scale: 1 : 97 Performed by Energy Testing Services... Energy Testing Services LLC Page 1 1648-ALocust Ave MghtSude®Universal 2018 52 Millstone Lane Bohemia,NY 11716 18 0 32 RSU20066 Cutchogue,NY 11935 Phone:631-244-2627 2019-Jan-04 14 38.09 r.b.delfin0@energytesbngservices.com A JSD\Rrmor Model B1 MAN JSD.. N 7� Level 1 10x16 L-7217cfm 1 225 cfm adiaba 0 14 26 Bsmnt 26" 26x16 Makeup air 56 CFM Skutlle Model 2161 12 x 16 Stair 0 4 8 din 1 Job#: Energy Testing Services LLC Scale: 1 : 97 Performed by Energy Testing Services... Page 2 1648-A Locust Ave Right-Suite®Universal 2018 52 Millstone Lane Bohemia,NY 11716 18.0.32 RSU20066 Cutchogue,NY 11935 Phone:631-244-2627 2019-Jan-04 14:38.09 rb.delfino@energytesbngservices.com ...N JSD\RimorModel 131 MAN JSD.... Duct System Summary Job: - - wrightsofto Date: Jan 04,2019 Entire House By: Energy Testing Services... Energy Testing Services LLC 1648-A Locust Ave,Bohemia,NY 11716 Phone 631-244-2627 Email rb.delfino@energytestmgservices corn Project • • For: 52 Millstone Lane,Cutchogue,NY 11935 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.59 in H2O 0.59 in H2O Available static pressure 0.01 in H2O 0.01 in H2O Supply/return available pressure 0.005/0.005 in H2O 0.005/0.005 in H2O Lowest friction rate 0.003 in/100ft 0.003 in/100ft Actual air flow 700 cfm 700 cfm Total effective length(TEL) 371 ft SupplY Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk Bed 2 c 1311 51 79 0.003 8.0 Ox 0 MtFx 42.3 140.0 st2 Breakfast c 1833 51 111 0.003 10.0 Ox 0 MIR 34.0 160.0 st2A Bsmnt h 6787 217 46 0.003 14.0 Ox 0 MtFx 32.0 130.0 st2 Foyer h 1020 33 20 0.003 5.0 Ox 0 MtFx 9.3 165.0 st2 Great mom c 1614 61 98 0.003 9.0 Ox 0 MtFx 17.5 150.0 st2 Kitchen c 1676 7 101 0.003 9.0 Ox 0 MtFx 17.3 160.0 st2 Laundry c 524 10 32 0.003 5.0 Ox 0 MtFx 25.0 175.0 stl Lav h 287 9 2 0.003 4.0 Ox 0 MtFx 15.0 165.0 stl Living c 2478 139 150 0.003 10.0 Ox 0 MtFx 30.5 150.0 st2A M bath h 1805 58 33 0.003 7.0 Ox 0 MtFx 21.3 140.0 stl M bed h 5429 174 156 0.003 12.0 Ox 0 MtFx 30.3 130.0 stl Mud h 436 14 9 0.003 4.0 Ox 0 MtFx 18.8 175.0 st2 Stair h 246 8 1 0.003 4.0 Oxo MtFx 15.0 150.0 Stl Stair 2 h 307 10 3 0.003 4.0 Ox 0 MtFx 11.5 160.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2A Peak AVF 189 261 0.003 235 17.1 16 x 10 ShtMetl st2 st2 Peak AVF 572 614 0.003 213 23.6 16 x 26 ShtMetl stl Peak AVF 268 226 0.003 201 17.4 16 x 12 ShtMetl Bold/ilalic values have been manually overridden 2019-Jan-04 14.37 57 'wrightsoft` Ri htSwte®Universal 2018 18.0.32 RSU20066 /�~.. ,LN14,1•InlWfua,f�P'^i 9 Page 1 ACCk ..mor Model B7 MAN JSD\Rimor Model Bt MAN JSD.rup Calc=MJ8 Front Door faces* W t ' TableReturn Branch Detail Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb2 Ox 0 615 793 170.5 0.003 215 26.0 Ox 0 MtFx rt1 rb3 0x0 225 47 138.3 0.003 210 14.0 Ox 0 MtFx rt1A TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1A Peak AVF 225 47 0.003 210 14.0 0 x 0 ShtMetl rt1 rt1 Peak AVF 840 840 0.003 228 26.0 0 x 0 ShtMetl wrightsoft- 2019-Jan-04 14 37 57 nana•rs.nne.iwe,.�r�v^r RightSulte®Universal 2018 18 0.32 RSU20066 Page 2 ...mor Model B1 MAN JSD\Rimor Model B1 MAN JSD rup Calc=MJ8 Front Door faces: W JAMES J. DEERKOSKI P.E. 260Deer Drive Mattituck, NY 11952 (631) 774 7355 Date: June 11, 2018 To: Southold Town Building Dept. Re: Harvest Pointe Unit 26— 52 Millstone Lane Cutchogue, NY 11935 Permit#42460 To Whom It May Concern: This letter certifies that an inspection was performed on the above mentioned structure and all framing was installed correctly and was completed as per all state and local codes. Any questions feel free to call. OF New`. P�y , DE �Y�, Sin erely, Cy- es Deerkoski P.E. ROFESSION M A R - 4 2020 T" SCOTTA. RUSSELL . ' MICHAEL M. COLLINS, P.E. SUPERVISOR `�� ','4 '; 4 TOWN ENGINEER r ti ,� C®3 96 ;���3i� rro TOWN HALL - 53095 MAIN ROAD 4 f'= ;' TOWN OF SOUTHOLD,NEW YORK 11971 Tel. (631)-765-1560 }. Fax. (631)-765—9015 CU1I-1 CQLLIN 6" T0Y'N St)U'fif iULD Iv t'US OFFICE OF THE ENGINEER TOWN OF SOUTHOLD Brian Cummings February 5, 2020 Southold Town Planning Department 54375 Main Road Southold, New York 11971 1r, MAR - 4 2020 - Re: Harvest Pointe—Units 23-26 &63-70 Chapter 236 Inspection Dear Mr. Cummings: I have inspected Harvest Pointe and determined that the developer has achieved final stabilization and complied with all aspects of Chapter 236 for Units 23-26. Final stabilization has not been completed for Units 63-70, particularly in the back of the buildings. Due to the current weather it is unlikely that final stabilization will be achieved before spring when the developer plans to complete the plantings and seed the lawn areas. Due to the location of these units, any stormwater runoff from exposed areas will not migrate off site. Therefore, the Engineering Department has no objection to Certificates of Occupancy being issued for these eight (8) units at this time. If you have any questions concerning this review please do not hesitate to contact my office at(631) 765-1560. Sincerely, 4W a�-� Michael M. Collins, P.E. Town Engineer cc: Michael Verity, Chief Building Inspector OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex �� S��/,�� P.O.Box 1179 54375 State Route 25 Southold,NY 11971 (cor.Main Rd. &Youngs Ave.) �® t� �® Telephone: 631765-1938 Southold,NY a�! wwwsoutholdtownny.gov PLANNING BOARD OFFICE -- TOWN OF SOUTHOLD February 28, 2020MAR - 4 � 202U MA Q F} �-0%,0 Mr. Henry Alia Rimor Development LLC P.O. Box 908 Cutchogue, NY 11935 Re: Site Plan Inspection for Certificates of Occupancy Units 23-26 The Heritage @ Cutchogue aka Harvest Pointe 75 Schoolhouse Rd., corner of Schoolhouse Rd. & Griffing St., Cutchogue Dear Mr. Alia: The Planning Board has found that the requirements for Units#23-26 of the above- referenced Residential Site Plan have been completed based on the site inspection made on February 12, 2020. These units and the supporting infrastructure on site are now in general conformance with the issuance ved site plan dated September 26, 2017 of a Certificate of Occupancy for these four d the Planning Board supports the is (4) units. Please note that there are many ongoing conditions of the site plan approval, with the most relevant to the occupancy of the residential units being no parking of vehicles, equipment, or dumpsters and no staging of materials on the internal streets being used by residents. These conditions will continue to be enforced. This letter does not condone any changes from the approved site plan and approvals from other agencies. Please call the Planning Department with any questions. Respectfully, Donald J. Wilcenski Chairman cc: Michael Verity, Chief Building Inspector Michael Collins, Town Engineer • • • • COMMENTS FOUNDATION(IST T- FOUNDATION (2ND) it nail AA 511 �![� �Ire , � �• . ROUGH FRAMING&PLUMBING INSULATION PER N.Y-. 111111111g, ENERGYSTATE OWN ri MA IPA -LJ u, m"PUP071, Fe- RW,i E n PF XWwiAii.a \ WI 104 ADI)MONAL COMMENTS AMINT N 152 mW1FAIRMuff -:A __ WA,rH a i C? id OpS��iT`; H� Ii :` i; `f BVil,u0+i "STT!�PLJA' AT1Q'1'T- f IEC KL1 fST S F` BUILDING DEPARTMENT ,-�?ci coir have or need the fotlov�in�befbap �riplying? TONVN HALL Board of Health SOUTHOLD,NY 11971- _:. ; 4 sets bfBuilding Plans TEL: (631)765-1802 Planning Board.approval FAk (631)-765-9502 t. '_ Survey S_outholdto*nny.gov - g-�I PE]Ett` ' 1. O. `a - _ Check "Septic Form _ .N-,Y.S;DX.C. Trustees• C.O.-Application -- _ -_- L Flood Permii Examined ;20 _ �f Single-&Separate Truss Identification Form Stoizn-Water Ass:mmeAt Form. � I T1171,r,=•® Contact~ f u Approved ' _ _� `°'� >20 "OF SO IH 30 , Mai1 to; �,�� �,�,• 9� Disapproved alc �® _ UP) iG 6 Phone. / Expiration ,2{1 --- BtMiJUwppctor _ y AP -A'TIONFOR BUILDING I'ERIVLFT - Date l li Z- - 20 -�t� a.-This.application_MUSt be completely filed in by Typewriter or in_ink and submitted to-the-Building Inspector with 4- sets of plans,accurate plot plan to-scale.Fee according to schedule. b. Plot plan-showing location of lot and of buildings on premises;relationship to,adjoining-premises 6r-public streets-or areas,and waterways. c.The work-covered by this application-may-notbe commenced before issuance--of Building Permit: _ d. Upon approval of this.application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept.on the premises available-for inspection,throughout the-work., - - e_No building shall be occupieq,,qr-uisedfrir �vhgleTor in part-0 any.purpose what so ever until the Building Inspector issues,a Certificate of Occupancy., >� "`: _ g ` F " '�' ";` 1, '° .-11" ' �i-gveryrb6ildt . nQ permit ilia 1-,expire if,tfre,-W6il authorized has not to'mericep-within 12 months after the,date of � `iSSiTanCe iii%1Tas iioi b ii Co3itpleted wr',.thin`.18-TnCnld Tr—o i-sdch-date.U-no zoning-aI iehudhdents or other-rdgulation§-afff ecting' the property Have bee -in the interim,the"-Mil-ding Inspector may-autftb�e,-in,vAng;-tlie°extension of the permit for an addition six-months.Thereafter;a new permit shall be required. APPLICATION-IS-HEREBY MADE to the BuildingDepartmentfor the issuarice.of a Buildih&Permit pursuant to the Building Zone Ordinance of thl,Town,of Southold;Suffolk`County,New�York,and-other-applicable Laws,Ordinances or Regulations,for the construction of buitdingodditions,or alterafions,or-for.removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,housing code,-and regulations,and to admit authorized inspectors on premises and in building for necessary inspections. ' (Signature of applicant or-nanie, if a corporation) JMailing address of ag ticant)- State whether applicant is-ow-ner,.lessee,'"agent-architect,engineer;general contractor,electrician,-plumbef or builder Name of owner of premises, ItMO K )[ �ado^44d-u, ':- (As onthe tax roll or latest deec#) If applicant is a corpo i n,signatur o duly a th zed o, iic r - h 1 a, �t� (Name and title of corp ate officer) 7 Builders License No- Plumbers License No. Electricians.License No. Other Trade`s-License No. 1. Lac n of lin „on ch 7oseJ\ ­ill) a done: House Number � � ' tr { r 4 "1 j Hamlet J I"J1"1 Goun Tax Ma No 1-OE)Ok` Sectioii-k r l Lot-` Subdivision A40 1, Filed Map No. q-1 ' Lat Z6 (60 14po� 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing-use and occupancy b. Intended use and occupancy co 3. Nature of work( pp check which applicable)::New Building Addition Alteration Repair Removal Demolition „ , -�9 ther Mork (Ddscriptitin) 4. Estimated-Cost 'Go o Fee (!T, o be paid on filing this application)) ggj 5. If dwelling, number.of dwelling units ' Number of'tiwelling units on each floor _ .lf garagE. number.,o►cars f / =, .... ', Prp "ice ,r ' " S i- t 6. If business, commercial or=mixed.occupancv;specify ndtut-e,qangt N.tept of each-type-of use. 7. Dimensions-of-ekistin-structures, if any:Front . Rear Depch Height ' " Number of Stories ,Dimensions of same structure with alterations oryadditions:Front Rear Depth Height `'` Number of Stories 8. Dimensions of entire new construction: Front. TV- Re � 8 _Depth Height Number of Stories 4� 9. S ize,of lot:Front Rear Depth 10. Date of Purchase Name of Former-.Owner. 11. Zone or rise-district'in which premises are.situated 12. Does proposed construction violate any zoning law,ordinance or regulation? YES NO 13_. Will-lot,be re-graded? YES- ✓ 10 Will excess fill be removed from premises?YES NO RIM6 -7 I4.1Names of Owner of premises I-LC. Address t4 .Phone No. af �7&" I Naine.ofArchitect �C Address --�S O- '4r, PB Phone•No 9 •q Name of Contractor its 44 Address Phone No. r--- 15 a. Is this property.within 100 feet of a tidal wetland or a freshwater wetland? *YES NO IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C.PER, IITS"MAY BE RE RED. b. Is this property within 300 feet of a tidal wetland? * YES NO IF YES, D.E.C.PERMITS MAY BE REQUIRED: :16. Provide survey,to,--scale;,w,ith accurate foundation plan and distances-to.property lines. 17-,If elevation at any point.on property is at IMeet or below,must provide topographical to on survey. `♦'18_ Are there-any.covenants and restrictions witif respect to th's property? ` YES NO IF YES, PROVIDE A COPY. "MJI� STATE OF NEW YORK) S: .COUNTY OF - being dulysworn,deposes and says that(s)he is the applicant (Name of individual sign i contract)above named, - (S),He is the ; (Contra r,Agent,Corporate Officer,.etc.)' of said owner or owners,and is duly authorized to perform or have performed the Ad mark and to inane and ile'this application; that all statements contained in this application are true to the best of his knawleg ar ' belief,and that the work will be performed in the manner set forth in the application filed therewith. Sworn tQ before me this day of QYG 20 r ` TRACEY L. DWYER . Notary Publi NOTARY PUBLIC,STATE OF-NEW YO K -A&fidture f pplica t NO.01 DW6306— QUALIFIED IN SUFFOLK COUNTY COMMISSION EXPIRES JUNE 30,2r)r0 i A ILDING DEPARTMENT- Electrical Inspector o TOWN OF SOUTHOLD AY 2 5 2018 Town Hall Annex- 54375 Main Road - PO Box 1179 Southold, New'York 11971-0959 Ol ;�- u �,tT,Telephorie (631) 765-1802 - FAX (631) 765-95.02 FJ' TOOF 5OUT]IOLD ro`ger.rich ertCc�town.south old.ny.us ,APPLICATION FOR ELECTRICAL INSPECTION REOUESTED BY:.., .. ...- - � Q. Date: - Company ate:Company Name: "�`�/(, VZ4& ` Name: License No.: '�®� email: tla Address: ,® . ox 474 Kidd-e_ INAI Phone No.. .49too 6 IT JOB SITE INFORMATION: (All lnformatio Required) Name: G2s3'IJ d C Address: Cross Street: Phone No.: BIdg.Permit#: 60 email: Q%f+1QQr`ar �� ol Tax Map District. 1000 Section: /Ooh. ® j Block: 1 . ® ® Lot: t ,BRIEF DESCRIPTION OF WORK(Please Print Clearly) .Circle All That Apply: Is job ready for inspection?: Y / NO Rough In Final Do you need a Temp Certificate?: /YE§j NO Issued On Temp'Info,rmationIG) (All information re wired). S 1 Ph) 3 Ph Size: � � A # Meters, ! Old Meter# New Servic - Fire Reconnect- Flood Reconnect - Service Reconnected - Underground -Overhead # Underground Latera! 1 2 H Frame Pole 'Work done on Service? 'Y N Additional•Information: PAYMENT DUE WITH APPLICATION Request for Inspection Form.kis o�oSUFFoc�-�oG Town Hall Annex y� Telephone(631)765-1802 54375 Main Road P.O. Box 1179 Fax(631)765-9502 Southold, NY 11971-0959 y tri BUILDING DEPARTMENT NOTICE OF UTILIZATION OF TRUSS 'TYPE CONSTRUCTION, PRE-ENGINEERED OOb CONSTRUCTION AN©/OR TIIMBER CONSTRUCTION Date: Owner: JKILL.-, �L Location-of Property: Please tqkfi4iofice that the ch®c!k a livable- New commercIdWirem Aden, i®tttvcture `> i bn�.i:gmr>aertalr residential stru J . -Addition tor' , : ctre'ba � stirig ercialorresidilittio er to be constttx ;tiaI' pertortrad��t the subj�ef property reference�tbdi're will-�tll.'I e (check ape}: Trus .fype-construction (TT) oor O NL- - --- Pre-enc, psWN Voad col?struction (PW)- --- - ` Timber con sti�0f%j in the following location(s) (check ep0l1'6aI JIne):` Floor framing, including girders and beams (F) Roof framing (R) Floor and roof ing (F L Signature: Name (person submitting this fo h c,_ Capacity (check applicable line): Owner Owner representative TrussReg15.docx Effective 1/1/2015 Sherry Pirone From: Sherry Pirone Sent: Friday, September 20, 2019 10:14 AM To: 'johnj@southoldtownny.gov' Cc: Henry Alia Subject: Unit#26 Good Morning: We are requesting a 6 month extension of time on the following building permit: Unit 26—permit#42460 Please confirm the new date ASAP.Thanks. Po�IARVEST NTE .f grEccln�i�d'�vzvlLRt:i;sot.*! � p ,�, Sherry Pirone `r"` Construction Assistant 75 SchoolHouse Road Cutchogue, NY 11935 (631)735-9200 sherry@harvest-pointe.com www.harvest-pointe.com Q , ", M F3„ connect with us! X11 1__ SEP 2 7 2019 T. 1 I � I II I J LL, E E NOTES: ❑® m0 I THE OFFSETS(OR DIMENSIONS)SHOWN HEREON FROM THE STRUCTURES TO THE 0� ?� XO® CONC. SLATE AIC UNIT I� TA' PROPERTY LINES ARE FORA SPECIFIC PURPOSE AND USEANI THEREFORE ARE - '{� NOT INTENDED TO GUIDE THE ERECTION OF FENCES,RETAINING WALLS,POOLS, cc m ❑A PLANTING AREAS,ADDITIONS TO BUILDINGS AND ANY OTHER CONSTRUCTION. U ci w 27'6 M 14 7' 4.7' (r IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145, W cy,Z_ — <W W 6.0' ni b U IJ PROFESSIONAL ENGINEERING AND LAND SURVEYING,SECTION 7209,FOR ANY Z 1" NATER O w w C3 O Q PERSON,UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED SERVICE r; a JI- PROFESSIONAL ENGINEER OR LAND SURVEYOR,TO ALTER AN ITEM IN ANYWAY IF U `- U AN ITEM BEARING THE SEAL OF AN ENGINEER OR LAND SURVEYOR IS ALTERED,THE W Q 10.2' 0 23 61 ALTERING ENGINEER OR LAND SURVEYOR SHALL AFFIX TO THE ITEM HIS SEAL AND C7L Q 3 U V N THE NOTATION"ALTERED BY'FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH �i 2- WIN.—— EGRRESS ALTERATION,AND ASPECIFIC DESCRIPTION OF THE ALTERATION I_ WIN.WELL, FLUSH BBL w LLI TYP. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S BLUE INKED W CR I -_ 0 W SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BEA VALID TRUE COPY W BIT.DRIVE °i QU o DIP INV. INV. TO w [T]I — Q I<000C) INV M 30.48 29.61 CO NO PHYSICAL EASEMENTS ON PROPERTY UNLESS NOTED RECORDED EASEMENTS Z > D FLUSH U �W Mo" 30.58 CO 29' INV• OR RIGHT OF WAYS,IF ANY,NOT SHOWN ARE NOT CERTIFIED CLUBHOUSE a I -- U BBL 4-0'LU — 1}-p 11 tf DIP — CO 29' 29 72 UNDERGROUND,OVERHEAD AND GROUND LEVEL UTILITIES ARE NOT GUARANTEED m d I �—JJ 2 ,�INV. AS TO ACCURACY,EXISTENCE,EXACT LOCATION,TYPE OR USE,ACTIVE OR INACTIVE ® = 3 U CJ �LL,LL INV 29 71 ELECTRIC AND GAS UTILITY LOCATION PROVIDED FROM PSEG DISTRIBUTION DESIGN � O � Q O w 30.53 INV. m d � PLAN DATED 7/21/18 LOCATION OF GAS AND UTILITY IS APPROXIMATE AND LOCATED o I BIT.DRIVE a6 W- F 0f U' O Lo 1.1' 30.41 ��I K l o TYPICALLY IN THE SAME TRENCH ACCURACY OF UTILITY IS NOT GUARANTEED NOR IS I I I I (n N W NNip THERE ANY GUARANTEE THAT ALL EXISTING UTILITIES ARE SHOWN ON THIS MAP. LU 3 I I r- I_ - [L - c� CONSULT WITH THE APPROPRIATE UTILITY COMPANY PRIOR TO ANY DIGGING OR ® J FLUST5_4 (T——— ? fid' ml FURTHER DESIGN 2. 6d` re C4 p C I I W I 2 01 PREPARED MAPPING DOES NOT DEPICT GROUND SURFACE,OR SUB SURFACE 61! 0 f � m G� a Cto U U U `O ��C I<,V. �yy ZJ V SJ 211.61 �F CONDITIONS IF ANY,INCLUDING BUT NOT LIMITED TO WETLANDS,WATER COURSES, p}' •C3 d 3 O ' w K o L6 �,G!G ❑ SOIL CONDITIONS,VEGETATION,TREES,PATHS,DEBRIS OR ANY OTHER CONDITIONS : CtD c� G r > 1" ATER UW R/O nl aG \\ 57-1 Q CAd OTHER THAN VISIBLE PERMANENT STRUCTURES b I C) w co H O - I:8 Q cn } U) U �SW VICE ¢w ih 6.0,N SLATE S T vg a) ;!-} Q i�„w 22 9'CO 2 m 16.6' 5.5'B ST-2 COPYRIGHTO NELSON 8 POPE,ENGINEERS AND SURVEYORS ALL RIGHTS (� O RESERVED NO PART OF THIS DRAWING MAYBE REPRODUCED BY PHOTOCOPYING, s "/ `y � _ a w ' ❑ INV. LP RECORDING OR BY ANY OTHER MEANS,OR STORED,PROCESSED OR TRANSMITTED , ` <'m 6? U' w �' CONTROQ A/C UNIT 28.43 O IN OR BY ANY COMPUTER OR OTHER SYSTEM WITHOUT THE PRIOR WRITTEN LA, iy� Gj ems.. '� MODULE INV PERMISSION OF THE SURVEYOR tP �y _ C, _ ,, I DI® CONC. 26.47 ADDITIONAL IMPROVEMENTS AND/OR POSSESSION,IF ANY,NOT LOCATED.NOT ro iii.•-' 'c3 "�� 1 4,s.1 c_3 U'„�E E.EOX E w SHOWN ` 10'0X10' Z l:S p,� G ® G G ' DEEP L.P. ¢ ALL SANITARY PIPING 4-SDR-35,TYPICAL K;; I I I C.BOX w n' ) < � iii ;--moi• ad'`er e}L°O- Fti 1r`'7T, �- d SANITARY SYSTEM AS-BUILTTABLE - - STRUCTURE NAME TIE A TIE B OF Atp UNITS#25-26 AV/� 2'm ST-1 76.4' 32.4' AGO �0 ,� ST-2 83.0' 32.1' LP 93.2' 47.1' C7 Irn 41 0213 O HEALTH DEPARTMENT REFRENCE NUMBERS &AREAS UNIT No. HD RREF No. HABITABLE AREA GARAGE AREA TOTAL GROSS FLOOR AREA �® SVR` 25 R10-17-0079 1,599 S.F. 363 S.F. 1,5+`62 S.F. 26 R10-17-0080 1,599 S.F- 363 S.F. 1,5;62 S.F. 03-23-2018 FOUNDATION LOCATION SANITARY AS-CONSARUCTED PLAN FOR 09-05-2018 SANITARY AS-BUILT UNITS 25-26 UNIT DESIGNATION MAP OF j 12-03-2018 SANILOCTARY EELE ELEC.TEM v. HARVEST POINTE CONDOMINIUM 1 I 12-06-2018 LOCATE ELEC.B GAS FILE NO.:471 FILED January 09, 2018 > - 12-19-2018 REVISED EFF.DEPTH SITUATED AT - { AND HABITABLE AREA CUTCHOGUE REVISED HEALTH - DEPARTMENT TOWN OF SOUTHOLD,SUFFOLK COUNTY,NEW YORK z ; • m 01-09-2019 �,� REFERENCE S.C.T.M.DISTRICT 1000,SECTION 102,BLOCK 0100,LOTS 25&26 NUMBERS AND AREA'S MAR - 4 2020 NELSON & POPE s ENGINEERS & SURVEYORS 572 WALT WHITMAN ROAD,MELVILLE,N.Y. 1174 PHONE(631)427-5665 FAX(631)427-5620 t HEALTH _ WWW.NELSONPOPE.COM , .T EVIC� ,��" 0ECE OF is;'7AYWA-f_RVGT. DRAWN BY: NP CADD No.:INDIVIDUALSURVEYS00026 IS SCALE: CHECKED BY: PE FILE NO.: SHEET NO.: 1 OF'I 1"=30' DATE: 05-07-18 PROJECT NO.: 00026 I --„_ '_', _ ,. ,r•�r"{r�.'S�.Cf -_ .. . +:•n:`4.s.:a.'1r...- ,i'%t' -,» - f!'.'"`I" .meg,.._ ,,;;. - ' _ ,..r.,,),..r�.i•- , ,- - -- - ��y `�, >S Y. [Jc :+i.,,.:.oa.`--Yikiw - - t pit 1' 1,. r .t r,�,,x e bi'. e3"-` �;`W%1. ,'s°t,., �1 m},,, � •�r ',i ,.r+1: kf;,�,aa` ,. r t,4�.. 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"1 b�•ss5, >'�!�^TtC, Y'x"Si re, >hio. `e��Y" i P.{'',;.:•,�Yn' `i� „�, hYu � ;�`4:r��f L - n•,�'{' >r,'v:c a+f "#t,.`',,�• -..ss; ,r i%}', ..`c„L' ,?rn,C1•+ `i ,t„ t"r`,2xt`. -u+• � ,ice s7. tA:u,'.•,ti`•" i 4-'Cr,.'+ y;7,,_.. :>-{e+r`J,C�,'^i'� ,�'i,�=`t.o •,�,°' rofr, , , ,i, t m�, i� •)�,,,, �:�•.v`�, ��'} Q 1 U a� fim ,��a,}`�'�1%yr�t w � „ „�, ?3n,"♦P�s x�''<',.�y';,.M1,�',s:;;`Y� LF � � B7 O �a „�= =t,. � -:r.,,,�' s ry ,N -,x+„'�,,;'!.5.y"� 't+t':�"'�,r,, n'�Ya�v x(`,{ X@.t, n,�x>•x �yh� ;` f� yy _ srk'.-}'.r J 'l=" 4;`�;,.`j efr� .•�� .G a 1J� n,3. _a, ii'� , Xaa•z. '.4'a 3rr*i,.r v,, 'y .rte ;,J, - ''<;r:,.Tr',� ':Fx:3•*=y7 :;*'f - , � !.. €.< a 3•n .�4y`„'v`�S`,. '�_ i` SIMON, 1 k .•'Ji n3;� �;�1 °t.c'+ '�' �r i;±', fG ',�+', ,,}'4,''' �v,M, il ';` r"��. ,� "a is;. YS'F'r 't, :.,, „4 ' `; - hr •• r"`�a�-„ •C ft ,7. S�, t= i',`: •7•r -"=' ;rrF'° I 5" ad "`^`' - ;,a,,; s.,- mow► ,1} <1V-0 Y f."-4 ,it ' v''Yy�::r'r,,-' e ,i',,., � u`,• .,x, =-�'`,.,-a ar' ,';.'� ;�^• i ,4 !�' Sid�a., ,rr-,,,A •t;-:..,�u-,,:.�.;.;:` °,,:'irk, g; air' '\' 1 �Ft'•J< a- ys ¢ ,,:t ,b fi -} St �!.[.� *d.:,ia' WA's" 1 d rk •. ,. � F,• n y y v YJF '�7>,','t 1 vp ,�Yn r ai l� Im , nS"' p'vty„3e b i l � � ``' r ,�,',�',i �u '�..4 tC+ , r'4a'?•'., .1, `r�"�' �i` x, . N, u. _ '�5:. ,,{t�n"�,r a>�• ray � ��r tte„ _, � " ._„.1'%.•i. . � '1 ,_.,«"� •, ,.�_,�. NG�PIPE—SFFALL.-BE-1'5 CPP--W,TH= 5L01'1^oF--oi " 0 STANDARDS: SPECIFICATIONS SHALL INCORPORATE THE PROVISIONS ` AS-FOLLOW UNLESS OTHERWISE NOTED: OF THE AWWA STANDARDS AND/OR MANUFACTURER'S RECOMMENDED :ONNECTIONS TO BE 4" DR-18 WITH MINIMUM SLOPE INSTALLATION PROCEDURES. "c • BEDDING: A CONTINUOUS AND UNIFORM BEDDING SHALL BE PROVIDED 0 BE MINIMUM 6" DR-18 PVC OR CAST IRON WITH A IN THE TRENCH FOR ALL BURIED PIPE. BACKFILL MATERIAL SHALL BE i —17.. TAMPED IN LAYERS AROUND THE PIPE AND TO A SUFFICIENT HEIGHT ABOVE THE PIPE TO ADEQUATELY SUPPORT AND PROTECT THE PIPE. LL BE C900 BLUE BRUTE DR-18 PRESSURE PIPING STONES FOUND IN THE TRENCH SHALL BE REMOVED FOR A DEPTH AL. WATER MAIN TO BE 10" WITH 6" HYDRANT OF AT LEAST SIX INCHES BELOW THE BOTTOM OF THE PIPE. ! ER SERVICE CONNECTIONS TO BE 1". • COVER: ALL WATER MAINS SHALL BE COVERED TO A MINIMUM DEPTH i OF 54 INCHES WITH EARTH OR OTHER INSULATION TO PREVENT i MINIMUM OF 10 FEET OF SEPARATION BETWEEN FREEZING. s SEWER/DRAINAGE LINES. ' • BLOCKING: ALL TEES, BENDS, PLUGS AND HYDRANTS SHALL BE k MINIMUM SEPARATION OF 20 FEET FROM SANITARY PROVIDED WITH REACTION BLOCKING, TIE RODS OR JOINTS DESIGNED '0 ALL DRA'S AND DRYWELLS, TO PREVENT MOVEMENT. 1 MINIMUM SEPARATION OF 10 FEET BETWEEN 3. TESTING Q WATER/DRAINAGE LINES. PLANS AND SPECIFICATIONS SHALL REQUIRE THE FOLLOWING: i SERVICES TO BE INSTALLED BY PSE&G AND JD MAY VARY DUE TO FIELD CONDITIONS. ELECTRIC • PRESSURE AND LEAKAGE TESTING: ALL TYPES OF INSTALLED PIPE I HE HYDRO—ACTION UNITS SHALL MAINTAIN 5 FEET SHALL BE PRESSURE TESTED AND LEAKAGE TESTED IN ACCORDANCE ZATION FROM ALL SANITARY APPURTENANCES. WITH THE LATEST EDITION OF AWWA STANDARD C600. I • DISINFECTION: WATER MAINS ARE TO BE DISINFECTED IN FER/DRAINAGE LINE;CROSSINGS SHALL MAINTAIN A ACCORDANCE WITH AWWA STANDARD C-651-86, OR THE LATEST SEPARATION OF 18"" MINIMUM BETWEEN PIPING. (SEE REVISION, CONTRACTOR SHALL ENSURE ALL CROSSING BACTERIOLOGICAL TESTING: BACTERIOLOGICAL ANALYSES OF WATER vfET DURING CONSTRUCTION. SAMPLES COLLECTED AFTER DISINFECTION ARE REQUIRED AT ! LOCATIONS SPECIFIED BY THE SUFFOLK COUNTY DEPARTMENT OF I VES TO MAINTAIN ALL REQUIRED VERTICAL HEALTH SERVICES., GENERALLY, A BACTERIOLOGICAL SAMPLE IS # REQUIRED FOR EVERY 1000 LINEAR FEET OF WATER MAIN OR E PORTION THEREOF. i 4' 3E INSTALLED UNDERGROUND. I Habitable Garage Area Harvest Pointe at Unit Numbers Area (SF) ($F) Total (SF) 77-124 1,999 486 2,485 C u t c h o g u e } 1,3,8,10,12,14, Cutchogue, New York 21,23,26,27,29, i. (31,33,36,39,41,45 1,599 363 1,962 Town of Southold 6,47,49,50,52,54, Y (6, 58,`59,68y 72, 76 = No. Revision — Date- -- — Appvd. I ISxt i 13 TOWN/SCDHS REVISIONS 7/28/17 AVL ' i-_,_2,5,6,9,11,13, 312 TOWN REVISIONS 6/14/17 AVL 19;20,22,24, 5,28,30;32,35;381_ - 1,599 363 1,962 11 SCDH REVISIONS 4/22/17 AVL 10,42,44,48,51;53, 10 REVISED PHASING PLAN PER TOWN" 4/6/17- AVL ` X7,60,62,64,66,701 - -73,74,75 9 70wN REVISIONS — 3/27/17—` _ 'AVL" — -- - j 8 SCDH REVISIONS 3/9/17 AVL {l 4 r 7 34 37 43 55i p@Si }61 63 65 67 69 71 1599 380 1,97�f WA Issued for Date [ 15,16,17,18 1,999 408 2,407 July 10, 2015 i- N/A 6,188 N/A 6,188 C�"Ma -1000-102-01-33.3 4 S _ ► SC®HSApproval Overall, Utility Plan 'I j W FW`'COUNTY DEPARTMENT OF HEhM SERViCES l 1 FERMN FOR APPROVAL OF CONSMUCMON FOR A r SINGLE FAWLY RES90ENCE 011W 1 E I DA`4 / -ms Rmmo.AL r - ,�1 I -B I APPROVED— Drawing Number � FOR MAXIMUM OF SEMMS i{ ®V Npj f i EXPIRES THREE YEARS FROM DATE OF APPROVE '� o V. O C -40 C� ,— cc 9 ;x 0 m Sheet of i 2 9 28 14 �E a AROFES SI ONP I Project Number 29305.00 SC®HS Reference # C10-06-0013 : 1i !I NOTES: 1 THE OFFSETS(OR DIMENSIONS)SHOWN HEREON FROM THE STRUCTURES TO THE PROPERTY LINES ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARE 1 NOT INTENDED TO GUIDE THE ERECTION OF FENCES,RETAINING WALLS,POOLS, PLANTING AREAS,ADDITIONS TO BUILDINGS AND ANY OTHER CONSTRUCTION IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145, PROFESSIONAL ENGINEERING AND LAND SURVEYING,SECTION 7209,FOR ANY j PERSON,UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED 1; PROFESSIONAL ENGINEER OR LAND SURVEYOR,TO ALTER AN ITEM IN ANYWAY.IF AN ITEM BEARING THE SEAL OF AN ENGINEER OR LAND SURVEYOR IS ALTERED,THE ED ( ALTERING ENGINEER OR LAND SURVEYOR SHALL AFFIX TO THE ITEM HIS SEAL AND THE NOTATION'ALTERED BY'FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH R' I ALTERATION,AND A SPECIFIC DESCRIPTION OF THE ALTERATION. U COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S BLUE INKED 0 ' SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. W (n NO PHYSICAL EASEMENTS ON PROPERTY UNLESS NOTED RECORDED EASEMENTS 0 - OR RIGHT OF WAYS,IF ANY,NOT SHOWN ARE NOT CERTIFIED D_ O PREPARED MAPPING DOES NOT DEPICT GROUND SURFACE,OR SUB SURFACE w CONDITIONS IF ANY,INCLUDING BUT NOT LIMITED TO WETLANDS,WATER COURSES, EL 27.6, Ni SOIL CONDITIONS,VEGETATION,TREES,PATHS,DEBRIS OR MY OTHER CONDITIONS M 6.07c;,-j OTHER THAN VISIBLE PERMANENT STRUCTURES O I� COPYRIGHTO NELSON&POPE,ENGINEERS AND SURVEYORS.ALL RIGHTS '7 RESERVED.NO T OF THIS DRAWING MAY BE REPRODUCED BY 1O.2' ', RECORDING OR BYRANYR OR O MEANS,ORM W HO PROCESSED OR ITTEN MI ITiED IN OR BY ANY COMPUTER OR OTHER SYSTEM WfiHOUT THE PRIORIAlRN"fENyyPERMISSION OF THE SURVEYOR W 2.0' M - THIS PLAN WAS PREPARED TO ASSIST IN OBTAINING FRAMING PERMITS FROM LOCAL +` z Z z MUNICIPALITIES AND IS NOT AUTHORIZED NOR GUARANTEED FOR ANY OTHER 0 PURPOSE U"SCO � S 51° 5'42"W — — ° DD 38.51' 2.3' — o o p dJ W - CD N �U- 1.1 ~ LL z u APR 32018 o_ 0 cM X2.0' 0 2.01 M rn �1 fn TW 4'cl� Fi3 Lei —S 51f35'42" 22 9, c06.0'N 16.6' N5.5 TOWN OF SOUTHOLD 31.01' W ; Z ®f- NE(N YO U0 �P DAVID p�T J CO Ly o DO O �. [\I �7j �-050213 0 coDOJ� C O LAND S 03-26-2016 FOUNDATION LOCATION FOUNDATION AS- ONSTRUCTED SURVEY FOR, UNITS 25-26 UNIT DESIGNATION MAP OF HARVEST POINTE CONDOMINIUM 1 FILE NO.:471 FILED January 09, 2018 SITUATED AT CUTCHOGUE ium SWEET MEADOWTOWN OF SOUTHOLD,SUFFOLK COUNTY,NEW YORK k--4— �:� COURT ' .•`7? S.C.T.M.DISTRICT 1000,SECTION 102,BLOCK 0100,LOTS 63,&64 z _ Ii - NELSON & POPE ' ENGINEERS & SURVEYORS "—"- �� 572 WALT WHITMAN ROAD,MELVILLE,N.Y. 1174 PHONE(631)427-5665 FAX(631)427-5620 WWW.NELSONPOPE.COM INDIVIDUALSURVEYS DRAWN BY: NP CADD No.: 00026 IS SCALE: _ CHECKED BY: PE FILE NO.: 1"=30 etc SHEET NO.: 'I OF I!! DATE: 03-26-18 PROJECT NO.: 00026 ' `i oTruss Russ ype Qty ply Harvest Pointe @ Cutchogue•B-INKSERRY 17073559g' CJ02 Diagonal Hip Girder 2 1 I Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wek Industries,Inc.Mon Dec 1 1 11:38:01 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-ngt2slSFgh07ujaK2wStplcVPAmCEIzIHSdkoTyA3SK 1-5-0 4-3-13 1.5-0 4-3-13 Scale=1:19.5 3 1.5x4 11 6.36 12 7 1 3x6 G 2 1 W1 2 61 6 4 3x4 11 5 3x4= O-7 9 4-3-13 0 7-9 T 3-8-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) 0.01 4-5 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.36 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC20151TP12014 Matrix-MS Wind(LL) -0.01 4-5 >999 360 Weight:24 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4=70/Mechanical,5=300/0-6-6 (min.0-1-8) Max Horz 5=65(LC 14) Max Uplift4=-40(LC 14),5=-5(LC 14) Max Grav4=87(LC 28),5=382(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-Ail forces 250(Ib)or less except when shown. TOP CHORD 2-6=-300/101 NOTES- 1)Wind.ASCE 7-10;Vuit=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(envelope)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psi(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �_,�QF NEW ER E: W n � 56308 v� A�OFESSIO�P Job russ TrUSS Type Qty Ply Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 CJ03 Diagonal Hip Girder 4 1 Job Reference(optional)__ Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 IATek Industries,Inc.Mon Dec 11 11.38:02 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG=FsRQ35TtQ?8_Wt9Xodz6Ly8kiaB5zCvSW6MIKRyA3SJ -0-11-5 2-5-10 ~ 0-11-5 -�- 2-5-10 ---� 1.5x4 I I Scale=1:15.4 3 8.4912 2x4 II Ti W2 2 1 1 Ll B1 4 5 1.5x4 11 1.5x4 11 2-5-10 2-5-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MR Wind(LL) 0.00 4-5 >999 360 Weight:12 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (ib/size) 5=190/0-4-9 (min.0-1-8),4=78/Mechanical Max Horz 5=62(LC 14) Max Uplift4=41(LC 14) Max Grav5=242(LC 2),4=104(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.Ii;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live toad of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4. 10)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only and does not consider lateral forces. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and ref r ciUIF NEgV Y standard ANSUTPI 1. �Q'( PHER ®� LOAD CASE(S) Standard Of $6308 tp aRO SS01 170073559B 741 ss FJck-SCI!d 9 4 y 1 Harvest Pointe @ Cutchogue B-INKBERRY Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 11:38:04 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_-BFZAUnUByc0hlAlvj2?aQNE4LOtwR611zQrPPJyA3SH -1-0.0 2-2-5 1-0-0 2-2-5 � 1.5x4 11 Scale=1:16.7 3 9.00 12 3x6 T1 2 W3 1 W1 W2 Ll 81 4 5 3A 1.5x4 II 2-2-5 2 2-5 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MP Wind(LL) 0.00 5 ' * 360 Weight:15 ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide._ REACTIONS. (Ib/size) 5=186/0-4-8 (min.0-1-8),4=60/Mechanical Max Horz 5=61(LC 14) Max Uplift4=52(LC 14) Max Gravy=239(LC 2),4=87(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL--1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL-1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. ®F NEW LOAD CASE(S) Standard CZ, �Q.r rr IX n 56305 tv� ARO^°ESS10't1 Tru Truss Ty_P9_ Harvest Pointe @ 17073559B J02ssJack-Closed ��Job Reference(op onaq B INI®ERRY l Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Welk Industnes,Inc.Nlon Dec 1111;38.05 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-fR7Yh7VmjwWYNKtBHIWpzbm7coANAWcuC4byxmyA3SG 1 0-0 6-2-3 1 0.0 6-2-3 -----� Scale=132.7 2x4 11 3 7 9.00 FIT 1 4x6 2 1 84-- 6 4 _ 1.5x4 II 5 3x6- Oro-11 6-2-3 0-4- 1 5-9-8 Plate Offsets(X,Y)-- [2:0-3-0,0-1-121 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 0.64 Vert(LL) -0.02 4-5 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.04 4-5 >999 180 BOLL 0.0 " Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) -0.01 4-5 >999 360 Weight:35 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=180/Mechanical,5=299/0-4-8 (min.0-1-8) Max HorzS=118(LC 14) Max Upiiff4=-82(LC 14) Max Grav4=235(LC 28),5=377(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=-313/48 BOT CHORD 4-5=-265/294 WEBS 2-4=-284/262 NOTES- 1)Wind:ASCE 7-10;Vuit=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL--1.60 2)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s)4. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and refe c - NE standard ANSUTPI 1. •�P�� HER �O'Q LOAD CASE(S) Standard tg �S�Or G ,r r � � s - 'Gkp r �� ` 56308 A�oFESStO�P� 06 Fruss NSS Type -- T t� y Harvest Pointe @ Cutchogue-B•INKBERRY 170735598 Jack Closed 2 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Iffek Industries,Inc.Mon Dec 11 11:38:07 2017 Pagge 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_bgEJ6pXOFXmGcel UOAYH2OsXbbrbeSVBfO430eyA3SE _-1-0 0 , 4-8-14 6-2-3 1-0.0 4-8-14 1-5-5 Scale=1:27.2 5x6= 1.5x4 11 3 4 9.00 12 1 4 3x6 2 1 1 8 6 5 7 3x4= 3x4= 3x4 11 Q-4-11 4-8-14 6-2-3 4-4-3 1-5-5 Plate Offsets(X,Y)-- [3:0-4-0.0-2-0) LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.01 6-7 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.23 • Vert(CT) -0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) -0.00 6-7 >999 360 Weight:44 Ib FT-4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 5=180/Mechanical,7=299/0-4-8 (min.0-1-8) Max Horz 7=97(LC 14) Max Uplift5=52(LC 14) Max Grav5=223(LC 2),7=470(LC 34) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-399/68 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(envelope)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and fomes&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®F NEW y LOAD CASE(S) Standard ��Q- ,,OpHER G 0 CC n lv $6306 A�OFESSIONP� Jo 1T IUssTruss ypAFyy - y Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 J04 Jack-Closed Girder 2 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 11X8:09 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG=YCM3XUYGn90_sxBtWbbl7RxvsPW66MGU7iZ94XyA3SC 10-0 3-1-11 6-2-3 ~1-0.0 3-1-11 3-0-8 -� Scale=1:21.5 54= 1.5x4 11 3 9 4 XZ_2 434 W5 W3 4 \ 2 8 BSpecial 10 5 7 3x4= NAILED 3x4= 3x4 11 04 11 3-1-11 6-2-3 6_44-11 2-9-0 3-0-8 Plate Offsets(X,Y)-- [3:0-4-0,0.2-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 5-6 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.01 5.6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.01 5-6 >999 360 Weight:38 ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 cc purlins(6.0-0 max.):3-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (Ib/size) 5=260/Mechanical,7=369/0-4-8 (min.0-1-8) Max Horz 7=69(LC 12) Max Upiift5=-125(LC 9),7=-82(LC 12) Max Grav5=336(LC 31),7=502(LC 32) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-425/8812-3=-252/80 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.0psf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(envelope);cantilever left and right exposed;Lumber DOL--1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Ii;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s)7 except(#=1b) 5=125. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and refe;P c o NE standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �'CQ' ,0p1�tER G 14)"NAILED"indicates 3-1 Od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. �5 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)135 Ib down and 1 I 3-1-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 16)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). n LOAD CASE(S) Standard 0A_ 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 N ?� Uniform Loads(plf) A 5630$ Vert:1-2=-55,2-3=-55,3-4=-55,5-8=-16 RO�SSI Concentrated Loads(lb) Vert:6=-104(B)10.45(B) 0-b- Truss Trusse Cutchogue-B4NKBERRY 170735598 J05 Jack-Closed 4 1 Job Reference((optional) universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Non Dec 11 11:38:10 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-OPwRlgZuYSBrT5m3416-geU6GpukrgNdMMljczyA3SB -1-0-03-1-11 1-0-0 3-1-11 1.5x4 11 Scale=1:19.9 3 7 9.00 F12 1 3x6 i W3 2 W1 1 2 B 6 4 5 3A 1.5x4 11 6 4 1 2-8-14 LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 0.14 Vert(LL) 0.00 4-5 >999 240 MT20 197/144 TCDL 15.0 Lumber.DOL 1.15 BC 0.14 Vert(CT) 0.00 4-5 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) -0.00 5 >999 360 Weight:20 Ib FT=40/6 LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3.1-11 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4=56/Mechanical,5=208/0-4-8 (min.0-1-8) Max Horz 5=65(LC 14) Max Uplift4-54(LC 14) Max Grav4=83(LC 28),5=265(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS(envelope)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1-.60 2)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL--i.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®F NEw y _,ppHERG �'Aa 'w W ZN 5630$ V� 40�O SSIO�P �-� NSS NSS-Tyl7e fSty-- y Harvest Pointe @ Cutchogue B INKBERRY 170735598 PBOt Piggyback �- 1 Job Reference(optiong Universal Forest Products,5631 S.NC 62,Burhngton,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 KTek Industries,Inc.Mon Dec 11 11138:12 2017 Pagge 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG=yn2C9Wb944OZjPwSBj8S13ZK8cWJJeDwpgnghsyA3S9 12-4-3 24-2-0 12-4-3 11-9-13 Scale=1:43.6 5x6 4 5 6.70 F12 13 14 7.00112 1.5x4 II 1.5X4 II 3 T IT 7 12 ----�- 8 d rr 6 d 3x4= 12 15 11 10 9 3x4- 1.5x4 11 1.5x4 11 3x4= 1.5x4 11 10- 23-4-44-2-Q -10- 22-6-3 9-1 Plate Offsets(X,Y)-- [4:0-2-0,0-0-01,15:0-3-12,0-2-121,[5:0-1-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) 0.01 8 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(CT) 0.02 8 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:75 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-6-3. (lb)- Max Harz2=145(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)2,11 except 12=-1 25(LC 14),9=-124(LC 15) Max Grav All reactions 250 Ib or less at joints)except 2=274(LC 2),11=786(LC 28),12=723(LC 28),9=748(LC 29), 7=327(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-14=-263/78 WEBS 4-11=-508/91,3-12=-579/263,6-9=-577/259 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(fiat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide '1 ' between the bottom chord and any other members,with BCDL=I O.Opsf. ®F NEW 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,11 ex )'0 12=125,9=124. �OPNER G 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a re r eiN standard ANSUTPI 1. Z 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualifi b i in designer. � f W LOAD CASE(S) Standard 56305 tCi� ARO SSt®�P� Job rusS Truss Type Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 PB01GE Piggyback 7-7 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run,8.030 s Apr 8 2017 Pnnt:8.030 s Apr 8 2017 NTek Industries,Inc.Mon Dec 1111:38:14 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-uA9yaCcPcheHyj3gJ8BwgUegeQBnnXjDG_GwmkyA3S7 12-4`3 24-2_0 F - 12-4-3 - --^+ ----- 11-9-13_-- Scale=1:43.6 5x6 G 4 5 6.70 F12 13 14 7.00112 1.5x4 i l 1.5x4 11 6 3 T 2 1172 7 o 12 8 Ig o Ric ,, e o 3x4= 12 15 11 10 9 3x4= 1.5x4 II 1.5x4 II 3x4= 1.5X4 II 9.10- 23-4-4 4-2-0 10- 22-6-3 -9-1 Plate Offsets(X,Y)-- [4:0-2-0,0-0-0),[5:0-3-12,0-2-121,f5:0-1-0,0-1-121 LOADING(psi) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 0.69 Vert(LL) 0.01 8 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(CT) 0.02 8 n/r 80 BOLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:75 lb FT=40/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-6-3. (lb)- Max Horz 2=145(LC 13) Max Uplift All uplift 100 lb or less at joint(s)2,11 except 12=-125(LC 14),9-124(LC 15) Max Grav All reactions 250 Ib or less at joint(s)except 2=274(LC 2),11=786(LC 28),12=723(LC 28),9=748(LC 29), 7=327(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-14=-263/78 WEBS 4-11=508191,3-12=-579/263,6-9=-577/259 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)and C-C Exterlor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-Concurrent with other live loads. 6)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. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide11 between the bottom chord and any other members,with BCDL=I O.Opsf. ®F NEp� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)2,11 ex pHER 10 12=125,9=124. q0 G , •r 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a re r�eyi`ced standard ANSI/TPI 1. 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult quallfi d b I in r designer. W LOAD CASE(S) Standard $6308 AROFES51O�P� Job nl5s russ Type ply Harvest Pointe @t Cutchogue-B-INKBERRY 170735598 PB02 Piggyback 15 1 Job Reference(optional) Universal Forest Products,5631 S NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Welt Industries,Inc.Mon Dec 1111:38:15 2017 Page 1 ID:vwT9ERM OgADhXryXU4slgyreG_-MMJKoYdlN?m8atelss19NiBngZvW1nMVeOUIByA3S6 7-10-5 15-8-10 7-10-5 7-10-5 5x6 Scale=1:35.1 4 11 12 9.00 12 T 1 1.5x4 II 1.5x4 II 3 15 0 2 6 0 d o 3x4= 10 13 9 14 8 3x4- 1.5x4 11 1.5x4 11 1.5x4 11 15-0-10 al .0- --- -------- 14-4-10 -------- 10 8 0 Plate Offsets(XXa-�_L4.0-3-1.0-�-81-_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.00 7 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.00 7 n/r 80 BOLL 0.0 * Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:49 Ib FT=4/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-4-10. (lb)- Max Horz 2=-122(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-167(LC 28),6=-148(LC 29),10=-1 80(LC 14),8=-179(LC 15) Max Grav All reactions 250 Ib or less at joint(s)2,6 except 9=574(LC 28),10=704(LC 28),8=702(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-11=-283/105,5-12=-283/105 WEBS 4-9=-368/42,3-10=-640/367,5-8=-640/367 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL--1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2,148 Ib upli oif6,NEW Y 180 Ib uplift at joint 10 and 179 Ib uplift at joint 8. '� Q 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an r \��HER G standard ANSI/TPI 1. 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualifi 11 designer. C: IY LOAD CASE(S) Standard lu $6308 AROFESSIO�P� Job fuss TFUSS Typee st Pointe @ Cutchogue-B-INKBERRY 17073569B PB02GE GABLE 177, (optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run,8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 147ek Industries,Inc.Non Dec 11 1138.18 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG -nxPTQZfwfw9iRKNbY_Fs9KpTTiem)QeoBbE8vWyA3S3 7-10-5 15-8-10 7-10-5 7-10-5 4x4 Scale=133.1 5 4 6 9.00 F12 3 T 17 LA T 12 89 m 0 is IZ, 3x4= 14 13 12 11 10 3x4= 0-8-0 15-0-10 1,5-8-1p 0 8-0 14-4-10 0 S" LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 0.19 Vert(LL) n1a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BOLL 0.0 Rep Stress incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:64 Ib FT=4% LUMBER- BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-9-5. (lb)- Max Horz I=-1 22(LC 10) Max Uplift All uplift 100 ib or less at joint(s)2,8,13,14,11,10 except 1=212(LC 28),9=-156(LC 29) Max Grav All reactions 250 Ib or less at joint(s)1,9,12,13,11 except 2=407(LC 28),8=399(LC 2),14=309(LC 2), 10=309(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL--5.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 4)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL--1.15 Plate DOL=1.15);Category Il;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)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. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,14 Wr NEW� except Qt=1b)1=212,9=156. O 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an g `�81�HER G 'Qir standard ANSI/TPI 1. 14)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualifi t II� designer. LOAD CASE(S) Standardip W 56308 tp� AROFESSIO�P� Job russ Truss Type y Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B P803 Piggyback 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Pnnt:8.030 s Apr 8 2017 MiTek Industries,Inc Mon Dec 1111:38:20 2017 Page 1 ID:vwT9ERMCOgADhXryXU4slgyreG_jKXDrFhABXPQgeX fPHK41uggrFWBGk5fvjFzOyA3S1 I _ 7-7-13 _ 17-11-8 7-7-13 10-3-11 Scale=1:32.4 3x4= 4 5 14 6 9.00 F12 Z2L cc 1 r°D. 0 r 6 b 3x4= 12 i5 11 10 9 8 3x4= ,0- -0, 17-11-8 0-88-0 17-3-8 Plate Offsets(X,Y)-- [4:0-2-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0.00 1 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.00 1 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:67 Ib FT=40/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-7. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-3-8. (Ib)- Max Horz2=161(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)8,2,11,9 except 12=-136(LC 14) Max Grav All reactions 250 Ib or less at joints)8,2 except 11=804(LC 35),12=695(LC 34),9=771(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-258/254 WEBS 5-11=-603/249,3-12=-612/267,6-9=-636/149 NOTES_ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Ii;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Of NEVV Y 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0 fit between the bottom chord and any other members,with BCDL=I O.Opsf. Gj q0pHER G 'Q 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,2, 9 t t- (jt=lb)12=136. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 d r fele standard ANSI/TPI 1. r 14)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualifi I ' 1v designer. 2 .0 15)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 5630 ��C9 LOAD CASE(S) Standard �ROFESS10t, 0 mss Truss Type y Harvest Pointe @ Cutchogue•B-INKBERRY 170735598 PB04 Piggyback 1 1 Universal Forest Products,5631 S.NO 62,Burlin Job Reference 0 tional _ Burlington,NC Run:8.030 s Apr 8 2017 Print:6.030 s Apr 8 2017 KTek Industries,Inc.Mon Dec 11 113822 2017 Page 1 ID,vwT9ERmCOgADhXryXU4s1 gyreG_-fie_GxiQj8f8wxgNngKo9Az?EexzfBU06DCL2HyA3S? 6-5-9 17-11-8 6-5-9 + 11-5-15 1 Scale=130.4 3x6= 4 5 S 9.00 12 T 1 3 T v / llT 2 0 1 0 a 3x4= 12 14 11 10 9 8 3x4= 0 8 0 17-11-8 0-8 0 17-3-8 Plate Offsets(X,Y)-- 14:0-3-12.0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.00 1 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.00 1 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.00 8 n/a n1a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:63 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-7. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 17-3-8. Installation guide. (lb)- Max Horz 2=135(LC 14) Max Uplift All uplift 100 Ib or less at joints)8,2,11,9 except 12_120(LC 14) Max Grav All reactions 250 lb or less at joints)8,2 except 11=866(LC 35),12=651(LC 34),9=737(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-11=-684/231,3-12=-565/254,6-9=-602/146 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0.0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 g NEW Y fit between the bottom chord and any other members,with BCDL=10.Opsf. '( O 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)8,2,1 9 PHER O 'Qa (jt=11b)12=120. �5 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a standard ANSI/TPI 1. 14)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualifi db ildi W designer. 15)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chor ��N LOAD CASE(S) Standard A 5630% Fid RORESSIOA Job russ toss ype y Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 PB05 Pggyback 1 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Bu�ngton,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 IATek Industries,Inc.Mon Dec 11 11:3823 2017 Page 1 ID.vwT9ERmCOgADhXryXU4s1 gyreG_-7vCMTH12USn?X5FZKXr1 iOW8t2IBOgYYLtyvajyA3S_ 5-3-13 11-11-8 5-3-13 6-7-11 Scale=1:24.7 3x10 M18SHS,i 1 5x4 11 4x4 11 3 4 8 9.00 12 8 T Wt d T1 o d 3x4 7 8 1.5x4 II 1.5x4 II 0-8-01 11-3-8 Plate Offsets(X,Y)-- [2:0-1-13.0-1-81,[3:0-6-7,0-1-101,[5:Edge,0-3-81 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.00 . 1 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.31 Vert(CT) 0.00 1 n/r 80 M18SHS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:38 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(2-2-1 max.):3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 6=225/11-3-8 (min.0-2-0),2=228/11-3-8 (min.0-2-0),7=563/11-3-8 (min.0-2-0) Installation guide. Max Horz2=110(LC 14) Max Upl1ft6=34(LC 10),7=-64(LC 11) Max Grav6=377(LC 33),2=363(LC 34),7=699(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-327/102 WEBS 4-7=-550/290 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL--1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. 8)All plates are MT20 plates unless otherwise Indicated. 9)Gable requires continuous bottom chord bearing. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFNEW 11)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0 'I Y fit between the bottom chord and any other members. Gj'� '0?"ER G ®'Q 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,7. Q�5 r 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a standard ANSI/TPI 1. 14)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualifi O ildi designer. 15)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom cho S630B LOAD CASE(S) Standard ARO�ESS10�1P�' Job toss russ Type ]Ply �Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 PB06 PIGGYBACK 4 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run.8.030 s AAi�r 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.kbn Dec 1111.,38:24 2017 Page 1 ID vwT9ERmCOgADhXryXU4slgyreG=c5mkhdkgFmvs9FgluFMGEb3TjShV78ChaXhS59yA3Rz I 1.5x4 11 Scale=123.6 4 6.70 12 7 1.5x4 11 3 T W1 T1 Lj 01 Li b d _ 6 5 2x3- 1.5x4 11 1.5x4 11 0-10-1 7-5-14 0-10-1 6-7-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 1 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.11 Vert(CT) 0.00 1 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IR02015/TP12014 Matrix-P Weight:25 Ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=127/6-7-12 (min.0-1-8),2=129/6.7-12 (min.0-1-8),6=358/6-7-12 (min.0-1-8) Max Horz 2=113(LC 14) Max Uplift5=-26(LC 14),6=-74(LC 14) Max Grav5=158(LC 2),2=163(LC 2),6=444(LC 2) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-3621197 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterlor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL--1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,6. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and reference standard ANSI/rPI 1. ®F NES 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified �L� pHER o�Q G designer. C34 LOAD CASE(S) Standard C: LU ter � 5630$ Qin ��O S104 0 NSs City Ply Harvest Pointe @ Cutchogue-B-INI03ERRY 170735598 P1307 Piggyback 3 1 _ Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Air 8 2017 Print:8.030 s Apr 8 2017 Wak Industr es,Inc. Non Dec 11 11:38:26 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sigyreG=YUuU511xnN9aOZ 80gOkJ08gmFMCb2o_irAZA2yA3Rx I 1.5x4 11 Scale=122.2 4 6.70 12 7 1.5x4 II 3 T W1 4' m Ti Lj 51 6 6 _ 6 5 2x3 1.5x4 II 1.5x4 II 0101 7-0-4 0 10 1 6-2-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.00 1 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 1 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:23 Ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=120/6-2-2 (min,0-1-8),2=121/6-2-2 (min.0-1-8),6=332/6-2-2 (min.0-1-8) Max Horz2=105(LC 14) Max Uplifts=-24(LC 14),6=-69(LC 14) Max Grav5=149(LC 2),2=154(LC 2),6=412(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-335/185 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,6. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referen standard ANSI/TPI 1. OF NE&Y 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified 1 0 designer. \�g&VAERG 'P,r LOAD CASE(S) Standard U� r , �e W 6630% ARO SS01 Job russ TnjSS ypey Harvest Pointe @ Cutchogue-B-INKBERRY -� 17073559B Tot Common 1 � Job Reference o tional-_ Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 11:3827 2017 Paagge 1 IDvwT9ERmCOgADhXryXU4sigyreG_ogStJemZYhHROjZKZNvzsEhvffZOKNj7GVw6iUyA3Rw 2-0-0 4-4-12 8-6 0 , 12-74 17-0-0 19-0.0 2 0 0 4-4-12 4-1-4 4-1-4 4-4-12 2-0 0 4x4 Q Scale=1:45.3 4 11 12 9.00 12 4x4�i 4x4�� 3 5 IT 3x4 11 3x4 11 2 6 2 1 ----- --- 7 Iv 10 9 8 3x4= 5x8= 3x4= 8-6-0 17-0-0 _ 8-6-0 8-6-0 Plate Offsets(X,Y)- [9:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.10 9-10 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.20 9-10 >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.60 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) -0.01 9 >999 360 Weight:97 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (ib/size) 10=886/0-6-0 (min.0-1-12),8=886/0-6.0 (min.0-1-12) Max Horz 10=-168(LC 12) Max Up11ft10=-65(LC 14),8=-65(LC 15) Max Grav 10=1112(LC 2),8=1112(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-11-770/198,4.11=-650/212,4-12=-650/212,5-12=-770/198,2-10-407/219,6-8=407/220 BOT CHORD 9-10=-51/662,8-9=-3/635 WEBS 4-9=-123/486,3-10=-880/121,5-8=-881/121 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL--1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 'I between the bottom chord and any other members. pF NEVy y 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10 and 8.This connectio only and does not consider lateral forces. GOPHER G �Q,r 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a re r. ed standard ANSI/TPI 1. v LOAD CASE(S) Standard r= S630% AROSS1O��� Truss Truss Type __7_71 y Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 T01A ROOF SPECIAL 2 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print,8.030 s Apr 8 2017 MTek Industnes,Inc Non Dec 11 1138:29 2017 Page 1 ID.vwT9ERmCOgADhXryXU4s1 gyreG=y3ZdkKop41X8FOjjhoyRxfmH9TD20MNOjpPDmNyA3Ru L -2-0-0 8-6-0 14-6-0 17-0-0 19-0-0 2 0 2 6 0 6-0-0 6-0-0 2- 6.0 -�-2-0 0 4x4 z�. Scale=1:45 6 4 15 16 9.00 12 4x8 VV44x8 3 5 46�i /� 46 2 6 W2 ---------- W2 2 10 C 1 2x6= 11 2x6= ___ 7 I��� 3x8= 14 13 9 8 1.5x4 II 3x0= 3x6= 1.5x4 11 2-6-0 , 8-6-0 14-6-0 17-0-0 r 2-6-0 6-0-0 6-0-0 Plate Offsets(X,Y)-- [2:0-2-14.0-2-01,[6:0.2-14.0-2-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.05 11-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.1010-11 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) -0.0311-12 >999 360 Weight:92 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 14=625/0-6-0 (min.0-1-8),8=62510-6-0 (min.0-1-8) Max Horz 14=-134(LC 12) Max Uplift14=-52(LC 14),8=-52(LC 15) Max Grav 14=805(LC 2),8=805(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6211126,3-15=-680/128,4-15=-537/141,4-16=-537/141,5-16=-680/128,5-6=-621/126,2-14=-843/225, 6-8=-843/225 BOT CHORD 11-12=-104/781,10-11=-26/721 WEBS 4-11=-19/329,5-11=-345/137,3-11=-349/138,2-13=-921574,6-9=-921574 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TOLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psi(flat roof snow:Lumber DOL=1.15 Plate DOL--1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14 and 8.This connection is NEpV only and does not consider lateral forces. I(C. 1 0 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an e�Ye�' �p"ER standard ANSVTPI 1. ��5 r LOAD CASE(S) Standard V ` 56308 ARO�ESSIO�P\. Job cuss Tr stype y Harvest Pointe @ Cutchogue•B•INIBERRY 170735596 T01 B ROOF SPECIAL 3 1 Job Reference(optional) Universal Forest Products, NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print.8.030 s Apr B 2017 MTek Industries,Inc.Non Dec 11 11:38:312017 Page 1 ID;vwT9ERmCOgADhXryXU4slgyreG_-uRhN90p3bvnsVKs5oD v04rdSGuDGGNjB7uKrFyA3Rs -2-0-08-6-0 6-0 _ 8-6-0 14-6-0 17-0.0 2-0-0 2-62 6 6-0-0 —� 6-0-0 �— 2 6-0 44 Scale=1:43.8 4 14 15 9.00 12 3x6 V, 30 3 5 3x4 3x4�\ 6 2 W2 w2 �Q 1 1 9 — 10 ---- -- — — i`i 70 2X6 3x8= 11 13 12 8 7 1.5x4 11 4x4= 44= 1 5x4 11 2-6-0 8-6-0 14-6-0 _ 17-0-0 2-6 6-0-0 6-0-0 2-6-0 I Plate Offsets(X,Y)-- [2:0_0-12,0-1-81,[3:0-1-12,0-1-8],15:0-1-12,0-1-81,[6:0-1-12,0-1-81,[8:0-1-12,0-2-01,12:0-1-12,0-2-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loc) VdefI Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.05 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(CT) -0.11 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.14 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.03 10-11 >999 360 Weight:89 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 13=631/0-6-0 (min.0-1-8),7=518/0-6-0 (min.0-1-8) Max Horz 13=125(LC 11) Max Upliftl3=-52(LC 14),7.29(LC 15) Max Grav 13=814(LC 2),7=659(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2.3=-631/137,3-14=-695/150,4-14=•532/164,4-15=-553/164,5-15=-695/151,5-6_666/145,2-13=-853/240, 6-7=-702/145 BOT CHORD 10-11=-144[768,9-10=-172/790 WEBS 4-10=46/334,5-10—382/189,3-10=-343/161,2-12=-97/582,6-8=-120/559 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=192 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13 and 7.This connection is for uplift only and does not consider lateral forces. 9)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and refere e standard ANSI/TPI 1. ���9'0 C'�� 'pr LOAD CASE(S) Standard �pPHER G e E: 6630B ARS SSta�P�" 0Truss I ruse type Ty Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 TO1C ROOF SPECIAL 2 1 Job Reference o Uonal Universal Forest Products,5631 S.NC 62,Burlington,NO Run:8.030 s Aur 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 113833 2017 Page 1 I1):vwT9ERmCOgADhXryXU4sigyreia_rgp8ZhrK7X2akeOUweON6Vxyy4ZDk950eRNRw8yA3Rq 2-0-0 22 0 _ 8-6-0 14-6-0 _ 17 0-0 2-0-0 2 6-0 -r-- 6-0-0 6 0 0 + 2-6 4x4 Scale=1 A6.3 4 15 16 9.00 12 4x8�i 4x8�� 3 5 3x8 i _cc 3x8�� \W3 6 2 W2 - W5 1 9 `O 1 26= 10 2x6= li 3x6= 7 _ N O 13 12 8 2x6 5x6 II Id IL 1.5x4 11 3x6= 3x6= 14 _ 2-6-0 8-6-0 14-6-0 17 0 0 2-6-0 T 6-0-0 6-0-0 --+ 2 Plate Offsets MY)-- [2:0-3-4,0.1-81,[14:0-1-0,02-41 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.05 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.84 Vert(CT) -0.11 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.0310-11 >999 360 Weight:92 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W6:2x6 SP No.2 REACTIONS. (Ib/size) 13=629/0-6-0 (min.0-1-8),14=515/Mechanical Max Horz 13=125(LC 11) Max Upliftl3=52(LC 14),14=28(LC 15) Max Grav 13=811(LC 2),14=656(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-627/137,3-15=-689/149,4-15=526/163,4-16=547/163,5-16=-690/150,5-6=644/140,2-13=-849/239, 7-14=-656/125,6-7=-704/146 BOT CHORD 10-11=-146/764,9-10=-169/765 WEBS 4-10=-45/329,5-10=-363/185,3-10=-343/162,2-12=-961579,6-8=-123/555 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL--1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss-has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 1-0-0 wide will between the bottom chord and any other members. OF N 9)Refer to girder(s)for truss to truss connections. -s;� ➢�® jEVV 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)14. �Q' 0? ER G. 11)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)13.This connection I ort�i[b�n�t and does not consider lateral forces. '^ 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 fife standard ANSI/TPI 1. r- 0 LOAD CASE(S) Standard �� - 56305 A�OFESSIO�P� ruse Truss Type yHarvest Pointe @ Cutchogue-B-INKBERRY 170735596 701D Common 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Welk Industries,Inc.Mon Dec 1111:38:34 2017 Page 1 ID.vwT9ERmCOgADhXryXU4sigyreG -JONWnlsyugARMnbgULXce75uUy?TXH9t56_SayA3Rp -2-0-0 4-4-12 8-6-0 12-7 4 17-0-0 2-0 0 4-4-12 4-1 4 4-1-4 4-4-12 4x4 Scale=1:43.8 4 10 11 9.00112 4x4 5� 44 3 5 2x6 I I 3x4 11 2 3 6 2 Bi 1 9 8 7 3x4= 5x8= 3x6= 8-6-0 17-0-0 _ 8-6-0 _ 8-6-0 Plate Offsets(X,Y)-- [8:0-4-010-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.10 8-9 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.20 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-MS Wind(LL) 0.01 8 >999 360 Weight:94 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 9=896/0.6.0 (min.0-1-12),7=730/Mechanical Max Horz 9=157(LC 11) Max Uplift9-65(LC 14),7=36(LC 15) Max Grav 9=1 124(LC 2),7=907(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-10=-787/207,4-10=-662/219,4-11=-666/222,5-il=791/199,2-9=-407/220 BOT CHORD 8-9=-86/65317-8=-101/679 WEBS 4-8=-136/490,3-9=-897/127,5-7=-817/138 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide fil between the bottom chord and any other members. ®F NEW 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7. � �&14ER G 'A,r t 1)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is r u niyr and does not consider lateral forces. �r Z 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 d`r f�Y'e standard ANSI/TPI 1. W fl LOAD CASE(S) Standard �2N ` k" 56308 t�, AROF_SSIO�P� oTruss Truss Type Harvest Pointe @ Cutchogue•B-INKBERRY 17073559B T01E ROOF SPECIAL 6 1 Job Referenceo tional Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print 8.030 s Apppr 8 2017 Wek Industries,Inc.fvbn Dec 1111:38:36 2017 Page 1 ID vwT9ERmCQgADhXryXU4slgyreG_-FPVGCItCQSQ9b513bma4j7YUrHesxXASKPb5WTyA3Rn 2 0-0 4-4 1 8-6-0 9-10-0 13 10 0 17 0-0 2-0-0 4-4-1 4-1-15 1 4-0 4-0-0 3-2-0 4x4 Scale=1.46.1 4 15 16 9.00 12 1.5x4 II 3 3x8 Q 5 3x8�i 3x6 14 8 6 2 0 1 71 4X12= 3x4- 13 12 11 a IF 2x4 11 48= 2x4 11 8 1.5x4 117 3x6= 9-10-0 13-10-0 17 0 0 8] 9-10-0 4-0-0 3 ' - 2-0 � Plate Offsets(X,Y)-- [2:0-3-4.0-1- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.17 12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.2811-12 >711 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.20 Horz(CT) 0.20 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.17 12 >999 360 Weight:101 Ib FT=40/6 LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2`Except` end verticals. B2:20 SP No.3,64:2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (ib/size) 13=631/0-6-0 (min.0-1-8),7=51B/Mechanical Max Horz 13=125(LC 13) Max Upliftl3=-52(LC 14),7-29(LC 15) Max Grav 13=814(LC 2),7=659(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=652/103,3-15=-577/162,4-15=507/177,4-16=607/200,5-16=-724/186,5-6=-559/126,2-13=-751/203, 6-7=-699/147 BOT CHORD 9-10=-120/691 WEBS 10-12=-47/488,4-10=-74/348,5-10=-286/116,2-12=-1 4/395,6-8=-80/463 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. ®����Yo 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7. �Q' OpHER G 'ps 11)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13..This connection i o 1— and does not consider lateral forces. 12)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 e standard ANSI/TPI 1. r rr LOAD CASE(S) Standard 5630$ A�OFESSIO�P� Job NSS Truss TypePly Harvest Paints @ Cutchogue•B-INItBERRY 170735598 T01 F ROOF SPECIAL 1 1 Job Reference(ooUona Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wek p Industries,Inc.Mon Dec 11 11:38:38 2017 Pagge 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_•Bnol dPvSy3gtgPvRjBcYpYepr5JAPRUloj4CbLyA3Rl f 4-4-1 8-6-0 9-10-0, 13-10-0 _ 17-0-0- 4 4-1 4-1-15 1-4 0 4 0-0 -� 3-2-0 44 Scale=1:46.1 3 9.00 12 14 15 1.5x4 11 2 3x8 4 3x6 3x6 1 13 5 F1 F---- --- 4 - 4x12= 3x4 111 12 11 10 n a Id 2x4 11 4x8= 2x6 11 11 7 1.5x4 116 34= 9-10-0 13-10-0 , 17-0.0 9-10-0 4-0 0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.21 11 >958 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.3310-11 >608 160 BCLL 0.0 * Rep Stress[nor YES WB 0.21 Horz(CT) 0.20 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.1810-11 >999 360 Weight:98 lb FT=40/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* end verticals. 132:2x4 SP No.3,B4:2x4 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:10-11.7-8. REACTIONS. (lb/size) 12=524/0-6-0 (min.0-1-8),6=524/Mechanical Max Horz 12=-1 07(LC 10) Max Upliftl2=29(LC 14),6=-29(LC 15) Max Grav 12=668(LC 2),6=668(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-660/100,2-14=-591/169,3-14=521/184,3.15=-606/209,4-15=-743/195,4-5=567/130,1-12=595/106, 5-6=-708/152 BOT CHORD 8-9=-122/697 WEBS 9-11=-60/515,3-9=-81/362,4-9=-283/110,5-7=-83/469,1.11=-8/345 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C�C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6. 10)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)12.This connection is for u I' and does not consider lateral forces. �(F. ���1-0 1 t)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an "ER,2 standard ANSI/TPI 1. LOAD CASE(S) Standard � ` W n � $6306 �R� SSt®���' Job russ Truss TYPO y Harvest Pointe @ Cutchogue-B-INIBERRY 17073559B T01G ROOF SPECIAL 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlmgton,NC Run:8.030 s Apr 8 2017 Pnnt:8.030 s Apr 8 2017 Wek Industries,Inc.Mon Dec 11 11:38:39 2017 Page 1 IDvwT9ERmCOgADhXryXU4sigyreG_-f APglw5jNokSZUeGu7nLmAzkVeV8tJu0Ng17oyA3Rk Q-5-9 5-2-0 -0 6 6-0 10 6-0 13-8-0 d-5- B- 4-8-8 1 4-0 4-0-0 3 2 0 4x4�� Scale=1:45.7 2 9.00 F12 16 15 3x8 1 4x8 3 % 3x6 4 13. 1 3x4 .4 cv I6 6 5 1 3x6= 5-2-0 6 6-0 , 10 B-0 13-80 5 2-0 �1 4-0 4-0-0 -+ 3-2-0 --1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.09 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.18 7-8 >891 180 BCLL 0.0 * Rep Stress Incr YES WB 0.30 Horz(CT) 0.25 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.04 7-8 >999 360 Weight:87 Ib FT-4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 cc pudlns, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* except end verticals. B2:2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* MITek recommends that Stabilizers and required cross bracing Wi:2x4 SP No.2 or 2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation-guide. REACTIONS. (Ib/size) 9=592/0-5-8 (min.0-1-8),5=592/Mechanical Max Horz 9=-131(LC 10) Max Uplift9=-38(LC 15),5=-29(LC 15) Max Grav9=736(LC 2),5=736(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-622/141,2-15=-454/156,2-16=-400/158,3-16_648/143,3-4=-618/131,4-5-776/152,1-9=-697/169 BOT CHORD 7-8=-1301782 WEBS 3-8=-447/209,1-8=-22/398,4-6=-78/502 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL--1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)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. 6)All plates are 1.5x4 MT20 unless otherwise Indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5. F NEVpj Y 11)One RVA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is for (� p and does not consider lateral forces. _(OpHER 12)This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a re r, a standard ANSIVTPI 1. LOAD CASE(S) Standard < W $6306 A%PESSIO�P� Job rus5 Truss Type Qty Ply Harvest Pointe @ Cutchogue-B-INKSERRY 17073559B T01GE Common Supported Gable 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run;8.030 s Aur 8 2017 Print:8.030 s Apr 8 2017 Wek Industries,Inc.Man Dec 1111:38:412017 Page 1 ID.vwT9ERmCOgADhXryXU4sigyreG=cM19FRxLF 2Rhsd0OJAFQBG161U5cm8BUgJsCgyA3Ri 2-0-0 8-6-0 _ 17-0-0 1 19-0-0 H 2-0-0 8.6-0 8-6-0 2-0-0 J 4x4 Scale=1.45.8 7 24 6 8 25 9.o0 Fi2 5 9 T 4 10 T T 2x6 I I ST3 ST3 2x6 11 11 2 3 1 T ST 12 II��qq 1Fwyy� 131Y 23 22 21 20 19 18 17 16 15 14 3x6= 3x4= 3x6= 17-0-0. 17-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.0612-13 n/r 180 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.1012-13 n1r 80 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) -0.00 14 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:104 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SP No.3 MiTek,recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-0-0. (lb)- Max Horz 23=-1 68(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)23,14,20,21,22,18,17,15 Max Grav All reactions 250 Ib or less at joint(s)21,22,17,15 except 23=333(LC 32),14=332(LC 33),19=403(LC 31),20=303(LC 28),18=302(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-481/414,12-14=-484/416 WEBS 7-19=-328/129,3-23=-266/288,11-14=-268/291 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 7)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. 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. ®F NEW 10)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ,tQ�� P"ER r® 11)Gable studs spaced at 2-0-0 cc. rij q0 G 'A.r 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ns 13).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 tI 111 fit between the bottom chord and any other members,with BCDL=I O.Opsf. Q 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)23,1 ,21 01 17,15. n W 15)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a standard ANSI/TPI 1. 6630% tp� LOAD CASE(S) Standard AROFEsst®�P� Job russ Truss Type Qty Pffy- TJob st Pointe @ Cutchogue-B-INIBERRY 17073559B MGD Hip Girder 1 Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek industries,Inc.Nlon Dec 1111:38,43 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG_-YIQwg6zbmbl9xAnPVkCIWcLhr6Az4kgUx ozGZyA3Rg 2.2.5 6=5^11 8-8-0 2-2.5 4-3-6 2-2-5 5x6= Scale=1:18.5 2 3 4x10 9.00 12 T2 1 T1 3x6 3x6 4 1 JW3 4 W3 W5 cc 1 1 W2 W8 .4 n1� 4 F1 Li LW B1 Li 8 HJC26 10 7 5 3x4= Special 3x4= 1.5x4 11 9 HJC26 6 1.5x4 II 3x4= 2 2.5 6-5-117-10-1 8 8 0 2-2-5 4-3-6 1-4-6 0-9-1 Plate Offsets(X,Y)-- (2:0-4-0,0.2-01,(3:0-3.12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.00 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.11 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MP Wind(LL) 0.01 7-8 >999 360 Weight:110 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):2-3. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=459/0-4-8 (min.0-1-8),6=572/0-6-0 (min.0-1-8) Max Horz 9=-34(LC 8) Max Uplift9=167(LC 12),6=205(LC 13) Max Grav9=576(LC 2),6=718(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-517/186,1-9=-589/194 BOT CHORD 8-10=-156/370,7-10=-156/370,6-7=-109/255 WEBS 3-7=-167/269,1-8=-1611429,3-6=-559/193 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3 j nails as follows: Top chords connected as follows-2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live toads have been considered for this design. 4)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope);cantilever left and right exposed;Lumber DOL-1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL--1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 6)Unbalanced snow loads have been considered for this design. 7)Provide adequate drainage to prevent water ponding. 8)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. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0- fit between the bottom chord and any other members. �C1?' 0."ER G 'Qa 11)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9 and 6.This conn ec' n a�jaSplE only and does not consider lateral forces. $ 1 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 f€l'er� standard ANSVTPI 1. 1" rr 13)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom cho 0 � 14)Use USP HJC26(With 16d nails into Girder&1 Od nails into Truss)or equivalent spaced at 4-2-10 oc max.starting at 2 left end to 6-5-5 to connect truss(es)J01 (1 ply 2x4 SPF or SP),CJ01 (1 ply 2x4 SPF or SP),J01 (1 ply 2x4 SPF or SP), 1 ply C9 2x4 SPF or SP)to front face of bottom chord. 56308 !G� 15)Fill all nail holes where hanger is in contact with lumber. Rp StO�P\' 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 Ib down and 135 Ib up a on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job NSS Truss TypeHarvest Pointe @ Cutchogue-B-INKBERRY 170735598 702GD Hip Corder 1 2 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 NLTek Industries,Inc.Nbn Dec 1111:38-.43 2017 Page 2 ID:vwT9ERmCOgADhXryXU4slgyreG=YIQwg6zbmbi9w4nPVkCjWcLhr6Az4kgUx ozGZyA3Rg LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-68,2-3=-69,3-4=-68,5-9=-20 Concentrated Loads(lb) Vert:8=-103(F)7—103(F)10=-82(F) ®F NEW Y ���y,�Op-HERc obi r- ar a w 66306 AR��SS100 o run --- Truss Type y Harvest Pointe @ Cutchogue-B•INKBERRY 170735598 JT03GD Piggyback Base Girder 1 2 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8 030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Nbn Dec 11 1138:46 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sigyreG=yK5218?U3WgkodW BslQ7EzCOJ?_HuewdyOdtuyA3Rd 22.13 8-23 13.8.0 16-9 4 20.2-0 2-13 — 3-11-5 5-5-13 —� 31.43-4-12 3x4= 5x8= 1.5x4 11 Scale=1:53.4 5x6= 3 i5 4 5 6 151�9.00 12 4x10�i P4 W16 11 10 3X6,i v 10 1 RI P-1 14 13 12 11 16 10 17 18 1 0 1.5x4 11 3x4= 1.5x4 11 3X8= N 9 8 JUS26 7 1.5x4 11 8x8= 5x8 MT18H= Special JUS26 JUS26 2-0 0 23 0 4 2-13 8-23 13-8-0 18 9 4 20.2-0 1 200 0 0,t2 1-11.13 311-5 5513 314 3412 Plate Offsets(X,1)-- [3:0-3-12,0-1-121,[8:0-3-8,0-4-12],[10:0-5-8,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.10 7-8 >999 180 MT18H 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-MS Wind(LL) 0.03 7-8 >999 360 Weight:374 Ib FT-4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2*Except* end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-6. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 6-0-0 oc bracing:9-10,8-9. W11:2x4 SP No.1 WEBS 1 Row at midpt 6-7,5-7 REACTIONS. (Ib/size) 7=6070/0-6-0 (min.0-5-7),13=2166/0-6-0 (min.0-2-1) Max Horz 13=176(LC 12) Max Uplift7=-616(LC 9),13=427(LC 12) Max Grav7=6968(LC 2),13=2598(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2276/188,3-15=-1707/169,4-15=-1707/169,4-5=-2999/260 BOT CHORD 12-13=-201/1102,11-12=-201/1102,11-16=-264/3007,10-16—262/3013,4-10=-290/1176,8-17=-207/2461, 17-18=-207/2461,18-19=-207/2461I 7-19=-207/2461 WEBS 2-13=-2476/126,2-11=-90/921,3-11=-43/900,4-11=-2060/2i 2,8-10=-296/3603,5-10=-1 7211744,5-8=-405/3665, 5-7=-6059/509 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0.9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 5-8 2x4-1 row at 0-5-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. 3)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd-107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS (envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber OOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. �� F���Y® responsibility of the fabricator to increase plate sizes to account for these factors. C�Q' HER 8)All plates are MT20 plates unless otherwise indicated. ��5'Op"E 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b V048ri tI fit between the bottom chord and any other members,with BCDL=10.Opsf. r- W 11)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Jt(s)7 and 13.This conn _ is only and does not consider lateral forces. �s 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an nce C9 standard ANSI/TPI 1. A 56308 13)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RO StOt,1P�' 14)Use USP JUS26(With 10d nails into Girder&14d nails into Truss)or equivalent spaced at 1-7-4 oc max.starting at 16-2-8 fro end to 19-5-0 to connect truss(es)T1 OA(1 ply 2x4 SPF or SP)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. Continued on page 2 Job russ Truss Type y Harvest Pointe @ Cutchogue-B•INKBERRY 170735596 T03GD Piggyback Base Girder 1 2 Job Reference ptional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111:38:46 2017 Page 2 NOTES- ID:vwT9ERmCOgADhXryXU4s1 gyreG_yK5218?U3WgkodW_BslQ7EzCOJ?_HuewdyOdtuyA3Rd 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4562 ib down and 316 ib up at 15-9-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-69,3-6=-69,10-14=-20,7-9=-20 Concentrated Loads(lb) Vert:8=-4652(F)17=-910(F)19=-914(F) _,�®F NEW C2 � ���Op�HE/=G,o'p•* U tm i IY n 66305 AROFESSIO�A� o tosscuss Type Ply Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 T04 Piggyback Base 2 1 Job Reference o tionaD_ Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 UTek Industries,Inc.Mon Dec 11 11.38:48 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG=vjDplgOkb7xS1 xgMlHouCf2SS7nglokD5GVkxmyA3Rb 4-2-13 8-2-3 138-0 19-9-4 26-2-0 4-2-13 3 11-5 PAZ 13 6-1-4 6-4-12 ' Scale=1:54.7 50= 5x6 MT16H= 3x8= 2x4 II 3 4 5 6 9.00 12 3x4 i W6 14 \X1 3x6�i 1 13 12 11 IV 16 6x10 10 p 1.5x4 11 3x4= 3x8= cps 9 8 7 1.5x4 II 3x4= 3x6= 2-0.0 2 0 8-2-3 13 8 0 19-9 4 26-2-0 _ 2-0-0 0. -0 5-11-3 5-5-13 6-1-4 6-4-12 Plate Offsets(X,Y)-- [3:0-3-12,0-1-12],[4:0-3-12,0-3-4],[10:0-5-12,0-4-0[ LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.07 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.12 7-8 >999 180 MT18H 197/144 BCLL 0.0 " Rep Stresslncr YES WB 0.93 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code IRC2015fTP12014 Matrix-MS Wind(LL) 0.02 10 >999 360 Weight:187 ib FT=40% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins, except T3:2x4 SP No.i end verticals,and 2-0-0 oc purlins(4-7-12 max.):3-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2:2x4 SP No.3 6-0-0 oc bracing:8-9. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-7,4-11,5-8,5-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=1048/0-5-4 (min.0-2-8),12=1242/0-6-0 (min.0-2-7) Max Horz 12=176(LC 14) Max Uplift7—122(LC 11),12=-41(LC 11) Max Grav 7=1 585(LC 32),12=1544(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-35/324,2-3=-1155/262,3-15=-881/252,4-15=-881/252,4-5—1330/298,6-7=-309/85 BOT CHORD 11-12=-284/565 11-16=-30211339,10-16=-301/1341,8-17=-167/840,7-17=-167/840 WEBS 2-12=-1508/308,2-11=35/493,3-11=21/308,4-11=-744/85,8-10=-175/876, 5-10.202/757,5-7=-1 474/294 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL--1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)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. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QF NEvV Y 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0- _ Q between the bottom chord and any other members,with BCDL=10.Opsf. ER G . 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 and 12.This connec n I o Upl, only and does not consider lateral forces. "r 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 r f�'re standard ANSVTPI 1. r 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chor m 1 LOAD CASE(S) Standard $6308 A�OFESS%O��� o HissTruss Type 7Y11,a,,vest Pointe @ Cutchogue-B-INKBERRY 559B TD4A Piggyback Base 1 Reference o honal Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.03D a Apr 8 2017 Print:8.030 s Aqipr 8 2017 ek Industries,Inc.Mon Dec 11 1138:49 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_-NvnBwAI MMR3Jf5FZs?J71tbewX7fUGoMJwFHUDyA3Ra 4-2-138-2.3 16-0-13 23-11-7 26-2-0 4-2-13 —_-- 3-11-5 7-10-10 7-10-10 2-2-9 Scale=1.46.5 5x6= 1.5x4 11 54= 3 15 rxl —1E_ 5 3x6 6 9.00 F12 3x4 i 2 0 14 6 `n4 d 3x6�i 1 ni P:1 ITI RP 11 1316 11 16 10 9 17 B 7 1.5x4 11 3x4= 3x4= 3x4— 3x6= 3x4= 1.5x4 11 2.0 0 2i3r0 8-2-3 16-0-13 _ _ 23-11-7 26-2-0 2-0 0 30 0 5-11-3 -7-10-10 _ 7-10-10 --2-2-9 _ Plate Offsets(X,Y)-- [3:0-4-0,0-2-01,[5:0-4-0,0-2-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.08 9-11 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.15 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.88 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.02 9 >999 360 Weight:166 Ib FT=40/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins, except T2:2x4 SP SS end verticals,and 2-0-0 oc purlins(5-4-3 max.):3-5. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:7-8. REACTIONS. (Ib/size) 12=993/0-6-0 (min.0-1-15),7=837/0-5-4 (min.0-1-13) Max Horz 12=117(LC 14) Max Upliftl 2=30(LC 11),7=-51(LID 11) Max Grav 12=1235(LC 2),7=1146(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-27/262,2-3=-919/221,3-15=-1081/254,4-15=-1081/254,4-5=-1081/254,5-6=-380/89,6-7=-1159/212 BOT CHORD 11-12=-182/457,11-16=-165/720,10-16=-165/720,9-10=165/720,9-17=57/344,8-17=-57/344 WEBS 2-12.1209/257,2-11=-33/414,3-9=-71/490,4-9—870/238,5-9=-200/999,5-8—849/209,6-8=-159/1008 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat,II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Jt(s)12 and 7.This connection is for u 1 only and does not consider lateral forces. NEW 10)This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and r y® standard ANSI/TPI 1, ��� ,�01?HER G `Q 11)Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord 9 LOAD CASE(S) Standard O� r IY O 86305 �R� SSto��� o cuss toss ype Harvest Pomte @ Cutchogue•B-INKBERRY 170735598 T048 PIGGYBACK BASE 10 1 Job Reference o tional) Universal Forest Products,5631 S.NC 62,Burhngton,NC Run:8.030 s Apr 8 2017 Pnnt:8.030 s Apr 8 2017 KTek Industries,Inc.Mon Dec 11 11X8:52 2017 Page 1 ID vwT9ERmCOgADhXryXU4sigyreG_nUSKZB4EfMRuWYz8X7sgNVD4Hk51hgVpOuTx4XyA3RX ri-0-q 2-6-0 8.4-0 16-7-2 23-9-7 26-2-0 1 0-0 2-6-0 5-10-0 8-3-2 7-2-5 2-4-9 Scale:1/4".1' 5x6= 35x6= x4= 4 19 CRI r571 W 5 0 CEO6 3x4 7 9.00 12 W6 3X4 i W9 3 18 Ivi 1 1 n a 3x4 2 2 1 B 3x4 --- gQq 5x6= 4 20 6x10— 4 �^ 1.5x4 II 10 9 8 14 1.5x4 II 1.5x4 I I 1.5x4 11 3x6 MT20HS 11 6x72= 1.5x4 11 6.00 12 F 2-6-0 8-4-0 10-4-0 13-6-0 21-9-7 23-9-7 26-2-0 5-10-0 2-0-0 32-0 8-3-7 2-0 0 2 4 9 Plate Offsets KY)-- [2:0-1-12,0-1-81 [3:0-1-12,0-1-81,14:0-4-4,0-2-01,[6:0-3-12,0-1-121,[7:0-1-12,0-1-8] [11:0-4-12,0-2-81,[13:0-1-14,0-0 121 [14:0-1-9 0-0-121 LOADING(psf) SPACING 1-7-3 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.21 9-10 >999 240 MT20 197/144 TCDL_ 10.0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.42 9-10 >738 180 MT20HS 148/108 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.0311-12 >999 360 Weight:181 Ib FT=40% LUMBER- BRACING- TOP CHORD 2x4 SP Not or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except T2:2x4 SP No.i end verticals,and 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. B3:2x4 SP No.3 WEBS 1 Row at midpt 4-11,5-9 WEBS 2x4 SP No.3 REACTIONS. (ib/size) 14=867/0-6-0 (min.0-1-12),8=811/0-4-0 (min.0-1-12) Max Horz 14=134(LC 14) Max Uplift14=-35(LC 14),8=-51(LC 11) Max Grav 14=1109(LC 2),8=1115(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1514/422,3-18=-1295/289,4-18=-1281/317,4-19=1141/303,5-19=-1141/303,5-6=-363/113,6-7=-444/105, 2-14=-1080/322,7-8=-1152/219 BOT CHORD 12-13=-458/1196,12-20=-254/975,11-20=-254/975 WEBS 3-12=-416/217,4-12=-261297,4-11.87/258,9-11 o Nss NSS ype y Harvest Pointe @ Cutchogue-B-INKBERRY 170735598 T04B1 PIGGYBACK BASE 1 1 Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s AReference(optional)pr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111:38:54 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreCL jsa4_t5VBzhbis7WfYuISwlQuYn19a56TCy29QyA3RV Ti-0-0 2-6-0 8-4-0 16-7-2 23-9-7 26-2-0 , 0 2-6-0 5-10-0 8-3-2 7-2-5 24-9 Scale=1:54.9 4x4= 6x6= 3x4= 3x4= 3x4= 9 4 501 21 5 6 8x10 3- ro d 7 a 9.00 12 W6 CC C 3x6 ii W9 3 20 L o m 10 6 3x6 i 1 2 2 1 B --- v 5x6= 12 22 6x10= ----- --� E34 1 19 io ib 1.5x4 II 3x4 10 9 8 1 1 14 1.5x4 11 3x8 MT20HS I I 6x12 1.5x4 I 1.5x4 11 1.5x4 11 = 6.00 F12 2-6 0 8-4-0 104-0 13 6 0 21-9-7 23.9 7 26-2-0 5-10-0 2-0-0 3 2-0 8 3 7 _ 2-0-0 24 Plate Offsets_(X,Y)--_f6:0-3-8,0-1-121,[7:0-8-8,Edgel,[11:0-4-12,0-2-81,[13:0-1-14,0-0-121,[14:0-1-90.0-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. In (loo) Vdefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.20 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.41 9-10 >760 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.07 19 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.03 11-12 >999 360 Weight:195 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 4-2-9 cc purlins, except T2:2x4 SP No.1,T3:2x6 SP No.2 end verticals,and 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B3:2x4 SP No.3 8-8-0 cc bracing:12-13. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11,5-9 OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 14=864/0-6-0 (min.0-1-12),19=784/0-5-4 (min.0-1-12) Max Horz 14=137(LC 14) Max Upliftl4=-35(LC 14),19—58(LC 11) Max Grav 14=1106(LC 2),19=1099(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1509/423,3-20=-1297/289,4-20_1280/316,4-21=-1154/301,5-21=-1155/301,5-6=-364/104,6-7=422/95, 2-14=-1077/324 BOT CHORD 12-13=-466/1192,12-22=-264/986,11-22=-264/986 WEBS 3-12=-404/214,4-12=-25/292,4-11=-87/259,9-11=-283/1051,5-9—1115/294,2-13=306/1205,7-9--143/962 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7.10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3)TCLL:ASCE 7-10;Pr=30.0 psi(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. pF NEW8)All plates are MT20 plates unless otherwise indicated. •(�G Y® 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q' &JAER 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 0� mit�wol fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)Bearing at joint(s)14,19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer s o SQri capacity of bearing surface. r W 12)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14 and 19.This con i n! uplift only and does not consider lateral forces. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an ence C� standard ANSI/TPI 1. A &6 OS tr,� 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �OSS1O�P� LOAD CASE(S) Standard Job toss toss ype Qty Ply Harvest Pointe @ Cutchogue-B-INIQ3ERRY -� 17073559B T04BGE Piggyback Base SW aural Gable COMMON 1 1 _ Job'Reference (optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111:38:56 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_gFigOZ7ljbxJ?AHvmzxmXLNoOLVzdWHOwWR9EJyA3RT ri-0 Q4-2-13 8-2-3 16-0-13 23-11-7 26-2-0 1-0-0 4-2-13 3.11-5 7-10-10 7-10-10 2.2-9 Scale=1:50.6 5x8 MT18H= 5x8 MT18H,� 355x8= 4 121 IRI F%1 IRI 121 6 - - 3x6 Q S 1 7 9.00 12 8x10�i S 3 3 3x8 11 3x8 11 5 S 5 37 r 3x8 II S O 3 2 3x8 II d 2x6 I I L& 2 S1`4 2 3x8 I I 1 V/ 3x8 II 3x8 11 15 14 39 3x6= 3x6= 3x8= 13 12 11 10 9 8 5x6= 8-2-3 i 16-0-1323-11-7 26-2-0 8-2-3 7-10-10 7-10-10 Plate Offsets(X,Y)-- [4.0-5-12,0-1-121,[6:0-4-11,0-1-14],[13:0-3-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.0814-15 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.1514-15 >999 180 MT18H 197/144 BCLL 0.0 " Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.01 14 >999 360 Weight:242 Ib FT=40% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except T2:2x4 SP SS end verticals,and 2-0-0 oc purlins(5-9-13 max.):4-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 6-0-0 oc bracing:8-9. W1:2x6 SP No.2 WEBS 1 Row at midpt 5-13,5-9 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-8-0 except Qt=length)15=0-6-0. (lb)- Max Horz 15=166(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)13,15,8,9,12 Max Grav All reactions 250 Ib or less at joints)8,10,11 except 13=1320(LC 36),15=1102(LC 34 9=751(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-37=-271/112,3-4=-788/199,4-38=-548/210,5-38=548/210,2-15=-455/185 BOT CHORD 14-15=-254/649 WEBS 3-14=-267/157,5-14=-122/544,5-13=-1170/323,5-9=-290/85,6-9--532/149,3-15=-791/69 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterlor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL-1.15);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding, ®F NE Y 8)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions responsibility of the fabricator to increase plate sizes to account for these factors. �OpHER 9)All plates are MT20 plates unless otherwise indicated. ' 10)All plates are 1.5x4 MT20 unless otherwise Indicated. U 11)Gable studs spaced at 2-0-0 oc. 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13)'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 fit between the bottom chord and any other members,with BCDL=10.Opsf. 2 _u 14)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)13,8, 308 1p�� 15)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s)15.This connection is f and does not consider lateral forces. OFESS60��� 16)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referen standard ANSI/TPI 1. 17)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard ____�] 0 russ TrUSS Type y Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B T04C PIGGYBACK BASE 3 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62 Burlington,NC Run:8.030 sApr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Non Dec 4111:38:58 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG=cegbpF89EC81 ETRHuOzEcmT6n9875O0hOgwFIByA3RR U- 2.6-0 8-4-0 16-7-2 23-9-7 26-2-0 -0 2 6 0 5-10.0 8-3-2 7-2-5 2-4-9 Scale=1:50 2 5x6= 3x4= 5x6= 4 5 6 LE 3x4 7 9.00 12 WB cc 3x4 W9 co 1 r 3 10 1cc n 06 1 e1 2 2 B 1 1 18 5x6— 12 21 6x10— IB34 In LL HI ,¢ 1.5x4 II 3x4= 10 9 g 14 1.5x4 II 1 5&OR 12 1.5x4 11 3x8 MT20HS I I 6x12= 1.5x4 11 2-6-0 8-4-0 104-0 13 6 0 21-9-7 23-9 7 26-2-0 _ 2-6.0 5-10-0 2-0-0 3-2-0 8-3-7 2-0-0 2-4-9 Plate OffsetsLX,Y)-- [2:0-2-12,0-1-81,[3.0-1-12,0-1-8],[4:0-4-4,0-2-0 6:0-3-12,0-1-121,[7:0-1-12,0-1-81,[11:0-4-12,0-2-81,[13:0-1-14,0-0-12 14:0-1.12,0-0-121 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.21 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.42 9-10 >738 180 MT20HS 148/108 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code IRC2015lrP12014 Matrix-MS Wind(LL) 0.0311-12 >999 360 Weight:183 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except T2:2x4 SP No.1 end verticals,and 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B3:2x4 SP No.3 WEBS 1 Row at midpt 4-11,5-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=942/0-6-0 (min.0-1-14),8=806/0-4-0 (min.0.1-12) Max Horz 14=155(LC 14) Max Upliftl4=-52(LC 14),8--50(LC 11) Max Grav 14=1212(LC 2),8=1112(LC 36) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1426/371,3-19—1268/271,4-19=-1255/299,4-20.1136/294,5-20.1135/294,5-6=-362/112,6-7=-443/103, 2-14=-1 147/376,7-8=-1149/214 BOT CHORD 12-13=-39911109,12-21=-241/967,11-21=-241/967 WEBS 3-12=-351/168,4-12=-9/274,4-11=-79/262,9-11=-269/1033,5-9—1104/281,2-13=-280/1204,7-9=149/964 NOTES- 1) OTES1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Ii;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 0-0 wi 1,1v l"ttNEW between the bottom chord and any other members,with BC DL=10.Opsf. �(�G Y� 10)Bearing at joint(s)14 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should c�11 YER G of bearing surface. �6 Q 11)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14 and 8.This conn I'� 1 only and does not consider lateral forces. O 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 cFr fere , tY standard ANSIIrPI 1. m 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chor LOAD CASE(S) Standard A $6308 0� R® SSto�P� 0I Nss NSS ype Ply Harvest Pointe @ Cutchogue-B-INIBERRY 170735596 T05 Common 1 1 Job Reference optional),_ Universal Forest Products,5631 S.NC 62,Burlington,NC Aun:8.030 s Apr 8 2017 Print•8.030 s Apr 8 2017 Wek Industries,Inc.Mon Dec 111139:00 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sigyreG=YOxL€wAGmpRlTnag?p?iiBYTdysAZOR_r8PMN4yA3RP -1-0-0 _ 8-0-0 16-0-0 17-o-q 1-0-0� 8-0-0 8-0-0 0 0 4x6�i Scale=1:43.5 3 9 10 9.00 12 3x8 ii 3x6�� 2 4 8 7 6 2x6 11 4x8= 2x6 I I 8-0_0 16-0-0 ~ 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-2-4.0-1-8 4:0-2-4 0 1 81 LOADING(psf) SPACING- 2-0-0 CSI." DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.07 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.14 7-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.00 7 >999 360 Weight:89 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.i TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2' end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W11:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _ REACTIONS. (Ib/size) 8=772/0-6-0 (min.0-1-8),6=772/0-6-0 (min.0-1-8) Installation guide. Max Horz 8=144(LC 13) Max Uplift8=-49(LC 14),6=-49(LC 15) Max Grav8=965(LC 2),6=965(LC 2) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9--874/160,3-9=-566/181,3-10=-566/181,4-10=-874/160,2-8=-897/250,4-6=-897/250 BOT CHORD 7-8=-212/542,6.7=-175/448 WEBS 3-7=0/308 NOTES- 1) OTES1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=5.0psf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide between the bottom chord and any other members. ®F NEW), 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8,6, ,and .This con ik p uplift only and does not consider lateral forces. gOpH€R G 'pa 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 a re red standard ANSI/TPI 1. LOAD CASE(S) Standard P > C� 86305 A��FESSIo�P�' Job rusS Truss Type Ply Harvest Pointe @ Cutchogue•B-INKBERRY 17073559B T06 Common 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 tai fek Industries,Inc N1on Dec 11 1159-:02 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-UP35fcBWIRhTj5k37D2AncdgZmYu1 K_HJSuTRyyA3RN -1-0-0 8-0-0 16-0-0 17-0-0 1-0-0{------ - 8-0-0 ------8.0-0 ----- 01 0 4X6 Scale=1:41.2 3 9 10 9.00 12 3x8_i 3x8 2 4 8 7 6 2x6 11 48= 3x6 11 0-4-11 8-0-0 15-7-3 16-Or0 0-'4--Tl- 7-7-5 7-7-3 64-13 _ Plate Offsets(X,Y)-- [2:0-2-4,0-1-81,[4:0-2-4,0-1-81 LOADING(psf) SPACING- 1-11-4 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.07 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.14 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.00 7 >999 360 Weight:89 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WI:2x6 SP No.2 REACTIONS. (Ib/size) 8=748/0-4-8 (min.0-1-8),6=748/0-4-8 (min.0.1-8) Max Horz 8=-140(LC 12) Max Uplift8=-47(LC 14),6=-47(LC 15) Max Grav8-935(LC 2),6=935(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-846/155,3-9-549/176,3-10=549/176,4-10=-846/155,2-8=-869/242,4-6_869/242 BOT CHORD 7-8=-205/52516-7=-170/434 WEBS 3-7=0/298 NOTES- 1) OTES1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.0psf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6. N�y� 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and r standard ANSI/TPI 1. co 5jp?'FIER LOAD CASE(S) Standard C: �w 56305 ARo�ESSIO�P�. .0 Truss Truss Type yHarvest Pointe @ Cutchogue B INKBERRY 17073559B T07 Common �1 1 _] Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print;8.030 s Apr 8 2017 Wek Industries,Inc.Nbn Dec 1111:39.03 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sigyreG=ybdUsyC83kgKKFJFgxZPJgAzVAwZmnYQY6e0zPyA3RM 1- 8-0-0 _ �`____ 16-0-0 _ 7-0-0� -0%01 8-0-0 8-0-0 1-0-0-0 46 Scale=1;41.2 3 9 10 9.00 12 410 4x10 2 4 8 7 6 2x6 11 48= 3x6 11 0 11 8-0-0 15-7-3 16 Or0 0 4r� ----- 7-7.5 - T 7-7 3 0-4 3 _ Plate Offsets MY)-- [3:0-3-12.0-2-0] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.06 7-8 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-MS Wind(LL) 0.00 7 >999 360 Weight:81 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* W i:2x6 SP No.2 REACTIONS. (Ib/size) 8=617/0-4-8 (min.0-1-8),6=617/0-4-8 (min.0-1-8) Max Horz 8=-1 14(LC 12) Max Uplift8=-39(LC 14),6=-39(LC 15) Max Grav8=772(LC 2),6=772(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-700/128,3-9=-456/145,3-10=-456/145,4-10=-700/128,2-8_717/200,4-6=-717/200 BOT CHORD 7-8=-169/43616-7=-140/362 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=i35mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6. 10)This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and rete c NE standard ANSVTPI 1. •�@�� "OP G HER y®� LOAD CASE(S) Standard OQ�Sr ^6 rm IX N $6306 ARo SSto��� 0 N55NSS ype y Harvest Pointe @ Cutchogue B-INIBERRY 170735598 T08GD Hip Girder 1 2 Job Reference(oonal) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec it 11:39:06 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-NAJcV_Ei MfCuBi2gM366xSogmN_z7utE3sha)yA3RJ -1-0-0 3-2-14 6-2-3 9-9-13 12-9-2 16-0-0 17-0-0 1-0-0 3-2-14 2-11-6 3-7-10 2-11-6 3-2-14 Scale=135.0 5x6= 5x6= 4 18 19 5 9.00 12 4x10 ii 4X10� 3 6 17 20 0 6AP m 2 2 4 7 8 16 14 21 t3 22 23 24 25 12 26 11 9 15 JUS24 JUS24 3x4_ JUS24 3x8_ JUS24 JUS24 10 JUS24 JUS24 OL4-�1 3-2-14 6-2-3 9 9-13 12-9-2 15-7-3 11 -0 0 0-411 2-10-2 _ 211 6 3-7-10 2-_11.6 2-10-1 0 4-13 Plate Offsets(X,Y)-- [4:0-4-0,0-2-01,[5:0-3-12,0-1-121 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Idd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 12-13 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.20 Vert(CT) -0.03 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.01 12-13 >999 360 Weight:245 Ib FT=40% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 20 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-5. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 15=1414/0.4-8 (min.0-1-8),10=1415/0-4-8 (min.0-1-8) Max Horz 15=93(LC 11) Max Upliftl5=-358(LC 12),10=-358(LC 13) Max Grav 15=1660(LC 35),10=1661(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1446/386,4-18=-1091/322,18-19--1091/322,5-19=-1091/322,5-6=-1451/387,2-16=-363/89,7-9=-363/89 BOT CHORD 14-15=-304/1121,14-21=-304/1121,13-21=-304/1121,13-22=-273/1086,22-23=-273/1086,23-24—273/1086, 24-25=-273/1086,12-25=-273/1086,12-26=-253/1117,11-26=-253/1117,10-11=-253/1117 WEBS 3-14=-97/318,4-13=-212/601,5-12=-206/606,6-11=-93/305,3-15=-1552/350,6-10=-1548/348 NOTES- 1)2-ply truss to be connected together with I Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS (envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 8)Provide adequate drainage to prevent water ponding. 9)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. F����® responsibility of the fabricator to increase plate sizes to account for these factors. 'CQ' OpNER G 10)All plates are 1.5x4 MT20 unless otherwise indicated. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)`This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall b 48vi II fit between the bottom chord and any other members,with BCDL=10.Opsf. r W 13)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15 and 10.This con i n I uplift only and does not consider lateral forces. 14)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an ence standard ANSI/TPI 1. A $6308 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RO SSt 16)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 1-7-3 oc max.starting at 3-2 7 from end to 12-9-9 to connect truss(es)J04(1 ply 2x4 SPF or SP),J03(1 ply 2x4 SPF or SP),J02(1 ply 2x4 SPF or SP),J03(1 ply 2x4 SPF or SP),J04(1 ply 2x4 SPF or SP)to back face of bottom chord. 17)Fill all nail holes where hanger is In contact with lumber. Continued on page 2 t Job russ Truss Type QtY Iy Harvest Pomte @ Cutchogue-B-INI®ERRY 170735598 708GD Hip Girder 1 2 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run-8.030 s Apr 8 2017 Print 8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 11:39:06 2017 Page 2 ID.vwT9EQCrOgADhXryXU4s1gyreG_NAJcV E1MfCuBi2gM366xSogmN_z7utE3shajyA3RJ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-2=-55,2-4=-55,4-5=-55,5-7=-55,7-8=-55,9-16=-16 Concentrated Loads(lb) Vert:14=-324(B)11=-324(B)21=-197(B)22=-184(B)24=-184(B)25=-184(6)26=-197(8) L F NEW OprHER0 C) 2� $630% v� ARO SSION�' 0 RISSTruss Type y Harvest Pointe @ Cutchogue-B-INIBERRY 170735596 T09 Piggyback Base 6 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111;39:08 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_-JZQNwfGHuHScROBCTU9a0ttupBVORg59hNLnfcyA3RH 2-0.0 5-11-f0 11-7-ti 16 0-10 20-5-8 28-2-1 35-10-9 41-10-9 48-2-0 9-8- 2-0-0 fl 11-10 5 8 2 4 4 14 4 4-14 78-9 7-8-9 5-11-15 6 3 7 6 Scale=1:85.2 1.5x4 II L2 4x4= 4x4= 4x8= 6x6_7 00 12 5 2g 7 8 30V 9 32 10 6.70 12 T 4x4 1.5x4 11 46 4 W4 12 c 4x4 , ; c 2 0 33 06 34 1Bi 35 22 36 21 = } 13 14 23 4x10 II 3x8= 3x8 MT20HS= 20 19 17 16 15 3x4= 3x10 M18SHS I I 3x8= 3x8= 3x4= 3x8= 11-7-11 20-5-8 20788 28-2 1 35-10-9 41-10-9 -2 0 _ 11-7-11 8-9-13 -0 7-5.9 7-8-9 5-11-15—r 6! 3 7 Plate Offsets(X,Y)-- [2:0-5-11,Edge],[13:0-2-14,0-2-0],_[15:Edge,0-1-8],[16:0-3-8,0-1-8],[19:0-3-8,0-1-81,121-.0-4-4,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.27 21-23 >907 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.42 23-26 >586 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 15 n/a n/a M18SHS 197/144 BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.02 17 >999 360 Weight:339 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2`Except` end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-10. 63:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-21,9-21 SLIDER Left 2x6 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=851/0-6-0 (min.0-1-12),20=2473/0-6-0 (min.0-4-14),15=117610-6-0 (min.0-28) Max Horz2=171(LC 13) Max Uplift2=-82(LC 14),20=-138(LC 11),15=-101(LC 15) Max Grav2=1133(LC 37),20=3090(LC$6),15=1 502(LO 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-28=-771/0,3-28=-761/0,3-4=-984/253,4-5=-688/187,5-6=-4821216,6-29=-8/691, 7-29=-8/691,7-8=-8/691,8-30=-7/691,30.31=7/691,9-31=7/691,9-32=-1049/360, 10-32=-1049/360,10-11=-1221/357,11-12 1361/339,12-33=-1622/347,33-34—1736/327, 13-34=-1760/316,13-15=-1439/361 BOT CHORD 2-23=-108/953,20-21=-3022/62118-21_674/204,19-37=-2/728,18-37=-21728, 17-18=-21728,16-17=-1 60/14011 WEBS 4-23=-649/207,6-23=-95/887,6-21.12451245,19-21=0/7561 9-21=-1 791/367,9-19=0/278, 9-17=-83/674,12-17=-629/176,13-16=-1 54/1238 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow;Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00.times flat roof load of 19.3 psf on overhangs ®p NES non-concurrent with other live loads. �-<" P ➢O 6)Provide adequate drainage to prevent water ponding. q0 HER G . 7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditio s. Ie responsibility of the fabricator to increase plate sizes to account for these factors. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b tL fit between the bottom chord and any other members,with BCDL=10.0psf. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 20=138. A 12)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 15.This connection1tt%St only and does not consider lateral forces. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced i standard ANSI/TPI 1. Co�tlnu�r ionl�ag1' presentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job rluss Russ ype Ily Harvest Pointe @ Cutchogue•B-INKBERRY 170735598 T09 Piggyback Base 6 1 Job Referenceptionap Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 11,39:09 2017 Page 2 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-nl_17'?HvfaaT2AmP1 CgPZ5Q3ZbrFAGKJw15L82yA3RG LOAD CASE(S) Standard OF NEW Y Op"ER0 ®Rt r ` W n � S6308 ARO�ESSIO�P� Job toss IUss ype 170735598 1 Ply Harvest Pointe @ Cutchogue B INKBERRY T09A Piggybadc8ase 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wek Industries,Inc.Mon Dec 11 11.39:112017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-j86VYhl9ACgBiTwn8aHeWVP1 OWjeAmcNLaRFxyA3RE 1-2-0 0 511-10 11-7-11 16 0-10 20-5-8 28-2-1 35 10-9 41-10-9 48-2-0 2-0 0 5 11 10 5 8 2 4 4-14 4 414 7-8-9 7-8-9 5-11-15 6-3-7 Scale=1:85.2 1.5x4 11 6X6= 4x4= 44= 4x8= 6X6= 5 2& 7 I 27 9 29 10 6.70 12 7.00 12 1.5x4�� 4x6 4 3 /W4 11 4x4 ` 3 30 4x6 2 0 12 31 1 21 32 20 33 19 = 2 I I4 4x10 II = 3x8 MT20HS= 18 17 15 14 13 = 3X10 M18SHS I I 3x8= 3x4 3x8= 3x4 11 3x8= 11-7 11 20-5-8 20 -8 28-2-1 35-10-9 41-10.9 48-2-0 11-7-11 8 9-13 0- -0 7-5 9 7.8-9 5-11-15 + 63-� Plate Offsets )-1-81,F170-3-8,0-1-8 19:0-4-4,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.2719-21 >907 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.42 21-24 >586 180 MT20HS 148/108 BCLL 0.0 " Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 13 n/a n/a M18SHS 197/144 BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.02 14-15 >999 360 Weight:335 lb FT=40% LUMBER- BRACING• TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* end verticals,and 2-0-0 oc purlins(6.0-0 max.):5-10. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-19,9-19 SLIDER Left 2x6 SP No.2 2-6.0 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=850/0-6.0 (min.0-1-12),18=2477/0-6-0 (min.0-4-14),13=1059/0-6-0 (min.0-2-2) Max Horz 2=164(LC 13) Max Uplift2=79(LC 14),18-143(LC 11),13=-75(LC 15) Max Grav2=1133(LC 37),18=3093(LC 36),13=1349(LC 53) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-771/0,3-4=-973/232,4-5=-687/165,5-6=-482/196,6-26=-1 61692,7-26=-1 6/692, 7-8=-16/692,8-27=-14/692,27-28=-14/692,9-28=-1 4/692,9-29=-1056/346, 10-29=-1056/346,10.11=-1373/343,11-30=1652/334,30-31=-1754/314,12-31_1778/303, 12-13=-1286/266 BOT CHORD 2-21=-116/952,18-19=-3025/645,8-19=-673/205,17-34=-8/729,16-34=-8/729, 15-16=-8/729,14-15=-213/1427 WEBS 4-21=-649/210,6-21=-109/887,6-19=-1245/259,17-19=-5/76119-19=-1798/380, 9-17=0/278,9-15=-100/678,11.15=-648/187,12-14=-180/1258 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult-135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL--11.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);P11=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL--1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs OF NEW non-concurrent with other live loads. C� pHER y0 6)Provide adequate drainage to prevent water ponding. C,q,O G 'per 7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditi s. IUte r responsibility of the fabricator to increase plate sizes to account for these factors. U 8)All plates are MT20 plates unless otherwise Indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P > a 10).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by W fit between the bottom chord and any other members,with BCDL=10.Opsf. 2 `' 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 86308 18=143. A 12)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 13.This connection � 9 S1ONP�. only and does not consider lateral forces. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced 1 1 standard ANSI/TPI 1. Cohtiriugd ion grfin2representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Russ Truss Type y Harvest Pointe @ Cutchogue•B-INKBERRY 170735598 T09A Piggyback Base 1 1 I Job Reference(optional) J Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 NBTek Industnes,Inc.Nan Dec 1111:39:112017 Page 2 ID,vwT9ERmCOgADhXryXU4s1 gyreG_j86VYhl9ACgBITwnBcIHeWVPI OWjeAmcNLaRFxyA3RE LOAD CASE(S) Standard iDF NEH/y n 56306 AROFESSIO�P� Job rUSS Truss Type Qty ply Harvest Pointe @ Cu"Wue-B-INKBERRY 170735596 T09B Piggyback Base 1 1 Job Reference(optional) Universal Forest Products,5631 S NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Pnnt:8.030 s Apr 8 2017 MTek Industnes,Inc.Mon Dec 11 11:39:12 2017 Pa e 1 ID:vwT9ERmCOgADhXryXU4sigyreG=CKgtllJnxVy2wdV_iKDWB�2XAor8Nkylc?J?oNyA3RD 2-0-0 5-11-1 19 11-7-11 16-1-14 20-11-8 2i 0-0 I 5-11- 0 5-8-2 4-6-2 4-9-10 5x6= Scale=1:45.0 3x4= 24 11 5 17 6.70 12 1.5x4 16 4 4 0 ENI 6x6 i 3 2 11 --B4 -- 10 18 9 19 8 0 3x8 MT20HS= 4 6x12 II 3x8= 11 11-7-11 20-11-8 11-7-11 9-3-13 Plate Offsets(X,Y)-- [2:0-8-0,Edge),[5:0-4-0.0-2-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.30 8-10 >819 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.98 Vert(CT) -0.44 8-10 >559 180 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) -0.0210-14 >999 360 Weight:123 ib FT=40/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-7. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. W5:2x6 SP No.2 WEBS 1 Row at midpt 7-11,6-8 SLIDER Left 2x8 SP No.2 2-6.0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,In accordance with Stabilize Installation guide. REACTIONS. (Ib/size) 2=1061/0-6-0 (min.0-2-2),11=911/0-6-0 (min.0-1-12) Max Horz 2=215(LC 14) Max Uplift2=-63(LC 14),11=-91(LC 11) Max Grav2=1366(LC 34),11.1131(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-724/0,3-4=-1539/240,4-16-1100/160,5-16=-968/177,5-6=-843/204, 8-11=-1131/269 BOT CHORD 2-10=-376/1260,10-18=-152/570,9-18=-152/570,9-19=-152/570,8-19-152/570 WEBS 4-10=-583/211,6-10=-96/611,6-8=-1027/285 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C.0 Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL-1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,W=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is th responsibility of the fabricator to increase plate sizes to account for these factors. OF NE[y 8)All plates are MT20 plates unless otherwise Indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �OpHER G 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by -0- . w fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer shou Pv i 'c c of bearing surface. W 12)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 11.This conn } I IV only and does not consider lateral forces. 2 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 an c s630a standard ANSVTPI 1. ,o 14)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. R®FESSIO�P� LOAD CASE(S) Standard Lo Truss niss ype y Harvest Pointe @ Cutchogue-B-INI®ERRY 170735S9B T09GE GABLE I Gable I Gable COMMON I I Gable I 1 1 Job Reference(option____ Universal Forest Products,5631 S.NC 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MSTek Industries,Inc.Mon Dec 11 11.39:16 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-45vObOMI?kSUOEpixAiSLZDGZPKrJUxLXdHCx8yA3R9 2-0-0, 5-11-10 11-7 11 _ 16 0-10 20-5.8 28-2-1 35-10-9 41-10 9 482-0 49.8 p 2 0 0 5-11-10 5-8-2 4-4-14 4-4-14 7-8-9 7-8-9 5 11 15 6 3 7 1-60 Scale=1:86.7 6x6= 7.0012- 8x8= 8x6 WB= 4x8= 6x6= 5 6 71 8 72P 9 74 10 6.70 j 12 4x4 S 79 6x6 G S 0 S"15 S 1 11 4x6 4x4 i 4 3 r5V 3 S-13 4 3x8 I 12 t 4x4 i 3 9 II S S 7 70 1 2 4 8 11 S it 36x8S l 8 S 0 I� 0 75 4x6 76 ' 2 1 3x6 _ 3x8 I S 3x6 S S 13 14 2X4 II 21 — 5 I 3X6 IAsIv Q 3x8 11 25 24 23 22 21 19 18 17 16 15 c^� 33 32 31 30 29 28 27 6x10= 3x8—_ 20 3x8— 20 11 3x8= 5x6= 3x4 11 3x4= 3x8= 11-7-115 8 _ 28-2-1 35-10-9 41-10 9 48-2-0 r 11-7-11 8 20-9-13 7-8-9 7 8 9 5 11 15 6-3-7 Plate Offsets(X,Y)-- [2:0-5-7,0-0-7],[4:0-3-0,0-2-8],[6:0-4-0,0-3-4],[7:0-0-0,0-2-12],[7:0-3-0,0-4-41,[13:0-2-14,0-2.0],[16:0-3-8,0-1-8],[24:0-3-8,0-1-8],[26:0-2-8,0-3-0],[28:0-3-0 ,0-3-01,[41:0-1-12,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.08 24-25 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.1524-25 >589 180 BCLL 0.0 * Rep Stress[nor YES WB 0.79 Horz(CT) 0.01 15 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Wind(LL) 0.00 8 >999 360 Weight:500 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-10. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:29-30,27-29,26-27 OTHERS 2x4 SP No.3*Except* 5-2-10 oc bracing:25-26. SBI:2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 6-30,6-26,9-26,9-19 SLIDER Left 2x6 SP No.2 3-5-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 48-2-0. (lb)- Max Horz2=167(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)15,24,16,2,23,17 except 30=-158(LC 11),19=-119(LC 10), 25=-150(LC 10) Max Grav All reactions 250 Ib or less at joints)27,29,31,32,33,23,22,21,18 except 15=528(LC 37), 15=406(LC I),30=1100(LC 52),24=775(LC 36),19=814(LC 53),16=680(LC 37),2=725(LC 37),25=1134(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-70=-660/161,3-70=-513/172,3-4=-346/190,4-5=-81/313,75-76=-274/62,13-76=-292/51, 13-15=-471/190 BOT CHORD 2-33=-87/415,32-33—87/415,31-32=-87/415,30-31=-87(415,25-26=-1066/301, 8-26=-647/200 WEBS 4-30=-665/242,5-30=-515/107,6-30=-318/98,6-26=-262/57,9-26=-253/101, 9-24=-626/135,10-19=-561/128,12-16=-554/143 NOTES- 1) OTES1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.0psf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Ind Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. p'L 4)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 p 1 �ef)cHER G 'pi snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load ov 5)Unbalanced snow loads have been considered for this design. " V 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overh gs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 50 t , 8)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditio - p responsibility of the fabricator to Increase plate sizes to account for these factors. 4 X6308 9)All plates are 1.5x4 MT20 unless otherwise indicated. ,o 10)Gable studs spaced at 2-0-0 oc. ROFESSI 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Continued on page 2 Job russ Truss Type y Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B T09GE GABLE I Gable I Gable COMMON 11 Gable 1 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111.39:17 2017 Page 2 NOTES ID:vwT9ERmCogADhXryXU4s1 gyreG_-YlTmokNwm2aL000xVtphumlRJpf32xBUmH1 mTbyA3R8 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)15,24,16,2,23,17 except(jt=1b)30=158,19=119,25=150. 14)This truss is designed In accordance with the 2015 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard OF NEW ocHER c ,.0 cof � - W $6308 lr� ARO SStON, 0 toss Truss y Harvest Pointe @ Cutchogue 6 INICBERRY 170735596 T10 Piggyback Base 3 �1 IJob Reference(o UlonalL Universal Forest Products,5631 S.NO 62,Burlington,NO Run.8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 IATek'Industnes,Inc.Mon Dec 11 11:39:19 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-UgbXDQOAlfr2FlXKclr9zBq!XdJW WpxnDbWtYTyA3R6 2-0-0 �- 6-10-6 T 13-5 3 + 20 11-8 2-0-0 6-10-6 6-6-14 7-6-5 6.7012 5x6 3x6= Scale:1/4"=l' 6 IRI Ilb 1`1 _ 7 3x10 14176SHS - 17 5 3x6 4 W4 �o�Q m d> 5x6 i 3 IV 2 1 --- n UB2 0 19 11 10 9 20 3 6x10 11 1.5x4 11 3x4= 3x6- 12 _ 6-10-6 _ 13-5-3 20-11-8 ' 6-10-6 � 6-6-14 � 7-6-5 Plate Offsets(X,Y)-- [2:0 60,0-0 3],[6:0.4-0,0-2-41,[7:Edge,0-1-8] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.10 8-10 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.19 8-10 >999 180 M18SHS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) -0.0311-15 >999 360 Weight:129 Ib FT=4°/a LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and T3:2x4 SP SS 2-0-0 oc purlins(6-0-0 max.):6-7. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-12,6-8 W5:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation Auide. REACTIONS. (Ib/size) 2=1061/0-6-0 (min.0-2-2),12=91110-6-0 (min.0-1-12) Max Horz 2=244(LC 14) Max Uplift2=-60(LC 14),12=-89(LC 11) Max Grav2=1 341(LC 34),12=1131(LC 2) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1611/183,4-5--964/129,5-17=-801/13116-17=-774/146,8-12=-1131/280, 7-6=-415/116 BOT CHORD 2-19=-362/1299,11-19=-362/1299,10-11=-36211299,9-10=-181/688,9-20=-1811688, 8-20=4811/688 WEBS 4-110-764/22116-10=48/68111 6-8=-987/262 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp,;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. I ®F NEpV Y responsibility of the fabricator to increase plate sizes to account for these factors. 8)All plates are MT20 plates unless otherwise indicated, C7 ,%opHER G 'Qe 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '\C1 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall byl fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)Bearing at joint(s)12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer shou are ify of bearing surface. W 12)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 12.This conne z �� only and does not consider lateral forces. < 13)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and 630% standard ANSVTPI 1. SSI 14)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard oI rusS Truss Type y Harvest Pointe @ Cutchogue-B•INKBERRY 170735598 TIO Piggyback Base 3 1 _ ___ Job Reference o Uonal Universal Forest Products,56318,NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 11 11:3920 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG=zt9vRmPp3zzvts6WA?MOVPNvzObgFLCwSFFQ4wyA3R5 -2-0-0 6-10.6 13-5-3 20-5-14 2 0 6-10-6 6-6-14 7-0-11 64= 3x6= Scale=1:52.4 6.70 F12 5 5,_,l4 6 nzi r� 1 3x4 G 3x4 4 3 ovr6 W3 W4 3x6 12 2 1 11 t0 15 16 9 8 7 1.5x4 11 3X8= 3x8= 3x4= 2x4 11 , 2-0-0 2 -0 13-5-3 20-5-14 _ 2'0 0 11-2-3 7-0-11_ Plate Offsets(X,Y)-- [5:0-4-4.0-2-8] LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.27 9-10 >804 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.55 9-10 >398 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-MS Wind(LL) 0.01 9 >999 360 Weight:127 Ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, except T3:2x4 SP SS,T1:2x4 SP No.1 end verticals,and 2-0-0 oc purlins(6-0.0 max.):5-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-7,3-10,3-9,5-9 W7:2x4 SP No.2 or 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=772/Mechanical,10=1162/0-6-0 (min.0-2-5) Max Horz 10=243(LC 14) Max Upiift7=-97(LC 11),10=-53(LC 14) Max Grav7=969(LC 3),10=1486(LC 34) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-12=-113/435,3-4=-731/68,4-13=-549/83,5-13=-525/98,5-14=-484/141,6-14=-484/141, 6-7=-907/284 BOT CHORD 10-15=-274/677,15-16=-274/677,9-16=-274/677 WEBS 3-10=-1326/253,3-9=-275/179,5-9=-330/168,6-9=-226/776,2-10=-378/351 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h-24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is th responsibility of the fabricator to Increase plate sizes to account for these factors. pF NEW 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^.�,'(� )'® 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0` vp}ER G between the bottom chord and any other members,with BCDL=10.Opsf. 10)Refer to girder(s)for truss to truss connections. V 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at Joint(s)7. 12)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10.This connection upli and does not consider lateral forces. n lV 13)This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 a standard ANSI/TPI 1. 56308 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. q �OFESSIO'tl� LOAD CASE(S) Standard 0 NSS NSS ype y Harvest Pointe @ Cutchogue-B-INIBERRY 170735596 T10GD Piggyback Base Girder 1 2 Job Reference(optionap Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017'Pnnt:8.030 s Aqipr 8 2017 M Tek Industnes,Inc. Mon Dec 1111:39:23 2017 Page 1 ID.vwT9ERmCOgADhXryXU4s1 gyreG_-NRg23oShMuLUkJr5r8w671?NZEix8eGN8DU4hEyA3R2 4-0-1 7 8-10 11-5-3 14-9-13 18-5-14 4 0 1 3 8-9 3-8-9 3-4-9 3-8-1 5x6= Scale=1:53.1 1.5x4 II 6x8= 4 5 i5 6 Uzi 6.70 F12 3x6 14 3 3x6 2 4x6 G 1 a 13 16 17 12 18 11 19 20 10 21 22 23 9 8 24 25 7 48— JUS24 6x6_ JUS24 3x4=JUS24 3x6= JUS24 4x4= JUS24 4x4 II JUS24 JUS26 JUS24 JUS24 JUS24 10x10= JUS24 4 0 1 78 10 11-5-3 14-9-13 18-5-14 4-0-1 3-8.9 33 9 3 4-9 3-8 Plate Offsets(X,1)-- [4:0-3-0,0.1-13],[6:0-3-0,0-2-01,[7:Edge,0-3-8),[12:0-3-0,0-4.0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.0710-11 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.12 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IRC2015lrP12014 Matrix-MS Wind(LL) 0.0310-11 >999 360 Weight:360 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins, except BOT CHORD 2x6 SP No.2 end verticals,and 2-0-0 cc purlins(6-0-0 max.):4-6. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 6-7 REACTIONS. (Ib/size) 7=3616/Mechanical,13=3795/03-0 (min.03-12) Max Horz 13=183(LC 12) Max Uplift7=-296(LC 9),13=-221(LC 12) Max Grav7=4582(LC 2),13=4812(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2—3652/181,2-3=-3594/201,3-14=-2746/162,4-14=-2661/174,4-5=-1538/101,5-15=-1538/101,6-15=-1538/1'011 6-7=40971284,11-13=4118/1199 BOT CHORD 12-18=-305/3117,11-18=-305/3117,11-19=258/3067,19-20=-258/3067,10-20=-258/3067,10-21=-168/2270, 21-22=4 68/2270,22-23=-16812270,9-23=468/2270 WEBS 2-12=-372/105,3-11=-107/1542,3-10=4 655/190,4-10=-216/2973,4-9=-2106/193,5-9=-427/91,6-9=-278/4234, 1-12=-142/3762 NOTES- 1) OTES1)2-ply truss to be connected together with 1 Od(0.131"x3'1 nails as follows: Top chords connected as follows:2x4-1 row at 0.9-0 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.0psf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0.0;Min.flat roof snow load governs. 6)Unbalanced snow loads have been considered for this design. 7)Provide adequate drainage to prevent water ponding. 8)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. E���y4 responsibility of the fabricator to increase plate sizes to account for these factors. 'CQ' OpHER 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by0 V 1 fit between the bottom chord and any other members,with BCDL=I O.Opsf. 11)Refer to girder(s)for truss to truss connections. r , : 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)exce tct Ib) 13)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13.This connection i and does not consider lateral forces. 14)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and rr S6306 Q, standard ANSVTPI 1. ROFESSIOA 15)Graphical purlin representation does not depict the size or the onentation of the purlin along the top and/or bottom chord. 16)Use USP JUS24(With 1 Od nails into Girder&i Od nails into Truss)or equivalent spaced at 3-2-6 cc max.starting at 1-0-5 from the left end to 17-0-3 to connect truss(es)T01 C(t ply 2x6 SP),T01 E(1 ply 2x4 SPF or SP),T01 F(1 ply 2x4 SPF or SP),T01 G(1 ply 2x4 SPF or SP)to back face of bottom chord. Continued on page 2 cussTruss Type Fly Harvest Pointe @ Cutchogue•B-INKBERRY 170735598 T10GD Piggyback Base Girder 1 2 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Melt Industries,Inc Mon Dec 1111:39:24 2017 Page 2 ID:vwT9ERmCOgADhXryXU4s1 gyreG=reOQH8SJ7BTLMTQHPrRLgFYYJe2AB5WWNtDdDhyA3R1 NOTES- 17)Use USP JUS26(With 10d nails Into Girder&f Od nails into Truss)or equivalent at 4-2-11 from the left end to connect truss(es)T01 D(1 ply 2x4 SPF or SP)to back face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-69,4-6=-69,7-13=-20 Concentrated Loads(lb) Vert:8=-508(B)12=-710(B)11=-502(B)16=-499(B)17=-499(8)18=-502(B)19=-502(8)20=-502(B)21=502(B)23=-502(8)25=572(B) ®F NEW c ,0?'AER $630% AROFESSIo�P� Job rusS Truss Type Qty Ply :Job vest Pointe @ Cutchogue-B-INIBERRY 170735598 T11 Common 10 1 Reference o tional Universal Forest Products,5631 S.NC 62,Burlington, C Run:8.030 s Apr 8 2017 Print:6.030 s Apr 8 2017 NTek Industries,Inc.Nbn Dec 11 11:39.24 2017 Page 1 ID:vwT9ERmCCgADhXryXU4s1gyreG=reOQH8SJ7BTLMTQHPrRLgFYmle95BICWNtDdDhyA3R1 0-8-0 1-10-0 3-8-0 4-4-0 �0-8-0 + 1-10-0 +- 1-10-0 0-8 0 2A Scale=1:15.7 3 12.00 F12 1.5x4 II Ti T1 1.5x4 11 4 2 5 1 B1 7 6 1.5x4 II 1.5x4 11 1-10-0 3-8-0 1-10-0 1-10-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 6-7 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MR Wind(LL) 0.00 6-7 >999 360 Weight:15 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=144/0-3-8 (min.0-1-8),6=144/0-3-8 (min.0-1-8) Max Horz 7=-43(LC 12) Max Uplift7=-10(LC 14),6=-10(LC 15) Max Grav7=187(LC 2),6=187(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(envelope)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-1.60 plate grip DOL-1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.2 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11,Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34=0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 and 6.This connection Is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard ,�of NE;� ��C�`y,�OpHERc O'Pa ® W 36308 ARS SSao�P� Job Truss Truss ype2 y y Harvest Pointe @ Cutchogue-B-INKBERRY� 170735598 T11GD KINGPOST 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 UTek Industries,Inc.Mon Dec 11111:3925 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG_JgyoUTTxtVbCzd?UzZyaCS4v61 VYwITgbXzB17yA3R0 -02 0 1-10-0 3 8-0 4010 4-0 0.8-0 1-10-0 1-10 0 0 8 0 - 4x4 O Scale=1:15.7 3 12.00 12 T1 Ti VV2 4 2 5 0 1 4 7 1.5x4 II 8 3x8 II NAILED 6 3x8 II _ 1-10-0 3-8-0 { 1-10-0 1-10-0 Plate Offsets(X`!)= 2 -12.0-1-121,[4:0-1-12,0-1_12],16:Edge,0-3-81,[6:0-0-0,0-1-121,[8:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 7 >999 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress[nor NO WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MR Wlnd(LL) 0.00 8 >999 360 Weight:21 Ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation gulde. REACTIONS. (Ib/size) 8=310/0-3-8 (min.0-1-8),6=310/0-3-8 (min.0-1-8) Max Horz 8=-53(LC 10) Max Uplift8=-30(LC 12),6=30(LC 13) Max Grav8=399(LC 2),6=399(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-293/4614-6=-293/46 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;enclosed;MWFRS (envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL--1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL--1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 6)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. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8 and 6.This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and ref cUIF NE&Y standard ANSI/TPI 1. Q'C 11)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. co (OP ERG ®'Q,r 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). t LOAD CASE(S) Standard O� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:6-8=-20,1-2=-68,2-3=-68,3-4=-68,4-5=-69 2� y M Concentrated Loads(lb) Vert:7=-211(F=-49) A 5630% ROFESSIO�� Job russ Truss Type Qty Ply Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B Vol Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 NFTek Industries,Inc.Mon Dec 11 11:39:27 2017 Page 1 ID:vwT ESACrOgADhXryXU4s1gyreG_-FD4Yv9VCP6rwDx8s4z_21tAHSrAOOeyy3gSlg0yA3R_ 2.4-9 4-9-1 -- 2-4-9- --�-- 2-4-9 - - 2x4\\ Scale=1:10.7 2 9.00 12 T 1 01. 3 1 2Q B1 44 v IV 2X3// 2x3\\ 4-8-12 _ 4- -1 4-8-12 0 -5 Plate Offsets(X,Y)-- 12:0-2-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:11 Ib FT=4% LUMBER- BRACING, TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-1 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=17214-8-7 (min.0-1-8),3=172/4-8-7 (min.0-1-8) Max Horz 1=31(LC 13) Max Upliftl=-9(LC 14),3-9(LC 15) Max Grav 1=213(LC 2),3=213(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)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. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. ' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®F NEW), G n $6306 �ROFESsidt" Job toss Truss Type Z51y PryTJ est Pointe @ Cutchogue-B-INKBERRY -� 170735598 V02 Valley 1 Reference(c one]) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wek Industries,Inc.Mon Dec 11 11:3929 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-CbBJKrWSxk5eSEIFC01 WNIFaofrusWgFW8xOtuyA3Qy 12-6-5 12-6-5 1 5x4 11 Scale=1 A1.2 4 7.00 12 1.5x4 II 8 / 3 T 1.5x4 II 2 T 1. 1 3x4 7 9 6 5 1.5x4 11 1 5x4 I I 1.5x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress[nor YES WB 0.17 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:50 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-5-15. (lb)- Max Horz1=200(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)5,6,7 Max Grav All reactions 250 Ib or less at joint(s)1,5 except 6=561(LC 27),7=490(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-288/261 WEBS 3-6=-379/192,2-7=-389/193 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed_;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL--1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,6,7. 9)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard �OF NEW Y0 yC `_'OX ERG 'pv r , w $6306 A�OFESS60�P\. Job Truss Truss I ype Qty Ply Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B V03 Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run'8-030 8,030 s Apr 8 2017 Print:8 030 s Apr 8 2017 Mak Industries,Inc.Mon Dec 11 11:3930 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_-golhXBX4il DU40tRm6YIvWofd293bzGPlogyPKyA30x 10-5-8 10-5-8 1.5x4 I I Scale-133 2 3 7.00 FIT 1,5x4 11 6 2 T 1 T rl 1311 U 1 a d d 24 5 7 4 1.5x4 11 1.5x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.29 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:38 Ib FT=4°%o LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=212/10-5-1 (min.0.1-12),4=94/10-5-1 (min.0-1-12),5=558/10-5-1 (min.0-1-12) Max Horz 1=165(LC 14) Max Uplift4=-20(LC 14),5=-119(LC 14) Max Grav 1=264(LC 2),4=169(LC 27),5=727(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5--547/279 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL--1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s)4 except(jt=1b)5=119. 9)This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OF NEEF�yO 66305 ARO SStO�P� Job NSSn18s Type Ily Harvest Pointe @ Cutchogue•B•INKBERRY 170735598 ___JV04 Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 sApr 8 2017 Pnnt:8.030 s Apr 8 2017 MTek Industries,Inc.Non Dec 11 11X9:32 2017 Paagge 1 ID:vwT9E mCOgADhXryXU4slgyreG_-cAtRytZKEfTCj0gtXaD?xt4wsto3ukhC693UDyA3Qv 8-5-0 8-5.0 Scale=1:27.2 1.5x4 II 3 7.00 12 6 1.5x4 11 2 T 1 _ 1 5 7 4 1.5x4 II 1.5x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WS 0.09 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:29 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=129/8-4-9 (min.0-1-8),4=128/8-4-9 (min.0-1-8),5=427/8-4-9 (min.0-1-8) Max Harz 1=131(LC 14) Max Uplift4-27(LC 14),5=-911(LC 14) Max Grav1=160(LC 2),4=185(LC 27),5=531(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-434/233 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at.joint(s)4,5. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OF NEW Y CO ER V ^�W n � v� AROFESS1 T.n, NSS ype Harvest Pointe @ Cutchogue B INI03ERRY 1 Valley 1 Job Reference(optional? _ Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Aqp�r8 2017 Print:8.030 s Apr 8 2017 tWTek Industries,Inc.Wn Dec 1111:39:33 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-4N Rp9DZy?yb3xsc0 RE5SX8Q57G9yoMRrRmvcofyA3Qu 6-45 6-4-5 1.5x4 11 Scale=121.8 2 7.00 12 4 T W1 51 U1 6 -:r- 3 2x3 1.5x4 11 I LOADING(psi) SPACING- 2-0.0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.41 Vert(CT) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:19 Ib FT=4% LUMBER- BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=251/6-3-14 (min.0-1-8),3=251/6-3-14 (min.0-1-8) Max Horz 1=96(LC 14) Max Uplift3_54(LC 14) Max Grav1=312(LC 2),3=312(LC 2) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-255/143 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psi(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psi(ground snow);Pf=19.3 psi(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category Ii;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3. 9)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OFNEW y�OpHER0 �'Qs c � w 2kP 56305 AROFESS10k, 0 NSS NSS ypePly Harvest Pointe @ Cutchogue•B-INKBERRY 1707355sB Vo8 valley --- 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MhTek Industries,Inc.Mon Dec 1111:39:35 2017 Page 1 ID:vwT9ERmCOgADhXryXU4sl gyreG_-OlZaaubDXasnA9mPYf8wcZVas3vDGFB8u4015YyA3Qs 8-6-15 8-6-15 Scale=1:37.3 1.50 11 3 6 9.00 12 1.5x4 11 2T rl1 d 2x3 5 7 4 1.5x4 II 1.5x4 II I LOADING(psf) SPACING 1-11-4 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-P Weight:34 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=136/8-6-10 (min.0-1-8),4=121/8-6-10 (min.0-1-8),5=428/8-6-10 (min.0-1-8) Max Horz 1=169(LC 14) Max Uplift4=-35(LC 14),5=-1 22(LC 14) Max Grav 1=169(LC 2),4=198(LC 27),5=576(LC 27) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-259/246 WEBS 2-5=-4371280 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL--5.Opsf,,BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg-25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except Qt=lb)5=122. 9)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��QF NEW Y OpF1ERG ®�.r 56305 tv� ARO Salokl o toss cuss ype y Harvest Pointe @ Cutchogue-B-INKBERRY 170735596 V07 Truss --- 1 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:6.030 s Apr 8 2017 Pnnt:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111:39.,36 2017 Page 1 ID:vwT9ERmCOgADhXryXU4si gyreG_-Vy7yoEcrit_eOjKb6Mf99n2m7TFD7iyH7k7GdyA3Qr 7-1-3 7-1-3 Scale=1:29.6 1.5x4 If 3 6 9.00 12 1.5x4 II T 1 2 Sr 1 ZZ, U 131 5 7 4 7.5x4 11 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ice) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-P Weight:27 Ib FT=4% LUMBER- BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=69/7-0-13 (min.0-1-8),4=137/7-0-13 (min.0-1-8),5=370/7-0-13 (min.0-1-8) Max Horz 1=142(LC 14) Max Uplift4=-39(LC 14),5=-106(LC 14) Max Grav 1=102(LC 29),4=203(LC 27),5=474(LC 27) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-377/249 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL--1.15 Plate DOL--1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(jt=lb)5=106. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0I NE �'CP .�OQFIER G 'P•r r IX n �2� hay- 02 66308 kid A�OFESSIO�P� a rus3 toss ype y Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B V08 Valley 1 1 Job Reference od�'onap Universal Forest Products,5631 S.NC 62,Burlington,NC Run.8.030 sApr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Non Dec 111139:38 2017 Page 1 1D:vwT9ER1T0gZhXryXU4sigyreG_RKEiDwd5gVEMidUzEnhdEC7zyHt4Tdgab2cNityA3Qp I ----- 5-10-4----- � 5-10-4 1.5x4 11 Scale=175.6 2 4 9.00 F12 T 1 1 6 2x3�� 3 1.5x4 11 i LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Weil Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.35 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:20 Ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3.9-12 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF Not end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=233/5-9-15 (min.0-1-8),3=233/5-9-15 (min.0.1-8) Max Horz 1=115(LC 14) Max Uplift3_67(LC 14) Max Grav 1=290(LC 2),3=290(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Ii;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL--1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®F NEW y �\_'09"ER 0 O'P•* G n �A y 56306 ARO�ESSIO�P� Job russ Truss Type City Ply Harvest Pointe @ Cutchogue•B-INI®ERRY 17073559B V09 Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run.8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wok Industries,Inc.Mon Dec 11 1139:39 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG=vW05QGejaoMDfn3AnVCsnPfEZhFjC4wjpiMwEJyA3Qo 4-7-5 4-7-5 1.5x4 11 Scale=1:18.5 2 4 9.00 12 T W1 1 Y B1 Li d 3 2x3 i 1.5x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:15 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=178/4-7-0 (min.0-1-8),3=178/4-7-0 (min.0-1-8) Max Horz 1=88(LC 14) Max Uplift3=-51(LC 14) Max Grav 1=221(LC 2),3=222(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OF NEW y O?VAERG o'Q� r , � 5630S AROFE8 ;104� o Truss NSS Type y Harvest Pointe @ Cutchogue-B-INfBERRY 170735598 Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print,8.030 s Apr 8 2017 Walk Industries,Inc.Mon Dec 11 1139:40 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG_NIMTdcfLL6U4HxeMLCj5JdCTN4ddxXAt2M5UmlyA3an 3-4-6 3-4.6 1.5x4 11 Scale=1:14.3 2 9.00 F12 T W1 1 , B1 6 3 24 1.5x4 11 I LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-P Weight:11 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MlTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=123/3-4-1 (min.0-1-8),3=123/3-4-1 (min.0-1-8) Max Horz 1=61(LC 14) Max Uplift3=-35(LC 14) Max Grav1=153(LC 2),3=153(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard pF NEIVY _(09"ER G O� 56306 ARO Ss+®NPS Job fuss Truss Type Qty ply Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B V11 Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S NC 62,Budington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wek Industries,Inc.Mon Dec 11 11X9:42 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-J5UD2HgcgknWEolTdmZP2HjDuF7PKZAVgaareyA3O1 18-5-2 18-5-2 6.70 12 6 Scale=1:48.8 30 5 12 4 3 STI LH 2 T g 1 d 3x4 11 13 10 9 8 7 3x4= 18-5-2 18-5-2 LOADING(psf) SPACING- 1-11-4 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.28 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:82 Ib FT=4°/a LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-7 REACTIONS. All bearings 18-5-2. (lb)- Max Horz 1=278(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)7,9,10 except 11=-106(LC 14) Max Grav All reactions 250 Ib or less at joint(s)7 except 1=256(LC 2),9=585(LC 27),10=445(LC 27),11-648(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-379/352 WEBS 5-9=-392/181,3-10=-286/134,2-11=-509/231 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Exterlor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL--1.15 Plate DOL-1.15);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)All plates are 1.5x4 MT20 unless otherwise Indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s)7,9,10 except(jt=1b) 11=106. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and refer a NE&V standard ANSI/TPI 1. 't� )' ��P ,�OpHER G w®��, LOAD CASE(S) Standard 0 fi ` Sg308 Q� ARO Ssto��� Job russ Truss Type City Ply Harvest Pointe @ Cutchogue-B•INKBERRY 170735598 V12 Valley 1 1 _ Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Wn Dec 1111:39:44 2017 Page 1 ID.-vwT9ERmCOgADhXryXU4sigyreG_GUb TzisPL VIYy7a2o1 UTN7SiyutGBTz_3hvWyA30) 15-8-11 16 3r6 15-8-11 !6-11 6.70 12 3x4= Scale:1/4"=1' 67 3x4 5 4 3 T 13RI 132 n2 71 1 b 3x4 12 11 10 9 8 3x4= 16-3.6 16-3-6 Plate Offsets(X Y)-- [6:0-2-0,0-2-61 LOADING(pst) SPACING- 1-11-4 CSI. DEFL. In ([cc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress[nor YES WB 0.38 Horz(CT) 0.00 8 n/a Na BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:69 Ib FT=4% LUMBER- BRACING- TOP CHORD 20 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 cc purlins(6.0-0 max.):6-7. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-8 REACTIONS. All beanngs 16-3-6. (lb)- Max Horz 1=238(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)8,10,11,12 Max Grav All reactions 250 Ib or less at joints)8,1 except 10=635(LC 37),11=519(LC 37),12=473(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-341/274,2-13=-325/305 WEBS 4-10=460/176,3-11=-431/158,2-12=-384/171 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)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. 7)All plates are 1.5x4 MT20 unless otherwise Indicated. 8)Gable requires continuous bottom chord bearing. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,10,11,1 NES 12)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and re r�fic Y0 standard ANSVTPI 1. 'CQ- OPFtER G . 'Qe 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord `5� Q- LOAD CASE(S) Standard O� E: �W S6308 �li� ARO SS101�'�" Job russ Truss Type jQ1y Ply �Harvest Pointe @ Cutchogue-B-INKBERRY 17073559B V13 valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 Wek Industries,Inc.futon Dec 11 1139:46 2017 Page 1 ID:vwT9ERmC0gADhXryXU4s1 gyreG_Ctfkufj6xyED')s5WiTgVZuSNpVdILBdIQIYo_PyA3Qh 11-5-2 14-1-9 11-5-2 2-8-7 3x4= 1.5x4 11 Scale=135.0 4 5 1 5x4 I I 3 6.7012 1.5x4 I I �42T IV T 1 `I d 3x4 G 8 9 7 6 1.5x4 11 1.5x4 11 1.5x4 11 14-1-9 14-1-9 Plate Offsets(X,Y)-- (4:0-2-0.0-2-6) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.26 Vert(CT) n/a n1a 999 BCLL 0.0 ' Rep Stress incr YES WB 0.19 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:54 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection,In accordance with Stabilizer f Installation-guide. REACTIONS. All bearings 14-1-9. (lb)- Max Horz 1=177(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)6,7 except 8=-107(LC 14) Max Grav All reactions 250 Ib or less at joint(s)6 except 1=300(LC 33),7=497(LC 37),8=765(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-344/159,2-8=-625/233 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL-5.opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0.0;Min.flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)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. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,7 except Qt=1b) 8=107. 10)This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and re fe NEW standard ANSUTPI 1. Y 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. cP ,co?HER G O,A LOAD CASE(S) Standard V � ` W m 66306 ARO�SSIO�P� Job RISS Truss Type y Harvest Pointe @ Cutchogue-B•INIBERRY 17073559B V14 Vagey 2 1 Job Reference(optional) Universal Forest Products,5631 S.NO 62,Burlington,NO Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111.39:48 2017 Page 1 ID:vwT9ERmCOgADhXryXU4slgyreG_-8FrUJLINTZUxE9FupuszeJXnWJBp7Z2uc1 v2lyA3Qf 2-10-1 9-10.0 2-10-1 7-0-0 Scale=1:18.1 2x6- 1.5x4 11 3x4 II 6.70 12 2 3 T2 Ll T STI W1 1 61 6 5 2x6 1.5x4 II 3x4 II 9-10-0 9-10.0 Plate Offsets(X,Y)-- [2:0-3-4.0-1-12 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.24 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:25 Ib FT=40% LUMBER- BRACING- TOP RACINGTOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):2-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=219/9-10-0 (min.0-1-10),5=15119-10-0 (min.0-1-10),6=437/9-10-0 (min.0.1-10) Max Horz 1=37(LC 14) Max Upliftl=14(LC 14),5=-20(LC 11),6=35(LC 11) Max Grav 1=278(LC 33),5=225(LC 32),6=615(LC 32) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-510/213 NOTES- 1)Wind:ASCE 7-10;Vult-135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.0psf;h=24ft;Cat.11;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)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. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift atjoint(s)1,5,6. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenc d standard ANSI/TPI 1. OF NEVV 11)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '�� 1"0 CO GOPHER G 'Qir LOAD CASE(S) Standard E: w m i� 10ECA1 �� ��OFESSI, Job russ RussType y Harvest Pointe @�Cutchogue B-INIBERRV 170735596 V15 Valley 1 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 8 2017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Mon Dec 1111.39:49 2017 Page 1 IDvwT9ERmCOgADhXryXU4s1 gyreG_-cSPtWhm?EtcosJg5NbOCBW43VJijYbOC6GnSakyA3Qe L 2-1-8 2-1-8 Scale=1:9.9 1.5x4 II 2 A v 3 2x3 1.5x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:6 ib FT=4% LUMBER- BRACING• TOP CHORD 2x4 SP Not or 2x4 SPF Not TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, except BOT CHORD 2x4 SP No,2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=68/2-1-2 (min.0-1-8),3=68/2-1-2 (min.0-1-8) Max Horz 1=33(LC 14) Max Upiift3=-19(LC 14) Max Grav 1=85(LC 2),3=85(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3. 9)This truss Is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®E NEwY P r ce 0► W 66308 <rr� A�OFESSIO�P`. 401611 1 16'U' 22'6" i 'ry 18.0" j V ......... .. BOR.... .._ ... .. I 3 :ply 0 Cl) 0 o 0 Cl) GIII 0 5 j JO 0 0 5 / 11' 0" bearing height i A r DI III: I i T07 Im 9' 0",bearing ei ht a, T05 1' " ; - �� � E ---- -- - — I T04B P 02 07 _ T04C P 02 V 8 io ; io T04C P 02 VO T04C P902 Wo T04B P 02 vi fr 11' 0" T049 P-90-2 i bearing T04B P902 -- - --- - -- --- -- - ; height T04B P902 U T04B P902 I T04B P 02 0 T04B P902 w a T04BP 02 4 o Co f mmmmmmmm 00 - 04B P 02 > >� a a a- a- a- a. a- a BO 1�7 I T04A P 2 I } N c 00 1 T04 /P130311lm i Co io PB04 - IIII ; ao 1 i T03GD a I P T01G I / ^ mo C) m T01 F / noma. m d T01E Ij/v s � e g ? False T01 E ( ; dormers T01 E > _ 1 1 (tYPical) --- - - - - - - --- - site address T01E 1 1 T01E I 1 1 T01 E _ 1 1 o Order QuoteNo 7073 Go Drawn By TO1� Dave rectus 10'0" 1 I T � are z nts N bearing T01C Issued a or Quon height _ T01C I w _ o_ 0 0 o T rn CDM CD CDrn M E N T01 B o 0 0 o lip o o in a V T01B � T01 B 9' 0" bearing height 19 2„O.C. iv ® ° ci T01A d 50 g T0-1 10' 0 ' bearing height T01 ; a o t T01GE t ill > 1'11'• 3'8'I 9-4" 3.8" 4'3"IT 0" 4:011 a I Beam Label Key < BBO Beam by Others 39'10" DB Dropped Beam FB Flush Beam RB Roof Beam RT-1 40'6" - 16'0" 22'6" iL 18'0" I I � I12 O O O O O o � GII' I I ull; 11''0" bearing height A of T08GD Ulf m T07 9' 0" bearinq heipt T05 115'.1 i - BBGE I PTE--F; - - V I T04B I P902 67 I T04C P902 V 8 CD in T04C P 02 VID I T04C P902 V10� T04B P902 V 10, I 11' 0" T04B P 02 bearing T04B P 02 height T04B P 02 rn T04B P902 -v I T04B PE 02 o t:G T04B PE 02 N a ` c- T04B Fit 02 a $ m m m m m m m m - -048- P 02 > a n o_ a a a rZ ¢ x BO I (0 T04A P_ 2zo I N b co 1 �� T04 PB03 ii°m o /T04 P1304 IIII i bbo o 1 T03GD - 'O III - T01G CD o I 0 T01 F 10 m 0° / CL am / TWE i z T01 E I False b 1 z dormers T01 E > I �- 1 i (typical) Site aaaress T01 E I 1 1 T01 E I 1 iT 1 ------ - - -_ - OduV— r o T01 E 1 1 1 1 Quote o- 170 3 B 00 i wnBy leve dw �. 10'0" O4-D 1 T I ate. 1 UI N bearing T01 C i Scale For LLB QUOTE height T01 C I c w o 0 0 0 o rn rn rn am rn M rn M rn o �= T01B I <- 0 0 0 0 0 0 0 0 0 0 M F� U T01B a T01B r9' O" be height j ® � ci T01A I 19 2"o.c iv a e o bo N �A 10' 0 ' bearing height ; r° T01 I � y T01GE `m 11 3'8" 9'4" 3'8" 4'T' Beam Label Key C 17'0" 4'0" 18'10" BBO Beam by Others a 39 10" DB Dropped Beam FB Flush Beam RB Roof Beam RT-1 i 40'6" 169' 22'6' j 'ry 18,0.. d U —. .—_— ..._ .... .... .... ... . # IIIO o 0 0 0 0 GII 5 0 C3 � JO 0 0�i05 11' 0" bearing height A Hi T08GD ni T07 X06 =_- --- p 9' 0 bearing h@i ht a, T05 1'b., i - �* T04Br- >_ — — V d d T046 P 02 07 T04C P 02 V)8 io d to T04C P902 VO T04C P 02 10 ' d N T04B P902 V d bin 11101. T04B P 02 j bearing T04B P 02 W height T04B P 02 - - - - - - - �U 3 V T04B P902 / T04B PI 02 p �q i T04B P1 02 w a T04B P1 02 r =_ o ' o!' m m m m m m m Co co = -04B1 P 02 > > i o_ o o_ o o_ o_ o a x fO d�� T04A P 2 iV 1 i PB03 num °0v ZD ® 0 /T04 V P1304 d T01 G / o 0 C) / T01 F in mo_ m a � T01 E z False ti z T01 E dormers " TOLE I > - _ - �- -- -- 1-- _ __ - -- � (typical) Sue address T01 E 1 1 T01 E 1 1 T01E - 1 i 1 Order o r er � Quote o. 09353� Drawn Steve Prentiss n 1010.1 T01Ti T f§ ate s sot "' bearing T01C ss e or ats height �' C T01 C 0 0 0 o rn rn rn rn rn M rn rn rn T0113 0 0 0 0 0 0 0 0 0 c� 1� o T0113 d 4-0 w3 T01A I 9' 0" bearing height 119.2"o ! N +.4 oGo CU N T °' 10' 0 ' bearing height ; w z T01 t y T01GE i x 1'11" 3-8- 9'4" 3'8" 4'3" d — ; a d Beam Label Key � e�"a 17'0" 4:011 BBO Beam by Others a = 39'10" 3 DB Dropped Beam c FB Flush Beam RB Roof Beam RT-1 I 40'6" _ i - 16'0" 22'6" iv 18'0" t i I v - -r.. . -E Q ---- ---- - -- zo. 0 0 0 0 0 j 0 o 05 a 11' 0" bearing height A Itt T08GD ut% m T07 u --T06 — ---- 9' 0" bearin ei ht - -v a, T05 1' " i _ a fi0$13GE E —---V 6-- — 1 44 T04B (rT P 02 07 T04C P202 V 8 CD LO T04C j P202 Vol I T04C j P902 10 t a� T04B I P 02 V ito 11' 0" T04B I P902 r bearing T04B P902 height i U T04B P 02 t i I T04B P 02 T04B P902 a T04B P 02 T04B 1 P 02 o °D -=- 04EM P 02 0 > a s D- a a a a a BO `ID T04A j P 2 N 1 — o co ; T04 /PB03 nnm v ®9 0 /T04 I P1304 - - lilt m 1 T03GD nYBL 5 - - - - -— - i BO pl T01 G / n m o 0 T01 F / a m a 701E p� a i z t False e a z 1701 E i dormers T01E I > r - - - -- -- 1 - (typical) j_ Site"caress TME I 1 1 t 00 t TME I 1 I 1 I T01 E 1 1 1 0� o i u ss wn Steve Freuhss 10'0" r---�T0-1 — 1 T I ore rt N bearing T01 CsuScale or n r s height kc, 0' t F T01C I m ¢ le _ a o 0 0 o rn rn rn rn rn T01B 0) rn CO r CO0 0 0 0 0 0 0 0 o ih T01 B I i ►� T01 Bt e 9' 0" bearing height 19 2..o N ® a v T01A d co L- To1A 10' 0 ' bearing height w Z. T01GE 11" 3'8" 9'4" 3-8" 4'3" 1 a Beam Label Key 1•�+ 17-0" 4:011 18'10" _I BBO Beam by Others f — 39'10" i DB Dropped Beam $ FB Flush Beam RB Roof Beam RT-1- Job russ 7D,,g e y Harvest Pointe @ Cutchogue•B-INKBERRY 17073559B ciol ,p Girder 2 1 Job Reference(optional) Universal Forest Products,5631 S.NC 62,Burlington,NC Run:8.030 s Apr 12017 Print:8.030 s Apr 8 2017 MTek Industries,Inc.Wn Dec 11 11.37:59 2017 Page 1 ID:vwT9ERmCOgADhXryXU4s1 gyreG_-gHIH R3R?841PfPQywVPPIKWBnN9_mrZ?g88ek6yA3SM 1-5-0 2-11-11 1.5x4 11 Scale=1:16 3 3 6 636 12 3x6 'Ti 2 1 Wt W2 Ll B1 iff 4 5 3A= 1.5x4 11 2-11-11 r 2-11-11 LOADING(psi) SPACING- 2-0.0 CSI. DEFL In (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.00 4-5 >999 240 MT20 1971144 TCDL 15.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) 0.00 5 "" 360 Weight:18 Ib FT=40% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=257/0.6-0 (min.0-1-8),4=88/Mechanical Max Horz5=60(LC 14) Max Upttft5-5(LC 14),4=40(LC 14) Max Gravy=329(LC 2),4=107(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-302/103 NOTES. 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS (envelope)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL--1.15);Pg=25.0 psi(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL-1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads. 5)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4. 10)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift o and does not consider lateral forces. - OF NEW y 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and p standard ANSI/TPI 1. co 5,kOpHER G LOAD CASE(S) Standard V :� W ' 5630B tp� A�40FESSl0�1P�' [k „i APPR VED AS NOTED DATA-7 �} Fire separation FEE: BY: required as per -NOTIFY BUILDING PAR AT , NYS Code 765-1802 8 AM TO 4 PM FOR THE FOLLOWING INSPECTIONS: 1. FOUNDATION - TWO REQUIRED FOR POURED CONCRETE Blower door 2. ROUGH - FRAMING & PLUMBING and ductwork 3. INSULATION testing required. 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE Must provide Manuals REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR D, J and S as per DESIGN OR CONSTRUCTION ERRORS. NYS Energy Code 1 - COMPLY WITH ALL CODES OF NEW YORK STATE & TOWN CODES ELECTRICAL AS REQUIRED AND CONDITIONS OF INSPECTION REQUIRED #6tB�6WI�z�� SOUTHOLD TOWN PLANNING BOARD `SgU�i n UST E� TRUSS PLACARDIING REQUIRED P,L=UMBER C8RTIFICATION OCCUPANCY OR ON=LEAD CONTENT BEFORE USE IS UNLAWFUL CER TIFICA TE OF OCCUPA NC WITHOUT CERTIFICA�� SOLDER USED IN I�✓ATER SUPPLY SYSTEM CANNOT OF OCCUPANCY EXCEED 2/10 OF 1% LEAD. PLUMBING DRAINAGE INSPECTIONS ARE REQUIRED ALL PLUMBING VIASTF Contact TOS Engineering at 765-1560 before = 4 WATER LINES Nl-- Backfill,OR Provide Engineer's Certification titTING BEFCR`CO'V' that the drainage has been installed to Code. DO NOT PROCEED WITH FRAMING UNTIL SURVEY Al exterior lighting OF FOUNDATION LOCATION installed,replaced or HAS BEEN APPROVED repaired shall conform to Chapter 172 of the Town Code l " I GRCH ARCHITECTURE PC 3750 BXPREss DRNE SOUTH Su1TE 202 Is1.4MDm'NY 11749 W W WARCHARCHITECTURE.COM (631)864-3395 t- DC F V D March 12, 2018 MAR 1 5 2018 Town of Southold TOWN OF 50iJ'Y'�OLD Building Department 53095 Route 25 Southold, NY 11971 Attn. Ms.Amanda Nunemaker Re: Harvest Pointe at Cutchogue Models B, B-1,B-2,C and Alternate Elevation Documents Dear Ms. Nunemaker: Please note that where stated on: Elevations: "Centerline of 2-hour separation wall' Foundation Plan, Floor Plans, Roof Plan and Building Sections: "Centerline of 2-hour separation wall per UL#336 Sheet FW2: "2-Hour Firewall separation detail' IGr'e ailed is a 2-Hour Firewall in this application. ectfu submitted, ED AR ery ,AIA, L D AP J m ipal * (D { 38 y0 F NE`N R302.12 Draftstopping. In combustible construction where there is usable space both above and below the concealed space of afloor-ceiling assembly, draftc#ops Section R316 Foam Plastic TABLE" R405.1 � 1 2017 YORK STATE U IFOR CODE shall be installed so that the area of the concealed space does not exceed 1,000 square feet. Draftstopping shall divide the concealed space into Properties of Soil Classitieu According to the Unified Soil Classification System Z PUBLISHED JULY 2017 EFFECTIVE OCTOBER 31, 201 R316.1 General. The provisions of this section shall govern the materials, design, application, construction and installation of foam plastic materials. Z 2017 NEVY YORK STATE CODE SUPPLEIIIENT ( approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in UNIFIED SOIL VOLUME 'Ll R316.2 Labeling and identification. Packages and containers of foam plastic insulation and foam plastic insulation components delivered to the job site shall solL CLASSIFICATION CHANGE -1: E 2017 NEIN YORK STATE ENERGY CONSERVATION CONSTRUCTION CODE floor-ceiling assemblies under the following circumstances: bear the label of an a roved a enc showin the manufacturers name, the roduct listin , roduct identification and information sufficient to determine GROUP SYSTEM SOIL DESCRIPTION DRAINAGE FROST HEA JE ?OTENTIAL ? - 2017 NEW YORK STATE ENERGY CONSERVATION CONSTRUCTION CODE SUPPLEMENT (FORMERLY KNOO AS THE 2016 NYSECCC, REVISED AUGUST 2. Floor framing is constructed of truss type open web or perforated members. PP 9 e 9 P g P SYMBOL _- CHARACTERISTICS POTENTIAL EXPANSION that the end use will comply with the requirements. 0 - 2016. EFFECTIVE OCTOBER 31, 201 R 302.1.12.1 Materials. Draftstopping material shall be not less than 1/2 inch gypsum board, 3/8 inch wood structural panels. GW WELL GRAr• ) r:RAVELS, GRAVEL SAND MIXTURES, 7) R316.4 Thernal barrier. Unless otherwise allowed in Section R316.5, foam plastic shall be separated from the interior of a building by an approved thermal LIITLF OR NO FINES GOOD LOW LOW Q 2016 NYSRC (2015 IRC 2ND PRINTING) barrier of not less than X inch gypsum wallboard. --? - - p ! 2016 NYSEC (2016 IECC 2ND PRINTING) R302.13 Fire rotection of floors. Floor assemblies that are not re uired elsewhere in this code to be fire-resistance rated, shall be rovided with a 1 2 inch P q . 9 ppy: GP POORLY GRADEC TLE O S OR GRAVEL SAND MIXTURES, GOOD LOW LOW' p q P / R316.5.3 Attics. The thermal barrier s ecified in Section R 316.4 is not re uired where all of the followin a I I urrLE OR NO FIrJEs Z t I TITLE % NOR PARTS 1220 THROUGH 1228, 1240, 1264 AND 1265 AND PART 300 gypsum wallboard membrane, 5/8 inch wood structural panel membrane, or equivalent on the underside of the floor framing member. 1. Attic access is required by Section R807.1. GROUP I Sw I WELL GRADEI: S4:NDS, OR GRAVELLY SANDS, GOOD LOW LOW _0 t' Li"iii. OR NO FINES L..• ; M T SECTION R101 Exceptions: 2. The space is entered only for purposes of repairs or maintenance. SP POORLY GRADEu 'ANDS, OR 1RAVELLY SANDS, F- -j 1 ' . .� E 4. Wood floor assemblies using dimensions lumber or structural composite lumber equal to or great than 2 inch by 10 inch. 3. The foam plastic insulation has been tested in accordance with Section R316.6 or the foam plastic insulation is protected against ignition using 3/8 _- LITTLE OR NO FINES _ GOOD Low Low J - U inch gypsum board. GM SILTY GRAVELS, GRAVEL SAND SI1 M!}:TURES GOOD MEDIUM LOW - t W r) i P P P P Y PP P P 1 P .ti �e R101.2 The provisions of the International Residential Code for One and Twa Family Dwellings shall apply to the construction, alteration, movement, enlargement, Section R303 R316.5.11 Sill lutes and headers. Foam lastic shall be ermitted to be s ra a lied to sill lutes and headers or installed in the erimeter Dist s ace without SM t SILTY SAND, SAND SILT MIY .;LS GOOD MEDIUM Low I-- j _ u, ,y :; replacement, repair, equipment, use and occupancy, location, removal and demolition of detached one and two family dwellings and townhouses not more Light, Ventilation and Heating the thermal barrier specified in Section R316.4 subject to all of the following: GC _ CLAYEY GRAVELS, GRAVEL SANG . AY MIXTURES MEDIUM MEDIUM Low Z f_ ;• - , than three stories above grade plane in height with a separate means of egress and their accessory structures not more than three stories above grade R303.1 Habitable rooms. Habitable rooms shall have an aggregate glazing area of not less than 8 percent of the floor area of such rooms. 1. The thickness of the foam plastic shall be not more than 3v inch. sc CLAYEY SANDS, SAND CIA` �,;'gURES MEDIUM MEDIUM LOW - O i X lane in hei ht, 2. The densit of the foam lastic shall be in the ran a of 0.5 and 2.0 ounds er cubic foot. U. P 9 Exceptions: Y P 9 P P ML INORGANIC SILTS AND VERY FINE SAN`S, ROCK FLOUR, C.? t I 1. The glazed areas need not be operable where the opening is not required by Section R310 and a whole-house mechanical ventilation system is 3. The foam plastic shall have a flame spread index of 25 or less and an accompanying smoke developed index of 450 or less when tested in GROUP 2 SILTY OR CLAYEY FIND SANDS OR C_•.YF.Y SILTS WITH MEDIUM HIGH Low �� 1 J_ u ' R105.2 Work exempt from permit include retaining walls that are not over 4 feet in height measured from the bottom of the footing to the top of the wall, unless installed in accordance with Section M1507. accordance with ASTM E 84 or UL 723. I ___ sucHr PLAsncrr( ' sU ortin a surchar e. CL INORGANIC CLAYS OF LOW To MEDIUM PLASTICITY, J "� r PP 9 9 2. The glazed areas need not be installed in rooms where Exception 1 is satisfied and artificial light is provided that is capable of producing on average GRAVELLY CLAYS, SANDY CLAYS, `;LT`i ".A'(S, LEAN MEDIUM MEDIUM MEDIUM 0, illumination of 6 footcandles 65 lux over the area of the room at a hei ht of 30 inches above the floor level. Section R317 Protection of Wood and Wood-Based Products A ainst Deca TO LOW `•'' ( ) g 9 Y cLAYs ion on ro ort the ---- R109.1.5.1 Fire Resistance Rated Construction inspection. Where fire resistance rated construction is required between dwelling units or due to locat P P Y� R303.8 Exterior stairway illumination. Exterior stairways shall be provided with an artificial light source located at the top landing of the stairway. Exterior stairways R317 All sills and plates on exterior foundation wall to be pressure preservatively treated. building official shall require an inspection of such construction after lathing or gypsum board or gypsum panel products are in place, but before any plaster rovidin access to a basement from the outdoor rade level shall be rovided with an artificial light source located at the bottom landing of the stairway. Foundation woad irders: wood irders seated in exterior foundation walls to have min. 1 2 inch airs ace all sides or ends wra ed with aluminum is applied, or before board or panel joints and fasteners are taped and finished, p 9 9 P 9 9 / P PP r; flashing. R404.1.6 Height above finished grade. Concrete and masonry foundation walls shall extend above the finished grade adjacent to the foundation at all points Section R305 R317.1 Location required. Protection of wood and wood-based products from decay shall be provided in the following locations by the use of naturally durable a minimum of 4 inch;• where masonry veneer is used and a minimum of 6 inches elsewhere. . i R109.1.6.1 Elevation documentation. If located in a flood hazard area, the documentation of elevations required in Section R322.1.10 shall be submitted to the building Ceilin Hei ht wood ar wood that is preservative-treated in accordance with AWPA U1 for the species, product, preservative and end use. R404.1.7 Backfill lacement. Ba k;;l! shall not be laced a ainst the wall until the wall has sufficient strep th and has been anchored to the floor above or . official prior to the final inspection. 9 9 P P 9 9 R305.1 Minimum height. Minimum ceiling heights of 7'-0" in habitable rooms. Minimum ceiling heights of 6'-8" in bathrooms, toilet rooms & laundry rooms. R317.1.1. Field treatment. Field-cut ends, notches, and drilled holes of preservative-treated wood shall be treated in the field in accordance with AWPA M4. has been sufficiently t ace:f to prevent damage by the back fill where the unbalanced height of fill exceeds 4 feet. , Exceptions: R317.3 Fasteners and connectors in contact with preservative treated and fire retardant treated wood. Fasteners, including nuts and washers, and connectors in Section R405 Foundation Drainage --- --- R202 Definitions: ve an area of not less than 30 inches b contact with preservative treated wood and fire retardant treated wood shall be in accordance with this section. The coating weights for zinc coated R405.1 Concrete or masonry ',ur0otions. Drains shall be provided around concrete or masonry foundations that retain earth and enclose habitable or 2. A shower or tub a ui ed with a showerhead shall have a ceiling height of not less than 6 feet 8 inches abo y Z Continuous Insulation: Insulating material that is continuous across all structural members without thermal bridges other that fasteners and service openings. q ea fasteners shall be in accordance with ASTM A 153. Stainless steel driven fasteners shall be in accordance with the material requirements of ASTM F usable spaces located •.odr;w grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be It is installed on the interior or exterior or is integral to any opaque surface of the building envelope. 30 inches ai the shoos Dad. O_ 3. Beams, girders, ducts or other obstructions in basements containing habitable space shall be permitted to project to within 6 feet 4 inches of the 1667' installed at or below i; ; area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. ` F- I tween the floor and Ceilin of an sto s� P i evel or leve s be Exce tion: A drains.c ,. . m is t r 'i-,. Mezzanine: An Intermed ate I g y ry p y no fqL r 1 where the foundation is installed on well drained ground or send gravel mixture with soils according (). , sal can hi h water line where the ultimate desi n wind s eed finished floor. i I v e v to the unified Soil Clc::,ti,.etion S stem Grcu I Soils as detailed in Table R405.1. Windbome Debris Region: Areas within hurricane prone regions located within 1 mile of the coat m g 9 P tions The locations s ecified in Sections R308.4.1 throw h R308.4.7 shall be considered to be s ecific hazardous locations for the purposes R 319.1 Address identification. Bu Idings shah be pro Id d with appro ed address identification. The address identification shall be legible and placed in a position y p � , R308.4 Hazardous loco p g P (Vult) is 130 mph or greater. that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers � I of glazing. • shall be Arabic numbers or of habetical letters. Numbers shall not be s tiled out. Each character shall be not less than 4 inches in hei ht with a R308.4.2 Glazin Adjacent to doors. Glazing in an individual fixed or operable panel adjacent to a door shall be considered to be a hazardous location where the p P 9 Section R406 Foundation Waterproofing and Dampproofing 9 stroke with of not less than 0.5 inch. Where required by the fire code official, address identification shall be provided in additional approved locations to � R301.1.1 Alternative revisions. As an alternative to the requirements in Section R301.1, the following standards are permitted subject to the limitations of this code I in less than 60 inches above the floor. P bottom ex osed ed a of the az Is R406.1 Concrete and masonry foundation damppr��ofir:g. Except where required to be waterproofed, foundation walls that retain earth and enclose interior Z he International Buildin P 9 9 9 facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a and the limitations therein. Where engineered design is used in conjunction with these standards, the design shall comply with t g 1. Where the lazin is within 24 inches of either side of the door in the plane of the door in a closed position. monument ole or other sin or means shall be used to identif the structure. Address identification shall be maintained. spaces and floors below grade shall ba •,.�..paroofed from the higher of (a) the top of the footing or (b) 6 inches below the top of the basement 0 Code. 9 9 P 9 Y floor to the finished Grade usin a Ntajm h•:,.., coatin U FCM . 2015 EDmON 2. Where the glazing is on a wall perpendicular to the plane of the door in a closed position and within 24 inches of the hinge side of an in-swinging 9 9• onstruction Manual W 1. AF&PA Wood Frame C ( ) ( ) door. Section R321 Elevators and Platform Lifts R406.3.3 Porous Fill. The space between the excavation and the foundation wall shall be backfilled with porous fill up to a height of one-half of the backfilll O R308.4.6 Glazing adjacent to stairs and ramps. Glazing where the bottom exposed edge of the glazing is less than 36 inches above the plane of the adjacent 321.1 Elevators. Where rovided assen er elevators limited use and limited a lication elevators or rivate residence elevators shall com I with ASME LL R301.1.3 Engineered design, Where a building otherwise conventional construction contains structural elements exceeding the limits of Section R301 or otherwise not walkin surface of stairways, landings between flights of stairs and ramps shall be considered to be a hazardous location. R p � P 9 pp P PY heioght and covered xith strips of 30 pa•�no asphalt paper or 6 MIL polyethylene to permit water seepage while avoiding infiltration of fine soils. conforming to this code, these elements shall be designed in accordance with accepted engineering practice. The extent of such design need only 9 A17.1/CSA 844. Exceptions: The remainder of excc�ated area shall t;•� ,.3ckfilled with the same type of soil as was removed during excavation. � �"�/'' demonstrate compliance of nonconventional elements with other applicable provisions and shall be compatible with the performance of the conventional framed Re 321.2 Platform Lifts. Where provided, platform lifts shall comply with ASME A18.1. system. Engineered design in accordance with the International Building Code is permitted for buildings and structures, and parts thereof, included in the 2. Glazing 36 inches or more measured horizontally from the walking surface. R408.1 Ventilation. Crawl spay:e vents: Provide 1 s.f. of venting per 150 s.f. of floor area unless ground surface is covered by a class one vapor retarder ❑ scope of this code. Section R322 Flood Resistant Construction material. If this retante, material is used, provide 1 s.f. of venting per 1500 s.f. floor area. Install vents within 3 feet of each corner of Section R IN Emergency Escape and Rescue Openings R 322.1 General. Buildings and structures constructed in whole or in part in flood hazard areas, including A or V Zones and Coastal A Zones, as established in foundation. • UNFlNISHED BASEMENTS IN A SINGLE FAMILY HOME & IN EACH TOWNHOUSE UNIT BASEMENT, ARE REQUIRED TO HAVE AT LEAST ONE EMERGENCY ESCAPE AND [�-� R301.2.1 Wind design criteria. Buildings and portions thereof shall be constructed in accordance with the wind provisions of this code using the ultimate design wind Table R301.2(1), and substantial improvement and restoration of substantial damage of buildings and structures in floor hazard areas, shall be designed R408.4 Crawl space access panel to be min. 18" by 24", Openings through perimeter wall shall be not less than 16' by 24". ^ RESCUE OPENING PER SECTION R310. (Egress window & window well) speed in Table R301.2(1) as determined from Figure R301.2(4)A. and constructed in accordance with the provisions contained in this section. Buildings and structures that are located in more than one flood hazard R310.1 Emergency escape and rescue opening required. Basement shall have not less than one operable emergency escape and rescue opening. area shall comply with the provisions associated with the most restrictive flood hazard area. Buildings and structures located in whole or in part in R310.2.1 Minimum opening area. Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet. The net clear height identified floodways shall be designed and constructed in accordance with ASCE 24. opening shall be not less than 24 inches and the net clear width shall be not less than 20 inches. R 322.1.5 Lowest floor. The lowest floor shall be the lowest floor of the lowest enclosed area, including basement, and excluding any unfinished flood-resistant R502.2.2 Blocking and els a o pe Blocking for fastening panel edges h fixtures shall ra a minimum of utility grade lumber. Subfiooring shall be, wood TABLE R301.2(1) 1f����------1111 PHICAL DESIGN CRITERIA R310.2.2 Window sill height. Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches above enclosure that is useable solely for vehicle parking, building access or limited storage provided that such enclosure is not built so as to render the structural panels in specified in Section x full pth blckng shall " .c any grade lumber. F-� CLIMATIC AND GEOGRA R502.4 Joists under bearin � ��+�cns: Provide 2x full de th blockin ® 48" o.c, max. where beam is not located under wall to allow for I In or vents. �� / , the floor, where the sill height is below grade, it shall be provided with a window well in accordance with Section R310.2.3. building or structure in violation of this section. 9 P P 9 P P 9 I �-1 GROUND Wind Design SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER Air Mean r eet with a horizontal rojection and width of not less than 36 R502.6 The ends of each joist, beam or irder shall have not less than 1 1 2 inches of bearin on wood or metal and not less than 3 inches on FLOOD R310.2.3 Window wells. The horizontal area of the window well shall be not less than 9 squa e f p f R 322.1.6 Protection of mechanical, plumbing and electrical systems. Electrical systems, equipment and components; heating, ventilating, air conditioning; plumbing 9 / 9 SNOW SPEED Too ra hical S ecial Wind DESIGN FROST LINE DESIGN REQUIRAYMENT Freezing Annual 9 y P P 9 y p pp P 9 y q p q mason or concrete exce t where su orted b the use of a roved oist hap ers. �, p 9 P P TERMITE DECAY HAZARDS inches. The area of the window well shall allow the emer enc esca a and rescue o enin to be full o ened. a liances and lumbin fixtures; duct s stems; and other service a ui ment shall be located at or above the elevation re uired in Section R322.2 or ry P PP Y PP 1 • 9 n ' LOAD (mph) Effects Wind bourne CATEGORY WEATHERING DEPTH TEMP REQUIRED Index Temp R310.2.3.1 Ladder and steps. Window wells with a vertical depth greater than 44 inches shall be equipped with a permanently affixed ladder or steps usable with the R322,3. R502.7 Lateral restraint at supports. Joists shall be supported laterally at ends by full depth solid blocking or by attachment to band or rim joist. � Region Debris window in the fully open position. Ladders or rungs shall have an inside width of not less than 12 inches, shall project not less than 3 inches from the Exception: Locating electrical systems, equipment and components; heating, ventilating, air conditioning; plumbing appliances and plumbing fixtures; duct R502.8.2 Engineered wood products. Cuts, notches and hales bored in trusses, structural composite lumber, structural glue-laminated members, W zone wall and shall be spaced not more than 18 inches on center vertically for the full height of the window well. systems; and other service equipment is permitted below the elevation required in Section R322.2 or R322.3 provided that they are designed and installed cross-laminated timber members or I-joists are prohibited except where permitted by the manufacturer's recommendations or as shown on these MODERATE SLIGHT TO 10 R310.2.3.2 Drainage. Window wells shall be designed for proper drainage by connecting to the building's foundation drainage system required by Section R405.1 or by to prevent water from entering or accumulating within the components and to resist hydrostatic and hydrodynamic loads and stresses, including the drawings. _p 20 130 NO (B) SEVERE 36" TO HEAVY MODERATE Degrees Yes X 1500 an a roved alternative method. effects of buoyancy, during the occurrence of flooding to the design flood elevation in accordance with ASCE24. Electrical wiring systems are permitted R502.11.1 Wood Truss Desi n. Wo,•d trusses shall be desi ned in accordance with a roved en ineerin ractice & be pre ared b a re istered truss desi n ED r ^ PP 9 9 PP 9 9 P F P Y 9 9 V J Exce tion: A drains e s stem for window wells is not re uired where the foundation is on well-drained soil or sand- ravel mixture soils in accordance with to be located below the required elevation provided that they conform to the provisions of the electrical part of this code for wet locations. rofessional where re uired b the statues of the •urisdiction in which the ro'ect is to be constructed. R301.2.1.41 Exposure category. P 9 Y q 9 P q Y 1 P 1 '! , 1. Ex osure B. Urban and suburban areas, wooded areas or rather terrain with numerous closely spaced obstructions having the size of single family dwellings the United Soil Classification System, Group I soils, as detailed in Table R405.1. R 322.1.7 Protection of water supply and sanitary sewage systems. New and replacement water supply systems shall be designed to minimize or eliminate � w p infiltration of flood waters into the system in accordance with the plumbing provisions of this code. P or larger. Exposure B shall be assumed unless the site meets the definition of another exposure. R311.6 Hallways: min. 36" clear width. Section R506 Concrete Floors (On Ground) . 2. Exposure C. Open terrain with scattered obstructions having a height less than 30 feet extending mare than 1500 feet. Exposure D extends downwind R311.7 Stairways R 322.1.18 Flood-resistant materials. Building materials and installation methods used for flooring and interior and exterior walls and wall coverings below the � ,,.1 elevation required in Section R322.2 or R322.3 shall be flood damage-resistant materials that conform to the provisions of FEMA TB-2. R506.1 Concrete slab on grades to be min 3-1/2 inches thick. en aunt and rassland. R311.7.1 Width. Stairwa s shall be not less than 36 inches in clear width at all points above the permitted handrail height and below the required headroom height. R506.2.2 Base. A 4 inch thick ba<e course consistin of clean raded sand em . ushed stone crushed concrete or crushed blast-furnace sl c i 600 feet from the partially obstructed area. Includes flat op c ry g y hil t 'ht thew the handrail hei ht R 322.2.2 Enclosed area below design flood elevation. Enclosed areas, including crawl spaces, that are below the design flood elevation shall: 9 9 , a og pass ng 3. Ex osure D. Flat, unobstructed areas exposed to wind flowing over open water for a distance of not less tan 5000 feet. Exposure D extends downwind 600 Handrails shall not project more than 4 ''A inches on either side of the stairway and the clear width oft s aI ay at and b g , a 2-inch sieve shall be placed on the prepared subgrade where the s',:' - . slow grade. P4 P 1. Be used solely for parking of vehicles, building access or storage. , U includin treads and landin s shall be pat less than 31 /z inches where a handrail is installed on one side of 27 inches where handrails are provided on 2. Be rovided with flood o enin s that meet the followin criteria and are installed in accordance with Section R322.2.2.1: Exception: Abase course is not required where the concrete s.^;� '.s inr.:..�, an Nell- drained or sand-gravel mixture soils classified as Group I feet from the unobstructed area. 9 9 both sides. P p 9 9 according to the United Soil Clcssification c,;slem in acca� ;ice with fable R4O5.1. � Headroom. The headroom in stairwa s shall be not less than 6 feet 8 inches. 2.1 The total net area of openings shall be not less than 1 square inch far each square foot of enclosed area where the enclosed area is measured Z R301.3 Story Height. The wind provisions of this code shall apply to buildings with story heights not exceeding 11 feet 7 inches and the laterally unsupported R311.7.2 Y on the exterior of the enclosure walls. R506.2.3 Vapor retarder. A 6-mil (0.006 inch) polyethylene or n ,wad vapor retarder with,joints lapped not less than 6 inches shall be,;Z•aced between •T•-• • i ermitted b Cha ter 6 R311.7.3 Vertical rise. A fli ht of stairs shall not have a vertical rise larder than 147 inches (12'-3") between floor levels or landings. the concrete floor slab and t;ie base course �r the rc;,ued sub rade where no base course exists. The va or retarder is not re uired for Gara es Q bearing wall stud height permitted by Table R602.3(5). Individual walls or wall studs shall be permitted to exceed these IIm is asp y p 9 i n hall be rovided for the wall or wall framin members where the limits of R 322.2.2.1 Installation of openings. The walls of enclosed areas shall have openings installed such that: P g P q g F_ provisions, provided that story heights are not exceeded. An engineered desg s p 9 R311.7.5.1 Risers. The riser height shall be not more than 8 1/4 per supplement. utility buildings and otl;er ur:t�edied aca:•:sery structures. Chapter 6 are exceeded. Where the story height limits of this section are exceeded, the design of the building, or the noncompliant portions thereof, tc. R311.7.5.2 Treads. The tread depth shall be not less than 9 inches per supplement. 1. There shall be not less than two openings on different sides of each enclosed area; if a building has more than one enclosed area below the design � resist wind loads shall be in accordance with the International Building Code. flood elevation, each area shall have openings. F- C.. R311.7.5.3 Nosings. A nosing projection not less than 3/4 inch and not mare than 1 9 inches shall be provided on stairways with solid risers. 2. The bottom of each opening shall be not more than 1 foot above the higher of the final interior grade or floor and the finished exterior grade Section R602 Wood Wall Framing Z i R302.2 Townhouses. Common walls separating townhouses shall be assigned a fire-resistance rating in accordance with Section R302.2, Item 1 or 2. The cemman R311.7.8 Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers. immediately under each opening. R602.3 Design and constr,r^tion. Cc, ,parents of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Wail sheathin-; UJ R311.7.8.2 Continuit Handrails for stairwa s shall be continuous for the full len th of the fli ht. 3. 0 enin s shall be ermitted to be installed in doors and windows; doors and windows without installed o enin s do not meet the re uirements of this shall be fastened directly to framing members and shall confirm to the requirements of fable Ft602.3(3). � wall shared by two townhouses shall be constructed without plumbing or mechanical equipment, ducts or vents in the cavity of the common wall. The wall Y Y 9 9 P 9 P P 9 q shall be rated for fire exposure from both sides and shall extend to and be tight against exterior walls and the underside of the roof sheathing. Ele:trical Exceptions: section. I;� installations shall be in accordance with Chapters 34 througlh 43. Penetrations of the membrane of common walls for electrical outlet boxes shall be in 1. Handrails shall be permitted to be interrupted by a newel post at the turn. R 322.3 Coastal high-hazard areas (including V Zones and Coastal A Zones, where designated) Elevation requirements. 0 accordance with Section R302.4. R311.7.10.1 Spiral Stairways. Spiral stairways are permitted provided that the clear with at and below the handrail is not less than 26 inches and the walkline radius is 1. Buildings and structures erected within coastal high-hazard areas and coastal A Zones, shall be elevated so that the bottom of the lowest horizontal 1. Where a fire sprinkler system in accordance with Section P2904 is provided, the common wall shall be not less than a 1-hour fire-resistance-rated vol! not greater than 24� inches. Each tread shall have a depth of not less than N inches at the walkline. All treads shall be identical, and the rise shall not structural members supporting the lowest floor, with exception of piling, pile caps, columns, grade beams and bracing, is elevated to or above the base assembly tested in accordance with ASTM E 119 or UL 2631. be more than q inches. Headroom shall not be less than 6 feet 6 inches. floor elevation plus 1 foot or the design flood elevation, whichever is higher. 2. Where a fire sprinkler system in accordance with Section P2904 is not provided, the common wall shall be not less than a 2-hour-resistance-rated call R 311.8 Ramps. 2. Basement floors that are below grade on all sides are prohibited.R 322.3.3Foundations. Buildings and structures erected in coastal high-hazard areas assembly tested in accordance with ASTM E 119 or UL 263. and Coastal A Zones shall be supported on pilings or columns. . --- R 311.8.1 Maximum slope. Ramps serving the egress door required by Section R 311.2 shall have a slope of not more than 1 unit vertical in 12 units horizontal (8.3 percent slope). All other ramps shall have a maximum slop of 1 unit vertical in 8 units horizontal (12.5 percent). Exception: Where it is technically TABLE R60�,3(1) FASTENING SCHEDULE infeasible to comply because of site constraints, ramps shall have a slope of not more than 1 unit vertical in 8 units horizontal (12.5 percent). Section 8325 Mezzanines -- _.. TABLE R302.1(1) R 325.2 Mezzanines. The clear hei ht above and below mezzanine floor construction shall be not less than 7 feet. DISCRIPT'ON EXTERIOR WALLS R 312.1 Guardrails: Porches, balconies, ramps and stair landings 30" above floor or grade to be installed with 36" high railings, balusters not to allow passage of a 9 - (kj1ENING (a,b,c,d) TY_c � , i ! , r R 325.3 Area limitation. The aggregate area of a mezzanine or mezzanines shall be not greater than one-third of the floor area of the room or space in which < --____ ! ' I MINIMUM MINIMUM FIRE sphere 4 inches or more in diameter. they are located. The enclosed portion of a room shall not be included in a determination of the floor area of the room in which the mezzanine is 1. BLOCKING BETWEEN JOI;f, OR P.AFTERS TO TOP PLATE __E 8D COMMON. TOE MAIL . � I I EXTERIOR WALL ELEMENT FIRE-RESISTANCE RATING SEPARATION DISTANCE R 312.2.1 Window sills. In dwelling units, where the top of the sill of an operable window opening is located less than 24 inches above the finished floor and greater located. r,, - ._. " - - - I ,.'r ;r i r- FlRE-RESISTANCE RATED 1 HOUR <5 feet than 72 inches above the finished grade or the other surface below on the exterior of the building, the operable window shall comply with one of the 2. CEILING JOISTS TO T l PLATE - FHREE 8D r'OMMON. TOL NAIL -- Ld �I ti'r r R 32`,.4 Means of egress. The means of egress for mezzanines shall comply with the applicable provisions of Section R31 L I- ,4 o r;�I- WALLS following: 3. CEILING JOISTS (NOT ATTCHED TO RAFTER), LAPS THREE 16J COMMON FACE NAIL < !!"' "' " r` "' l o NOT FIRE-RESISTANCE RATED 5 feet 1. 0 erab►e windows with o enin that will not allow a 4 inch diameter s here to ass throw h the o enin where the o enin is in its lar est o ened R 325.5 Openness. Mezzanines shall be open and unobstructed to the room in which they are located except for walls not more than 36 inches in height, OVER PARTITIONS 0 `, " '``'I"' 00 � I PROJECTIONS FlRE-RESISTANCE RATED 1 HOUR ON THE UNDERSIDE 22 feet to <5 feet p p 9 p P 9 P g P g 9 P columns and posts. --_. _.- position. Exceptions: 4. CEILING JOIST FO PARALLEL RAI ,ERS + LAPS TABLE R802.5.1(9) FACE NAIL I I TABLE R302.1(2) 2. 0 erable windows that are rovided with window fall revention devices that com I with ASTM F 2090. EXTERIOR WALLS- DWELLINGS WITH FIRE SPRINKLERS P P P pY 1. Mezzanines or portions thereof are not required to be open to the room in which they are located, provided that the aggregate floor area of the 5. COLLAR TIE 10 RA'TERM THREE tOD EACH FACE NAIL 3. Operable windows that are provided with window opening control devices that comply with Section R312.2.2. enclosed space is not greater than 10 percent of the mezzanine area. MINIMUM MINIMUM FIRE 6. RAFTER OR ROOF T'I:_ 0 PLATE R312.2.2 Window opening and control devices. Window opening control devices shall comply with ASTM F 2090. The window opening control device, after operation to THREE 10D COTAMON 2 ON SIDE + 1 ON OTHER TOE NAIL I EXTERIOR WALL ELEMENT FIRE-RESISTANCE RATING SEPARATION DISTANCE release the control device allowing the window to fully open, shall not reduce the net clear opening area of the window unit to less than the area required 2. In buildings that are not more than two stories above grade plane and equipped throughout with an automatic sprinkler system in accordance with - - I Section R313, a mezzanine shall not be required to be open to the room in which the mezzanine is located. 7. ROOF RAFTERS TO )GE, VALLEY OR HIP THREE tOD COMMON. TOE NAIL " WAS FlRE-RESISTANCE RATED 1 HOUR 0 feet by Section R310.2.1. RAFTERS - TWO 160 COMMON. END NAIL NOT FIRE-RESISTANCE RIATED 3 feet 8. STUD TO STUD (NC BWP) 16D COMMON AT 24"O,C. FACE NAIL Section R313 Automatic Fire Sprinkler Systems inui . The fire-resistance-rated wall or assembl se aratin townhouses shall be continuous from the foundation to the underside of the roof sheathing, R313.1 Townhouse automatic fire sprinkler systems. Townhouses having a height of three stories above grade shall be equipment throughout with an automatic 9. STUD TO STUD (A? A�EO WALL PANEL) 16D COMMON Al 16"O.C. FACE NAIL Z z rn cn .cn cn R302.2.1 Cont ty Y P 9 deck or slab. The fire-resistance rating shall extend the full length of the wall or assembly, including wall extensions through and separating attached enclosed sprinkler system. 10. BUILT UP HEADER, ,W0 PIECES z z z o z!z I z 1 z R313,1.1 Desi n and installation. Automatic residential fire s nnkler s stems for townhouses shall be desi ned and installed in accordance with Section P2904 or NEPA FOU COMMON AT 16"O.C. ALONG EACH EDGE FAC' iJ L O O O_ O O I co O assessor structures. 9 P Y 9 11. CONTINUOUS HEAL T STUD FOUR 8D COMMON. _ TOE NAIL > > > > > � oo > i ` R302.2.2 Parapets for townhouses. 13D. R313.2 One and two famil dwellin s automatic fires stems. One and two famil dwellin s havin a hei ht of three stories above rade shall be a ui ed 12. TOP PLATES TO T`' ? P ATF 16D COMMON ® 16"0/C FACE NAIL w ! i 1. The parapet shall extend not less than 30 inches above the roof surfaces. Y 9 Y Y 9 9 9 9 q PP Exce tion: A parapet is not required in the preceding two cases where the roof covering complied with a minimum Class C rating as tested in accordance with throughout with an automatic sprinkler system. 13. DOUBLE TOP PLATE I SPLICt 8-16D COMMON (24"MIDI LAP SPICE EACH SIDE OF JOINT) FACE NAIL P `O ASTM E 108 or UL 790 and the roof decking or sheathing is of noncombustible materials or approved fire-retardant-treated woad for a distance of 4 feet on R313.2.1 Design and installation. Automatic residential fire sprinkler systems shall be designed and installed in accordance with Section P2904 or NEPA 13D. Section R403 Footings 14. BOTTOM PLATE TO J('iS' OR BLOCKING (NOT AT BWP) 16D AT 16"O.C. FACE NAIL N each side of the wall or walls or one layer of 5/8 inch Type X gypsum board is installed directly beneath the roof decking or sheathing, supported by not less R401.4.1 In lieu of a complete geotechnical evaluation footings shall be placed on rock, sand gravel and/or gravel, sand, silty sand, clayey sand, silty gravel or 15. BOTTOM PLATE TO ,:')1ST OR BLOCKING (AT BWP) 2-16D AT 16"O.C. FACE NAIL o than nominal 2 inch 51 mm) ledgers attached to the sides of the roof framing members, for a distance of not less than 4 feet on each side of the wall or Balconies and decks. Sprinkler protection shall be provided for exterior balconies, decks and ground floor patios of dwelling units where the cls ey ravel with a presumptive design load bearin value of 2,000 PSF. Do not lace footin s on soil that consists rimaril of cls or silt or have 16. TOP OR BOTTOM = .AIC 10 STUD TWO 16D COMMON. END NAIL `N_ walls and an o enin( or enetrations in the roof are not within 4 feet of the common walls. buildin Is of T e V construction. Sidewall s rinklers that are used to rotect such areas shall be ermitted to be located such that their Y g 9 P 9 P Y Y Y P 9 P 9 � YP P P P any inorganic material or fill. 3. A aro et is not required where roof surfaces adjacent to the wall or walls are at different elevations and the higher roof is more than 30 inches above the deflectors are within 1 inch to 6 inches below the structural members and a maximum distance of 14 inches below the deck of the exterior _- FOUR 8D COMMON. TOE NAIL P P lower roof. The common wall construction from the lower roof to the underside of the higher roof deck shall have not less than a 1-hour fire-resistance balconies and decks that are constructed of open wood joist construction. R401.2 Concrete: A 28 day minimum compressive strength f'c) is required at the following locations: 17. TOP PLATES, LAPS A.T CORNERS + INTERSECTION 2-16D COMMON FACE NAIL rating. The wall shall be rated for exposure from both sides. 2, Basement walls exposed to weather: 3000 psi plus 5 to 7% air entrainment - R302.2.4 Structural independence. Each individual townhouse shall id structurally independent. Section R314 Smoke Alarms 3. Porch slabs, steps, and garage slabs: 3500 psi plus 5 to 7% air entrainment 21. JOIST TO SILL, T( ' :,LATE, OR GIRDER THREE 8D COMMON. TOE NAIL [_�] R 403.14.1 Frost protection: Bottom of all footings to be at least 36" below grade. 22. RIM JOIST OR BI "Ck,,G TO SILL OR TOP PLATE 8D COMMON @ 6"0/C TOE NAIL W Exceptions: R314.1 General. Smoke alarms shall comply with NFPA 72 and Section R314. 27. BUILT UP GIRDER AND '1EAMS (2X LUMBER) 20D COMMON AT 32"O.C. T&B STAGGERED FACE NAIL AT EACH LAYER W 1. Foundations sup orting exterior walls or common walls. R314.1.1 Ustin s. Smoke alarms shall be listed in accordance with UL 217. Combination smoke and carbon monoxide alarms shall be listed in accordance with UL R 40315 Stepped Footings: Step footing 1 ft vertical maximum on 2 feet horizontal where slope of footing bottom exceeds 10% _ 0 P 9 R 403.i3.6 Isolated concrete footings. In detached one and two family dwellings that are three stories or less in height and constructed with stud bearing walls, 28. 2X LEDGER THREE 16D COMMON AT EACH JOIST OR RAFTER. FACE NAIL O . 5. Townhouses separated by a common wall as provided in Section R302.2, Item 1 or 2 2034. R302.3 Two-famil dwellin s. Dwellin units in two-family dwellingls shall be separated from each other by wall and floor assemblies having not less than o 1-hour R314,3 Location. Smoke alarms shall be installed in the following locations. isolated plain concrete footings supporting columns or pedestals are permitted. 31. WOOD STRUCTI;NAL PANELS: SUBFLOOR, 6D COMMON (WALL) 6" o/c at edges and ---I mp y 9 9 R 403.1.6 Foundation Anchorage: Wood sole plates at exterior walls on slabs and all wood foundation wall sill plates shall be anchored with Y inch diameter ROOF, AND WALL :,H"AT•-':NG TO FRAMING 8D COMMON (ROOF) 12"o/c at interior W w fire-resistance rating where tested in accordance with ASTM E 119 or UL 263. Fire-resistance-rated floor/ceiling and wall assemblies shall extend to and be 1. In each sleeping room. F---1 anchor bolts spaced as shown on the plans and details. Bolts shall extend a minimum of 7 inches into concrete and located in the middle third of � C) ui . tight against the exterior wall, and wall assemblies shall extend from the foundation to the underside of the roof sheathing. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. the width of the plate. A nut and washer shall be tightened on each anchor bolt. There shall be a minimum of two bolts per plate section and 8D COMMON (SUBF�OOR) supports (see note f) W w (- Exceptions: 4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower, located not more than 12" or less than 3.5" from the end of each plate section. Plates shall be protected against decay and termites. a. All nails are sn ' --common, box or deformed shanks exce t where otherwise stated. Nails used for framin and sheathin U 1 A fire-resistance rating of 1% hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA R314.3.1 Installation near cooking appliances. Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in p g g Z - connections shall II, n1!rimum average bending yield strengths as follow;. 80 ksi for shank diameter of 0.192" (20d common nail), 0 13. a location required by Section R314.3. TABLE R404.1.2(1) 90 ksi for shank 0,;meters larger than 0.142" but not larger than 0.177", and 100 ksi for shank diameters of 0.142" or less. U) E? R302.3.1 Supporting construction. Where floor assemblies are required to be fire-resistance rated by Section R302.3, the supporting construction of such assemblies 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. d. 4-foot-b 8 fey w foot b 9 fo::. anehs shall be a lied vertical) shall have an equal or greater fire-resistance rating. Minimum Horizontal Reinforcement for Concrete Basement Walls Y- Y P PP Y W rr oars a ui ed with aself-closin device. Doors 2. Ionization smoke alarms with an alarm-silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed f. Intermediate supra ': chall be space! 6 inches on center for a minimum of 48 inch distance from ridges, eaves and gable end p w `v R302,5.1 Opening Protection. Honeycomb-core steel doors not less than 1 3/8 inches thick, or 20 minute fire rated d q pp 9 cooking appliance. , MAXIMUM UNSUPPORTED walls and 4 inches ^;��ter to gable '•nd wall framing. from arae into habitable s ace: 45 min. fire rated with self - closin device. HEIGHT of BASEMENT LOCATION OF HORIZONTAL REINFORCEMENT ---. 9 9 'n he arae and ducts enetratin the wallsgor ceilin s se aratin the dwellin from the arage shall be constructed of a minimum 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. WALL (FEET) ❑ � I R302.5.2 Duct Penetration. Ducts I g g p g 9 P 9 9 9 terial and shall not have o enin s into the aro e. 4. R 314.4 Interconnection. Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section 0 ONE NO. 4 BAR WITHIN 12 INCHES OF THE TOP OF THE WALL STORY R602.3(5) 2x4 wall studs :6 i•ches on center with a maximum height of 10 feet shall support a maximum of one floor plus roof/ceiling assembly. 2x6 W No. 26 gage sheet steel or other approved ma P 9 9 9 R314.3, the alarm devices shall be connected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. AND ONE N0. 4 BAR NEAR MID- HEIGHT OF THE WALL STORY wall studs at 16 ;r,,'-.-- on center with a maximurn hei ht of 10 feet shall su ort a maximum of two floor lus roof ceilin assembl . Exce tions: Iii (_.� 9 PP P / 9 Y P !� R302.6 Dwelling-garage fire separation. The garage shall be sep^rated as required by Table R302.6, Openings in garage walls shall comply with Section R302.5. Where dasigm;�l br ill e:Guidance with accepted engineering practice or where the ultimate design wind speed is I�ss than or equal to 130 mph, � `./ � 1 Attachment of gypsum board shall comply with Table R70i.3.5. The wall separation provisions of Table R302,6 shall not apply to garage walls that are ONE NO. 4 BAR WITHIN 12 INCHES OF THE TOP OF THE WALL STORY 2Xe 2 rad, :.suds su orda a roof load with not more than 6 feet of tr th len th shall have a maximum wall hei ht of 18 feet when j perpendicular to the adjacent dwelling unit wall. Section R315 Carbon Monoxide Alarms >8 AND ONE N0. 4 BAR NEAR THIRD POINTS IN THE WALL STORY � 9 PP 9 ry 9 9 R302.6 Gara a walls: 5/8 inch type X gypsum board on garage side, 1/2 inch type X gypsum board on opposite wall side at habitable areas. R315.1 General. Carbon monoxide alarms shall comply with Section R315. 9 spaced at 16 in,1,?s cn center and 20 feet where spaced at 12 inches on center. z m R315.1.1 Listings. Carbon monoxide alarms shall be listed in accordance with UL 2034. Combination carbon monoxide and smoke alarms shall be listed in R602.3.2 Top plate. 1',",:.J StUd walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing � � _1 R302.6 Garage ceiling: 5/8 type X gypsum board accordance with UL 2034 and UL 217. partitions. End ;Dints in i:,p plates shall be offset not less than 24 inches. Joints in plates need not occur over studs. Plates shall be not less Z < � v R302.9 Flame Spread & Smoke Density Index. R309.2.1: Wall & ceiling finishes shall have a flame spread classification of not greater than 200. R30.9.2: Wall & Ceiling TABLE R404.1.2(8) Minimum Vertical Reinforcement for 6, 8, 10 and 12 inch Concrete Basement Walls i h s hall have a smoke develo ed index of not renter than 450. R315.2 Where required. Carbon monoxide alarms shall be provided in accordance with Sections R315.2.1 and R315.2.2. than 2 inches nominal thickness and have a width not less than the width of the studs. (� v7 fins e s P 9 R602.6 Drilling and ,,'-:ii.'.g of dimensional lumber to conform to sections R602.6, RG02.�A, and figure R602.6(1). Notchiing & bored hole limitations for (A R315.2.1 New construction. For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following CandltlonS eXISt. MINIMUM VERTICAL REINFORCEMENT BAR � R302.11 Fire blocking shall be provided in wood-framed construction in the following locations: SIZE AND SPACING INCHES exterior walls and bearin walls, fi ure R602.6 2 Notching and bored hole limitations for interior non bearin walls & fi ure R602.6.1 to late �� ,` ( ) 9 9 ( ) 9 9 P P \ BERT 1. The dwellin unit contains a fuel fired a Mance. , O 1. In concealed spaces of stud walls and partitions, includng furred spaces and parallel rows of studs or staggered studs, as follows: 9 PP framing to accc.mmodate piping. 16 gage and 1.5 inch w,de metal tie fastened across and to the plate at each ;side of the notch with 8-10d nails G O 1.1 Vertically at the ceiling and floor levels. 2. The dwelling unit has on attached garage with an opening that communicates with the dwelling unit. MAXIMUM UNSUPPORTED MAXIMUM UNBALANCED DESIGN LATERAL SOIL PRESSURE OF �C/ - COY; WALL HEIGHT BACKFILL HEIGHT 45 PSF PER FOOT OF DEPTH each side. Follow manufecturers specifications for engineered products. (figure R602.6.1) _ �•� 1.2 Horizontally at intervals not exceeding 10 feet. (FEET) (FEET) Do not backfill with any soil containing silt or clay. 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 915.2.3.1 One Family Dwellings. ~ �� 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 915.2.3.1.1 Buildings constructed on or after January 1, 2008. WALL THICKNESS (INCHES) * (g r r*� r� R i -{ B 10 12 � I e, 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and . products of combustion. The material filing this annular space shall not be required to meet the ASTM E 136 requirements. 8 7 NR NR NR - �- 9 8 5 ® 41 NR NR .n I,/ 5. For the fire blocking of chimneys and fireplaces, see Section R1003.19. 915.2.3.1.1.1 A carbon monoxide alarm shall be provided on each story containing a sleeping area, within 15 feet of the sleeping area. More than one carbon monoxide 10 s 6 ® 41 5 . 22 NR U I 02 10 Q� 6. Fire blocking of cornices of atwo-family dwelling is required at the line of dwelling unit separation. alarm shall be provided where necessary to assure that no sleeping area on such story is more than 15 feet away from a carbon monoxide alarm. R302.11.1 6. Fi e b materials. Exce t as rovided in Section R30equ Item 4, a knocking shall consist of the following materials. 915.2.3.1.1.2 A carbon monoxide alarm shall be provided on each story that contains a carbon monoxide source. NR denotes no reinforcing required. ❑ NEIN 1 O 9 P P 9 9 O P 9 O 9 " rY Y I v 1. Two-inch nominal lumber. 915.2.3.3 Bed and breakfast dwellin s and buildin s and structures which 1 contain one or more sloe in areas; 2 are classified in one or more of the followin Locate vertical bars 1Y clear from inside face of walls. The center of bars shall not va from this b more than � inch. 2. Two thicknesses of 1' nominal lumber with broken lap joints. occupancy Groups: E, 1-2 (except hospitals), 1-4, R-1, R-2, R-3 or R-4; and (3) are not covered by Section 915.2.3.1 or Section 915.2.3.2. ------- --..----- - 3. One thickness of 23/32 inch wood structural panels with joints backed by 23/32 inch wood structural panels. 915.2.3.3.1 Buildings and structures constructed on or after January 1, 2008. JO NUMBER 4. One thickness of 3/4 inch particleboard with joints backed by 3/4 inch particleboard. 1 �j 5. One half inch gypsum board. W 1 V o 2 3 6. One quarter inch cement based mil r gla. �UN T 2 5 M D 7. Batts or blankets of mineral woof or glass fiber or other approved materials installed in such a manner as to be securely retained in place. Q SHEET NUMBER 2 IL r 2 l DT�.� l ,, COPYRIGHT GRCH ARCHITECTURE P.C. 2017: ALL RIGHTS RESERVED - - TABLE R602.3 3 ( ) P2607.2 Pipes penetrating exterior walls. Where a pipe penetrates an exterior wall, waterproof seal shall be made on the exterior of the wall by one of the following TRUSS I D E N T I F I C AT I 0 N SIGN � Requirements for Wood Structural Panel Wall Sheathing Used to Resist Wind Pressures (a,b,c) methods: N1101.11.1 (R303.2.1) Protection of exposed foundation insulation. Insulation applied to the exterior of basement walls, crawlspace walls and the perimeter of 1. A waterproof sealant applied at the joint between the wall and the pipe. Z MINIMUM NAIL ULTIMATE DESIGN PART 1265. RESIDENTIAL STRUCTURES WITH TRUSS PANEL NAIL WIND SPEED V ult slab-on-grade floors shall have rigid, opaque and weather-resistant protective covering to prevent the degradation of the insulation's thermal performance. 2, A flashing of an approved elastomeric material. TYPE CONSTRUCTION, PRE-ENGINEERED WOOD W ►� SPACING (mph) The protective covering shall cover the exposed exterior insulation and extend not less than 6 inches (153 mm) below grade. CONSTRUCTION AND OR TIMBER CONSTRUCTION 2 v MINIMUM MINIMUM MAXIMUM WALL P2801.6 Required pan. Where a storage tank-type water heater or a hot water storage tank is installed in a location where water leakage from the tank will cause � WOOD NOMINAL PANEL STUD SPACING N1101.14 (R401.3) Certificate (Mandatory). A permanent certificate shall be completed by the builder or HERS Rater professional and posted on a wall in the where the damn a the tank shall be installed in a an constructed of one of the followin (INCHES) WIND EXPOSURE 9 ' P g 6" DIA. U SIZE PENETRATION STRUCTURAL THICKNESS furnace is located, a utilit room or an a roved location inside the buildin REFLECTIVE RED (INCHES) PANEL SPAN (INCHES) EDGES FlELD CATEGORY Y PP 9• 1. Galvanized steel or aluminum of not less than 0.0236 inch (0.6010 mm) in thickness, � � � RATING (INCHES O.C.) (INCHES O.C.) B C D 2. Plastic not less than 0.36 inch (0.9 mm) in thickness. PANTONE (PMS) #187 0 (' j � TABLE N1102.1.2 (R402.1.2) 3. Other approved materials. Z `✓ r- COMMON 1.75 24/16 7/16 16 6 12 170 140 135 Insulation and fenestration Requirements by Component \ / ('� ) CLIMATE FENESTRATION SKYLIGHT GLAZED CEILING WOOD MASS FLOOR BASEMENT SLAB CRAWL Aplastic pan shall not be installed beneath agas-fired water heater. V 'i✓ R602.3.5 Braced wall panel uplift load path. Braced Wall panels locatec at exterior walls that support roof rafters or trusses (including stories below top ZONE n U-FACTOR FENESTRATION R-VALUE FRAME WALL WALL R-VALUE WALL R-VALUE & SPACE O L o r- to story) shall have the wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering U-FACTOR SHGC R-VALUE R-VALUE R-VALUE DEPTH WALL F-- � 0 > a.-• R-VALUE Section 0101 Scope EFLECIIVE 'I� .�o practice. 4 ExCEPT U101.1 General. The provisions shall be applicable for new construction where solar-ready provisions are required. � WHITE W' p 0 N} MARINE 0.35 0.55 0.40 49 20 OR 13+5h 8/13 19 10/13 10,2 ft 10/13 R802.11 Rafter or truss uplift force. ° Z � N'3 z - Section 0102 General Definitions For rafters at 16°o/c in 13Omph wind speed. Roof pitch > 5/12 Exposure B N1102.2.2 (R402.2.2) Ceilings without attic spaces. Where section N1102.2 would require insulation levels above R-30 and the design of the roof/ceiling assembly does " 1/4 Z i �(n:5 M Span (ft) 12 18 24 28 32 36 42 48 not allow sufficient space for the required insulation, the minimum required insulation for such roof/ceiling assemblies shall be R-30. The reduction of Solar-Ready Zone. A section or sections of the roof or building overhang designated and reserved for the future installation of a solar 1/2 photovoltaic or solar thermal system. U U lift Force 117 149 182 203 226 247 281 314 insulation from the requirements of Section N1102.1.2 shall be limited to 500 sf (46 m2) or 20 percent of the total insulated ceiling area, whichever is less. TRUSS IDENTIFICATION SIGN STROKE _ � Co p # COMPLIANCE WITH 19 NYCRR 1264 ❑ I, - co Increase x1.09 for pitch < 5/12. Increase x 1.5 for 24"o/c spacing. Increase x 1.32 for 140 mph. N1102.2.4 (R402.2.4) Access hatches and doors. Access doors from conditioned spaces to unconditioned spaces such as attics and crawl spaces shall be o Section U103 Solar-Ready Zone SIGNS IDENTIFYING THE EXISTANCE OF TRUSS CONSTRUCTION SHALL CONSISTS OF A CIRCLE 6'IN U M ^' R702.3.5.1 Screw fastenin . Screws for attachin sum board and sum ane) roducts to wood framin shall be T e W or T e S in accordance with ASTM C 1002 weatherstripped and insulated to a level equivalent to the insulation on the surrounding surfaces. 9 9 gyp gyp p p g yp yp 0103.2 Construction document requirements for solar ready zone. Construction documents shall indicate the solar-ready zone. DIAMETER,WITH A STROKE WIDTH OF 1/2'.THE SIGN BACKGROUND SHALL BE REFLECTIVE WHITE IN and shall penetrate the wood not less than 5/8 inch. Exception: vertical doors that provide access from conditioned to unconditioned spaces shall be permitted to meet the fenestration requirements of Table U103.3 Solar-ready zone area. The total solar-ready zone area shall be not less than 300 square feet (27.87 m2) exclusive of mandatory access or set back COLOR. THE gRCLE AND CONTENTS SHALL BE REFlFCTIVE RED IN COLOR,CONFORMING TO PANTONE 0 `. R1102.1.2 based on the applicable climate zone specified in Chapter 3. MATCHING SYSTEM(PMS)(187. O_ R702.4 Ceramic Tile. areas as required by the International Fire Code. New multiple single-family dwelling (townhouses) three stories or less in height above grade plane and with R702.4.2 Backer boards. Materials used as backers for wall the in tub and shower areas and wall panels in shower area shall be of materials listed in Table R702.4.2, N1102.2.8 (R402.2.8) Floors. Floor framing-cavity insulation shall be installed to maintain permanent contact with the underside of the subfloor decking. SECTION 1265.4. SON OR SYMBOL a total floor area less than or equal to 2,000 square feet (185.8 m2) per dwelling shall have asolar-ready zone area of not less than 150 square feet and installed in accordance with the manufacturers recommendations. N1102.2.9 (R402.2.9) Basement walls. Walls associated with conditioned basements shall be insulated from the top of the basement wall down to 10 feet (3048 mm) (13.94m2). The solar-ready zone shall be com osed of areas not less than 5 feet 1.52m in width and not less than 80 s uare feet 7.44 m2 exclusive THE SIGN OR SYMBOL REQUIRED BY THIS PART SHALL BY AFFIXED TO THE ELECTRICAL BOX ATTACHED i below grade or to the basement floor, whichever is less. Walls associated with unconditioned basements shall meet this requirement unless the floor overhead p ( ) q ( ) TABLE R702.4.2 q y TU THE EXTERIOR OF THE RESIDENTIAL STRUCTURE: PROVIDED,HOWEVER,THAT: IS AFFIXING THE SIGN OR of access or set back areas as re uired b the International Fre Code. SYMBOL TO THE ELECTRICAL BOX WOULD OBSCURE ANY METER ON THE ELECTRIC BOX,OR IF THE UTIUTY is insulated in accordance with Section N110eplac and Nl have. i U 103.4 Obstructions. Solar-read zones shall be free from obstructions, includin but not limited to vents, chimne s and roof-mounted e ui ment. y Backer Board Materials y 9 Y . q �P PRONDING ELECTRICAL SERVICE TO THE RESIDENTIAL STRUCTURE DOES NOT AllOW THE SI(IJ OR SYMBOL N1102.4.2 doors on Fireplacesl New woodliburning fireplaces shall have tightt fitting flue dampers or doors, and outdoor combustion air. Where using tight-fitting 0103.5 Roof load documentation. The structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. TO BE AFFIXED TO THE ELECTRICAL BOX,THE SIGN OR SYMBOL SHALL BE AFFIXED TO THE EXTERIOR MATERIAL STANDARD doors on factory-built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using GLASS MAT GYPSUM BACKING PANEL ASTM C 1178 ti ht-fittin doors on mason fire laces the doors shall be listed and labeled in accordance with UL 907. U103.7 Electrical service reserved space. The electrical service panel shall have a reserved space to allow installation of a dual pole circuit breaker for future solar WALL OF THE RESIDENTIAL STRUCTURE AT A POINT IMMEDIATELY ADJACENT TO THE ELECTRICAL BOX.THE 9 9 ry P electric installation and shall be labeled 'For Future Solar Electric'. The reserved space shall be positioned at the opposite (load) end from the input feeder SIGN OR SYMBOL REQUIRED BY THIS PART SHALL BE AFFIXED PRIOR TO THE ISSUANCE OF A CERTIFICATE Z FIBER REINFORCED GYPSUM PANELS ASTM C 1278 ' NONASBESTOS FIBER-CEMENT BACKER BOARD ASTM C 1288 OR ISO 8336, CATEGORY C OF OCCUPANCY OR A CERTIFICATE OF COMPLIANCE. 0 location or main circuit location. � NONASBESTOS FIBER MAT REINFORCED CEMENTMOUS BACKER UNITS ASTM C 1325 WOOD ROOF TRUSS SPECIFICATIONS: U TABLE R703.8.1 E 3901.7 Outdoor outlets. A water proof outlet is required for any size, deck, porch, or balcony that is accessible from inside dwelling unit. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOAD COMBINATIONS USING ALLOWABLE STRESS DESIGN PER SECTION 1605.3 OF THE INTERNATIONAL BUILDING CODE. Z) Allowable Spans for steel lintels supporting masonry veneer TABLE N1102.4.1.1 (R402.4.1.1) E 3901.9 Garage Outlets. Garage receptacle, outlets must be serviced by a separate branch circuit that does not supply other outlets. At least one receptacle outlet N0� 5/8 INCH THICK ROOF SHEATHING IS TO BE USED, WHEN ROOF TRUSSES ARE SPECIFIED AS THE ROOF FRAMING MEMBERS. W Air Barrier and Insulation Installation SIZE OF STEEL ANGLE NO STORY ONE STORY two STORIES is required for each car space in a garage. l- a,c (Inches) ABOVE ABOVE ABOVE 1605.3.1 BASIC LOAD COMBINATIONS USING ALLOWABLE STRESS DESIGN: CA ' Lsx3xt/4 8'-0' 4'-8' 3'-0" GENERAL REQUIREMENTS A CONTINUOUS AIR BARRIER SHALL BE INSTALLED IN THE BUILDING ENVELOPE. E 3902.11 Location Of GFCI outlets. All GFCI Outlets must be placed in readily accessible locations. D EQUATION 16-8 Z THE EXTERIOR THERMAL ENVELOPE CONTAINS A CONTINUOUS AIR BARRIER. E 402.14 Tam er resistant rete tacles. Near) all 125 volt 15 and 20 am rete tacles to be tam er resistant. D + L ( (EQUATION 16-9) 0 L4x3x1/4 e'-O' 5'-O' 4'-6" BREAKS OR JOINTS IN THE AIR BARRIER SHALL BE SEALED. P P Y P P P L5x3.5x5/1s 10'-0" 8'-O" 6'-O' CEILING/ ATTIC THE AIR BARRIER IN ANY DROPPED CEILING/ SOFFIT SHALL BE ALIGNED WITH THE INSULATION AND ANY D + S (EQUATION 16-10) U GAPS IN THE AIR BARRIER SEALED. D + .6W (EQUATION 16-12) IY L60.5x1/a Ie-o" 9'-6' T-0" ACCESS OPENINGS, DROP DOWN STAIRS OR KNEE WALL DOORS To UNCONDITIONED ATTIC SPACES SHALL D + 0.75 6W + 0.75 S EQUAl10tJ 16-13 BE SEALED. (' ) ( ) , ^ WALLS THE JUNCTION OF THE FOUNDATION AND THE SILL PLATE SHALL BE SEALED. I•'-• a. Long leg of the angle shall be placed in a vertical position. D = DEAD LOAD, L = LNE LOAD, S = SNOW LOAD, W = LOAD DUE TO WIND PRESSURE. WIND LOADINGS SHALL BE DETERMINED IN ACCORDANCE WITH GRAPIER 26 70 30 OF 0 THE JUNCTION OF THE TOP PLATE AND THE TOP OF THE EXTERIOR WALLS SHALL BE SEALED. ASCE 7-10 FOR 130 MPH ULTIMATE DESIGN WIND SPEED 1 c. Minimum bearing to be 6". KNEE WALLS SHALL BE SEALED. ( O1 MPH BASIC DESIGN WIND SPEED) IN IXPOSURE CATEGORY B. T R703,12 Adhered masonry veneer installation. Adhered masonry veneer shall comply with the requirements of Section R703.7.3. WINDOWS. SKYLIGHTS AND THE SPACE BETWEEN WINDOW/ DOOR JAMBS AND FRAMING, AND SKYLIGHTS AND FRAMING SHALL BE 1 THE WORK SHOWN ON THESE DRAWINGS HAS BEEN DESIGNED IN Z (� V J DOORS SEALED. ACCORDANCE WITH THE STRUCTURAL REQUIREMENTS OF THE 2015 ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE FOLLOWING DESIGN LOADS: ❑ R703.12.1 Clearances. On exterior stud walls, adhered masonry veneer shall be installed: INTERNATIONAL RESIDENTIAL CODE AS ADOPTED BY NEW YORK STATE. TCLL = 20 PSF PLUS UNBALANCED SNOW LOADING, WIND LOADINGS, AND ANY APPLICABLE SNOW DRIFTING OR BUILD UP LOADS AS REQUIRED BY ASCE7-10 TCDL = 15 PSF �..� RIM JOISTS RIM JOISTS SHALL INCLUDE THE AIR BARRIER 1. Minimum of 4 inches (102 mm) above the earth DESIGN LOADS: BCLL=IOPSF, AND BCDL = 10 PSF. PROVIDE ADDITIONAL 25PLF TCDL ON AREAS OF TRUSSES THAT ARE NOTED ON PLAN TO SUPPORT PHOTOVOLTAIC CELLS. R703.12.2 Flashin at foundation. Acorrosion-resistant screed or flashlin of a minimum 0.019 inch 0.48 mm or 26 a e alvanized or IaStiC Wlth 0 minimum FLOORS (INCLUDING ABOVE THE AIR BARRIER SHALL BE INSTALLED IN ANY EXPOSED EDGE OF INSULATION g 1 9 ( ) 9 9 9 P GARAGE AND CANTILEVERED 2 THE STRUCTURAL COMPONENTS HAVE BEEN DESIGNED FOR TABLE R301.7 TRUSSES SHALL HAVE A MAXIMUM TOTAL LOAD DEFLECTION OF THE LESSER OF L/360 OR .75". � r-� vertical attachment flange of 3 X inches (89 mm) shall be installed to extend a minimum of 1 inch (25 mm) below the foundation plate line on exterior FLOORS) THE FOLLOWING LIVE LOADS: ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS stud walls in accordance with Section R703.4. SHAFTS, PENETRATIONS DUCTS SHAFTS, UTILITY PENTRATIONS, AND FLUE SHAFT OPENING TO EXTERIOR OR UNCONDITIONED ROOF: TRUSS DESIGN DRAWINGS SHALL BE PROVIDED TO ARCHITECT AND BUILDING OFFICIAL AND APPROVED PRIOR TO INSTALLATION. TRUSS DESIGN DRAWINGS SHALL INCLUDE THE SPACE SHALL BE SEALED. GROUND SNOW LOAD 2OPSF FROM FIGURE R301.2 5 ALLOWABLE R703.14.2 Fire Separation. Polypropylene siding shall not be installed on walls with a fire separation distance of less than 5 feet (1524 mm) and walls closer than 10 ( ) STRUCTURAL MEMBER FOLLOWING INFORMATION: GARAGE SEPARATION AIR SEALING SHALL BE PROVIDED BETWEEN THE GARAGE AND CONDITIONED SPACES. MINIMUM DISTRIBUTED LIVE LOAD PER TABLE R301.5 DEFLECTION feet (3048 mm) to a building an another lot. (FOR SOLAR READY ROOF DESIGN LOAD ADD: 24 POUNDS 1. DEPTH, SLOPE (IF ANY), SPAN, AND SPACING. �� Exception: Walls perpendicular to the line used to determine the fire separation distance. RECESSED LIGHTING RECESSED LIGHT FIXTURES INSTALLED AT IN THE BUILDING THERMAL ENVELOPE SHALL BE SEALED TO PER LINER FOOT DEAD LOAD FOR ROOF FRAMING) Rafters having slopes greater than 3:12 L/180 2. LOCATION OF ALL JOINTS. R703.8.2.2. Su ort b roof construction. A steel an le shall be laced direct) on to of the roof construction. The roof su ortin construction for the steel an le shall THE DRYWALL. with no finished ceiling attached to rafters 3. REQUIRED BEARING WIDTHS. ��---111 PP y 9 P y P PP 9 9 SHOWER/ TUB ON THE AIR BARRIER INSTALLED AT EXTERIOR WALLS ADJACENT To SHOWERS AND TUBS SHALL SEPARATE THEM FLOORS: 40 PSF 4.1. TOP CHORD LIVE LOAD OR SNOW LOAD. consist of not fewer than three 2 inch by 6 inch wood members for wood construction. A wood member abutting the vertical wall stud construction shall be EXTERIok WALL FROM THE SHOWERS AND TUBS, BALCONIES AND DECKS: 40 PSF Interior walls and artitions H 180 � anchored with not fewer than three 5/8 inch diameter by 5 inch lag screws to every wood stud spacing. Each additional wood roof member shall be p / 4.2. TOP CHORD DEAD LOAD. ^ anchored b the use of two 10d nails at eve wood stud s acin . Install flashin and wee holes. The maximum hei ht of the brick veneer above the lintel ELECTRICAL/ PHONE BOX THE AIR BARRIER SHALL BE INSTALLED BEHIND ELECTRICAL OR COMMUNICATION BOXES OR AIR SEALED UNINHABITABLE ATTIC W/O STORAGE: 10 PSF Floors and ceilings w/ brittle finish L/360 4.3. BOTTOM CHORD LIVE LOAD. H P.4 P4 y rY P 9 9 P 9 ON EXTERIOR WALLS BOXES SHALL BE INSTALLED. UNINHABITABLE ATTIC WITH STORAGE: 20 PSF 4.4. BOTTOM CHORD DEAD LOAD. W ^ shall be 12 feet 8 inches, with max 7:12 roof pitch. See figures R03.8.2.1 & R703.8.2.2. HABITABLE ATTIC W FIXED STAIRS: 30 PSF All other structural members L/240 4.5. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION. fn R703.8.4 Masonry veneer shall be anchored to the the supporting wall studs with corrosion resistant metal ties embedded in mortar or grout and extending into the N1102.4.5 (R402.4.5) Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and 4.6. CONTROWNG WIND LOADS. veneer a minimum 1-1/2 inches, with not less than 5/8 inch mortar or grout cover to outside face. minimum tie size= 22 US gage. Minimum tie falterer unconditioned spaces. All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested ULTIMAITE DESIGN WIND SPEED: 130 MPH FROM FIGURE R301.2(4)A Exterior walls with plaster or stucco finish L/180 5. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDITIONS OF USE, 6, EACH REACTION FORCE AND DIRECTION. m - - EXPGSURE CATEGORY: 8 FROM R301.2.1.4 � /� - 8d common nail. Airspace- Nominal 1° between sheathing & veneer. FJ�ch tie shall support not more than 2.67 square feet of wall area and shall be in accordance with ASTM E 283 ata 1.57 psf (75Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the Exterior walls with brittle finishes L/180 T �/ J 7. JOINT CONNECTOR TYPE AND DESCRIP ION (E.G., SIZE, THICKNESS OR GAGE) AND THE DIMENSIONED LOCATION OF EACH JOINT CONNECTOR EXCEPT WHERE SYMMETRICALLY spaced not more than 32" on center horizontally and 24 inches on center vertically. housing and the interior wall or ceiling covering. SEISMIC DESIGN CATEGORY: B FROM FIGURE 301.2.2 (exempt from �] _ _ seismic provisions of code er R301.2.2 Exterior walls with flexible finishes L/180 LOCATED RELATIVE TO THE JOINT INTE_7FLL. USE 20 GA MIN THICKNESS GRADE A GALVANIZED STEEL PLATES. ^ R703.8.5 Flashing shall be located beneath the first course of masonlry above finished ground level above the foundation wall or slab and at other points of support„ C402.4 (R402.4.6) Tenant Separation Walls (Mandatory). Fire Separations between dwelling units in two family dwellings and multiple single family dwellings p ) 8. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER. O including structural floors, shelf angles and lintels where malsonry veneers are designed in accordance with section R703.8. (townhouses) shall be insulated to no less than R-10 and the walls shall be air sealed. PRESUMAPTIVE LOAD-BEARING VALUE OF SOIL: 2,000PSF Per TABLE R401.4.1 Lintels supporting masonry veneer L/600 9, CONNECTION REQUIREMENTS FOR TRUSS TO GIRDER-TRUSS, TRUSS PLY TO PLY, AND FIELD SPLICES, R703.8.6 Weepholes shall be provided in the outside wythe of masonry walls at a maximum spacing of 33 inches on center. Weepholes shall not be less than 3/16 Includes soil classes: Gw, GP, SW, SP, SM, SC, GM, and Gc. 10. DEFLECTION RATIO FOR LIVE AND TOTAL LOAD. inch in diameter. Weepholes shall be located immediately above the flashing, Section N1103 (R403) NOTE: Soils with clay or clay and silt will require a redesign 11. MAXIMUM AXIAL COMPRESSION FORCES IN THE TRUSS MEMBERS. of building footings. 12. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATIONS. � c ) Systems `/ R801.3 Roof drainage. All dwellings shall have a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface N 1103.1 (R403.1) Controls (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. -- not less than 5 feet from foundation walls or to an approved drainage system. N 1103,1.1 (R403.1.1) Programmable thermostat. The thermostat controlling the primary heating or cooling system of the dwelling unit shall be capable of controlling TABLE R301.2(2) WOOD FLOOR TRUSS SPECIFICATIONS• i F- R802.1.5.� Labeling. Fire-retardant treated lumber and wood structural panels shall be labeled. the heatin and coolin s stem on a dais schedule to maintain different tem erature set oints at different times of the da . This thermostat shall include WOOD FLOOR TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOAD COMBINATIONS USING ALLOWABLE STRESS DESIGN PER SECTION 1605.3 OF THE INTERNATIONAL BUILDING Q 9 9 Y Y P P Y Door And Window Required Design Loads: R802.3 Framing details. Rafters shall be framed not more than 1 1/z inches (38 mm) offset from each other to ridge board or directly opposite from each other the capability to set back or temporarily operate the system to maintain zone temperatures down to 55'F (13'C) or up to 85'F(29'C). The thermostat shall All exterior windows and doors shall meet minimum wind pressures CODE. with a gusset plate as a tie. Ridge board shall be not less than 1 inch (25 mm) nominal thickness and not less in depth than the cut end of the rafter. initially be programmed by the manufacturer with a heating temperature set point no higher than 70'F (21'C) and a cooling temperature set point no lower in pounds per square foot for 30 foot mean roof height, 1605.3.1 BASIC LOAD COMBINATIONS USING ALLOWABLE STRESS DESIGN: H r ) At valleys and hips there shall be a valley or hip rafter not less than 2 inch (51mm) nominal thickness and not less in depth than the cut end of the than 78'F (26'C). exposure B, zone 5 (end wall zone) as follows: D (EQUATION ;t;-d) Z �.�/ rafter. Hip and valley rafters shall be supported at the ridge by a brace to a bearing partition or be designed to carry and distribute the specific load at N1103.1.2 (R403.2) Hot water boiler outdoor temperature setback. Hot water bailers that supply heat to the building through one or two pipe heating systems shall D + L , (EQUATION 16-9) W that point. Where the roof pitch is less than three units vertical in 12 units horizontal (25 percent slope), structural members that support rafters and have on outdoor setback control that lowers the boiler water temperature based on the outdoor temperature. 130 MPH ULTIMATE 140 MPH ULTIMATE 2 ceiling joists, such as ridge beams, hips and valleys, shall [be designed as beams. N1103.3 (R403.3) Ducts. Ducts and air handlers shall be in accordance with Sections N1103.3.1 through N1103.3.5. WINDOW/DOOR SQ.FT.AREA WIND SPEED WIND SPEED D = DEAD LOAD, L = LIVE LOAD, D R802.3.1 Where ceiling joists or rafter ties are not provided, the ridgle formed by these rafters shall be supported by a wall or girder designed in accordance Vith 0 accepted engineering practices. N1103.3.1 (R403.3.1) Insulation (Prescriptive). Supply and return ducts in attics shall be insulated to a minimum of R-8 where 3 inches (76.2 mm) in diam&T DTA 10 S.F. +18.2/-19.0 +21.2/-28.0 FLOOR TRUSSES SHALL BE DESIGNED TO SUPPORT THE FOLLOWING DESIGN LOADS: R802.7.2 Engineered wood products. Cuts, notches and holes bored in trusses, structural composite lumber, structural glue-laminated members, cross-laminate) greater and R-6 where less than 3 inches (76.2 mm) in diameter. Supply and return ducts in other portions of the building shall be insulated to a 20 S.F. +17.4 -22.0 +20.2 -26.0 TCLL = 40 PSF, TCDL = 10 PSS, ,1^;, DL = 5 PSF 0 n ar timber members or I-joists are prohibited except where permitted by the manufacturer's recommendations or where the effects of such alterations are minimum of R-6 where 3 inches (76.2 mm) in diameter or greater and R-4.2 where less than 3 inches (76.2 mm) in diameter. 50 S.F. +16.3 -20.0 +19.0 -23.0 Exce tion: Ducts or ortions thereof located corn letel Inside the buildin thermal envelo e. TRUSSES SHALL HAVE A MAXIMUM �;: LOAD DEFLECTION OF L/480 AND A TOTAL LOAD DEFLECTION OF THE LESSER OF L 360 OR .75". specifically considered. P P P Y 9 P 100 S.F. +15.5 -19.0 +18.0/-22.0 / R802.8.1 Bridging. Rafters and ceiling joists having a depth to thickness ratio exceeding 6 to 1 based on nominal dimensions shall be supported laterally by sOid N1103.3.2 (R403.3.2) Sealing (Mandatory). Ducts, air handlers and filter boxes shall be sealed. Joints and seams shall comply with either the 2015 International r ;•;;nrn m rvals not exceedi Mechanical Cade as amended , the 2015 International Residential Code as amended at the New York Cit Constructions Codes as a licable. Table values shall be adjusted for heights > 30 and exposure C or D by multiplying by the TRUSS DESIGN DRAWINGS SHALL BE PR. . ARCHITECT AND BUILDING OFFICIAL AND APPROVED PRIOR TO INSTALLATION. TRUSS DESIGN DRAWINGS SHALL INCLUDE THE blocking, diagonal bridging (wood or metal) or a continuous 1 inch by 3 inch wood strip nailed across the rafter or ceiling joists at inte ng ( ) ( ) Y PP adjustment coefficient in Table R301.2(3). FOLLOWING INFORMATION: 8 feet. Exceptions: Plus sign signifies pressures acting toward the building surfaces. 1. DEPTH, SPAN, AND SPACING. R802.9 Trimmer joist: single header and trimmer for openings up to 4'-0" and doubled over 4'-0" unless otherwise noted on plan. Connect with tecos for header 1. Air-impermeable spray foam products shall be permitted to be applied without additional joint seats. Minus sign signifies pressures acting away from the building surfaces. 2. LOCATION OF ALL JOINTS. joist spans of 6-0° and greater. 2. For ducts having static pressure classification of less than 2 inches of water column (500 Pa), additional closure systems shall not be required for 3. REQUIRED BEARING WIDTHS, 4.1. TOP CHORD LIVE LOAD OR SNOW LOAD. continuously welded joints and seams, and locking-type joints and seams of other than the snap-lock and button-lock types. 4.2. TOP CHORD DEAD LOAD. N1103.3.3 (R403.3.3) Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage. 4.3. BOTTOM CHORD LIVE LOAD. r N1103.4 (R403.4) Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 109F (41'C) or below 55'F (13'C) shall 4.4. BOTTOM CHORD DEAD LOAD. iii - � ti vi be insulated to a minimum of R-3.N1103.7 R403.7 E ui ment sizin and efficient ratin Mandato Heatin and coolin a ui ment shall be sized in A B B R EV I AT I 0 N S 4.5. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION. Q N N N M ti N ( ) q P 9 Y 9 ( ry) 9 9 q P o - N N M ri ai accordance with ACCA Manual S based on buildin loads calculated in accordance with ACCA Manual J or other calculated in accordance with ACCA Manual J 5. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDmONS OF USE. R806.3 Vent and insulation clearance. Where eave or cornice vents are installed, insulation shall not block the free flow of air. Not less than a 1 inch space shall 9 A,B. ANCHOR BOLT 6, EACH REACTION FORCE AND DIRECTION. or other a roved heatin and coolin calculation methodolo les. D.S. DOWNSPOUT LT. VVT. LIGHTWEIGHT RMS. ROOMS be provided between the insulation and the roof sheathing and at the location of the vent. PP 9 9 9• A.F.F. ABOVE FINISH FLOOR DTL DETAIL LT. LIGHT REINF. REINFORCING REINFORCED 7. JOINT CONNECTOR TYPE AND DESCRIPTION (E.G., SIZE, THICKNESS OR GAGE) AND THE DIMENSIONED LOCAl10N OF EACH JOINT CONNECTOR EXCEPT WH N1103.6 (R403.6) Mechanical ventilation (Mandatory) The building shall be provided with ventilation that meets the requirements of the 2015 International Mechanical ADJ. ADJACENT/ADJUSTABLE LOCATED RELATIVE TO THE JOINT INTERFACE. USE 20 GA MIN THICKNESS GRADE A GALVANIZED STEEL PLATES. ERE SYMMETRICALLY ( ) ( ) ty pp pp A.F.T. ABOVE FINISH TREAD EA EACH LVR. LOUVER RNG RANGE Section R807 Attic Access Code as amended, the 2015 International Residential Code as amended, or the New York Ci Construction Codes, as a licable, or with other a roved 8. LUMBER SIZE, SPECIES AND GRADE FOR Fu GI MEMBER. means of ventilation. Outdoor air intakes and exhausts shall have automatic or ravi dam ers that close when the ventilations stem is not o eratin E.J. EXPANSION JOINT MA LAUNDRY TUB R.O. ROUGH OPENING 9. CONNECTION REQUIREMENTS FOR TO S TL GIRDER-TRUSS, TRUSS PLY TO PLY, AND FlELD SPLICES. R807.1 Attic access. Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that have a vertical height of 30 9 tY P Y P 9• ALUM. ALUMINUM CLEC. ELECTRICAL R• RISER inches 762 mm or reater over an area of not less thorn 30 s uare feet 2.8m2. The vertical hei ht shall be measured from the to of the ceilin ANCH. ANCHOR Mme• MASONRY 10. DEFLECTION RA110 FOR LIVE AND TOTAL LOAD. ( ) 9 q ( ) 9 P 9 ELLV. ELEVATION RND ROUND 11. MAXIMUM AXIAL COMPRESSIOfJ FORCES IN THE TRUSS MEMBERS. framin members to the underside of the roof framin meimbers. Section N1104 R404 Electrical Power and Li htin S stems < ANGLE MAT. MATERIAL 12. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATIONS. g 9 ( ) 9 9 Y RCH. ARCHITECTURAL EQ' EQUAL S.C. SAWCUT The rou h-framed o enin shall be not less than 22 inches b 30 inches 559 mm b 762 mm and shall be located in a hallwa or other readil N1104.1 R404.1 Li htin and a ui ment Mandato Not less than 75 ercent of the lams in ermanentl Installed li htin fixtures shall A.,. MOO MAXIMUM MDO MEDIUM DENSITY OVERLAY + DRAFTSTOPPING: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED 9 P 9 y ( y ) Y y ) g 9 q P ( ry)• P p P Y 9 9 � AT EQUCP EQUIPMENT SCHEM. SCHEMATIC accessible location. Where located in a wall, the opening shall be not less than 22 inches wide by 30 inches high (559 mm wide by 762 mm high). be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: Low EXP. EXPANSION MECH. SHLF SHELF INSTALLED SO THAT THE AREA OF THE ONr SPACE OF A FLOOD CEILING ASSEMBLY, IMAELY E S SHALL S. Where the access is located in a ceiling, minimum unobstructed head-room in the attic space shall be 30 inches (762 mm) at some point above the voltage lighting. EXT. EXTERIOR MECHANICAL SHEET WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOROMEMBRANE EABOVE AND A CEILING MEMBRAANEEBELOW DRAFTSTOPPI G SSHALL BE THEO CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is BD. EBOARD MIN. MINIMUM SRT. PR LADED IN FLOOR_CEILING ASSEMBLIES UNDER THE O O O O O O O BLDG. EBUILDING EE. E=ACH END SIM. SIMILAR FOLLOWING CIRCUMSTANCES: U < located in attics. Section M1305 Appliance Access BM [BEAM M 0 MASONRY OPENING S•S STAINLESS STEEL MIN Iq - - > j 5 w > j j j MTL. METAL w w w w w w w M1305.1 Appliances access for inspection service, repair and replacement. Appliances shall be accessible for inspection, service, repair and replacement without BTM BOTTOM F/C FLOOR COVERING CHANGE STL. STEEL MATERIALS: DRAFTSTOPPING MAIERtAI SHALL BE NOT LESS THAN 1/2 INCH GYPSUM BOARD, 3/8 INCH WOOD STRUCTURAL PANELS. m � � w � � � � Section R902 Fire Classification removing permanent construction, other appliances, or any other piping or ducts not connected to the appliance being inspected, serviced, repaired or BLKG. (BLOCKING STRUCT. STRUCTURAL " R 902.1 Roofin coverin materials. Roof shall be covered with materials as set forth in Sections R904 and R905. Class A, B or C roofin shall be installed in re laced. A level workin s ace not less than 30 inches dee and 30 inches wide 762 mm b 762 mm shall be rovided in front of the control side to F•D FLOOR DRAIN N.I.C. NOT IN CONTRACT 9 9 9 P 9 P P ( Y ) P BRG. EBEARING SUSP. SUSPENSION m jurisdictions designated by law as requiring their use or where the edge of the roof is less than 3 feet (914 mm) from a lot line. Class A, B and C service an appliance. FDR• FOUNDATION (NTS) NOT TO SCALE TYPICAL ROOF & FLOOR TRUSS NOTES: BRK (BRICK FLR. FLOOR SGD SLIDING GLASS DOOR N listed shall be tested in accordance with UL 790 or STM E 108. SQUARE roofing required by this section to be M1305.1.3 Appliances in attics. Attics containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal BSM1 EBASEMENT FP FIREPLACE SQ' s o R 902.4 Roofto mounted hotovoltaic panels and modules. Rooftop mounted photovoltaic panels and modules installed on or above the roof covering shall be of the largest appliance, but not less than 30 inches (762 mm) high and 22 inches (559 mm) wide and not more than 20 feet (6096 mm) long measured � (CENTER LINE F•R• O•C• ON CENTER TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICE. THE DESIGN AND MANUFACTURE OF METAL-PLATE-CONNECTED WOOD TRUSSES SHALL Q P P FIRE RATED TB TOWEL BAR COMPLY WITH ANSI 11. THE TRUSS DESIGN DRAWINGS SHALL BE PREPARED AND STAMPED BY A REGISTERED PROFESSIONAL ENGINEER IIN THE STATE OF NEW YORK. tested, listed and identified with a fire classification in accordance with UL 1703. Class A, B or C photovoltaic panels and modules shall be installed in along the centerline of the passageway from the opening to the appliance, C.M.U. (CONCRETE MASONRY UNIT FRM FRAME OPER. OPERATOR C.J. (CONTROL JOINT OPNG. OPENING T & G TONGUE AND GROVE I TRUSSES SHALL BE FABRICATED IN ACCORDANCE WITH THE TRUSS SHOP DRAWINGS FROM ACCURATELY CUT WOOD MEMBERS CLAMPED IN RIGID FIXTURES DURING ASSEMBLY TO jurisdictions designated by law as requiring their use or where the edge of the roof is less than 3 feet (914 mm) from a lot line. M1307.3 Elevation of ignition source. Appliances having an ignition source shall be elevated such that the source of ignition is not less than 18 inches (457 mm) FT. FOOT / FEET TGS TOP OF GRADE SLAB INSURE TIGHT FfTTING JOINTS. R 903.2.1 Ex osed wall flashin re uired to have a kick-out where the eave of the roof intersects a wall to revent water intrusion into the wall assembl . above the floor in aro es. COL. (COLUMN FTG OPT. OPTIONAL P 9 q P y 9 9 CONC. (CONCRETE FOOTING O.S.B. ORIENTE TFW TOP OF FOUNDATION WALL + TRUSSES SHALL BE INSTALLED PLUMB IN THE PROPER ORIENTATION AND SPACING SHOWN ON TRUSS DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND D STRAND BOARD in 4 the connection to the transition uct and redu - TYPICAL R 905.1.2 An ice barrier/ water shield shall be installed per manufacturers specifications, to maintain product warranty. Carry down front of fascia, m M 1502 Clothes dryer duct maximum length not to exceed 35 from d ted 2 1/2 inches for every 45 degree bend and GA. GAUGE TYP METHODS OF ERECTING THE TRUSSES. THE CONTRACTOR SHALL ENSURE THAT ADEQUATE BRACING HAS BEEN DESIGNED AND INSTALLED TO PREVENT ROTATION AND PROVIDE ~ t ical. A I Ice & water shield in fair weather when the air, roof deck and membrane are at tem eratures of 40 de rees Fahrenheit or 5 feet for each 90 de ree bend. Install booster fan for additional len ths. Clothes d er exhausts stem shall com I with code section M1502 listed and GOND. (CONDITION OZ. OUNCE T TREAD Z E--'-i Yp ppY p 9 9 9 ry Y PY CONT. (CONTINUOUS GALV. GALVANIZED LATERAL STABILT(Y IN ACCORDANCE WITH ACCEPTED INDUSTRY PRACTICE SUCH AS THE SBCA BUILDING COMPONENT SAFETY INFORMATION (SCSI) GUIDE TO GOOD PRACTICE FOR uJ hi her. Ice rotection re uirements er table R301.2 1 Install ice & water shield at all eaves, able ends, his & valle s, On roofs slo es less labeled in accordance with UL2158A. Exhaust duct size shall comply with code section M1506. 1/R ONE ROD TR TOWEL ROD HANDLING, INSTAWNG & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. 9 p q P ( )' 9 P Y P Cu NST. (CONSTRUCTION G•C• GENERAL CONTRACTOR cU� than 4:12, entire roof to receive ice & water shield. M 1506 Exhaust openings: A minimum clearance of 3'-0" is required between air exhaust terminations and openings into the building. GEN. GENERAL 1/S ONE SHELF TRPL TRIPLE • TRUSS MEMBERS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. a. CTSK. (COUNTERSUNK , r PC E 0 TRA R 905.2 Slo e. As halt shin les shall be used ons on roof slo es of two units vertical in 12 units horizontal 2:12 or reater. For roof M1507.4 Minimum required local exhaust rates far one & two family homes. GYP• GYPSUM POURED CONCRETE TH C N CTOR IS RESPONSIDLE FOR THE MEANS AND METHODS OF ERECTING THE TRUSSES. THE CONTRACTOR SHALL ENSURE THAT ADEQUATE TEMPORARY BRACING HAS � m P P 9 Y P ( ) 9 C.O. (CASED OPENING U.N.O. UNLESS NOTED OTHERWISE BEEN DESIGNED AND INSTALLED FOR THE INSTILLATION OF THE TRUSSES. J slo es from two units vertical in 12 units horizontal 2:12 u to four units vertical in 12 units horizontal 4:12 , double Area to be exhausted: Kitchen = 100 cfm intermittent or 25 cfm continuous. G.L. GLUE LAM PBD• PARTICLE BOARD o P ( ) P ( ) CANT. (CANTILEVER W � w underlayment application is required in accordance with Section R905.1.1. Area to be exhausted: Bathrooms/ toilet rooms= Mechanical exhaust capacity of 50 cfm intermittent or 20 cfm continuous. C.T. (CERAMIC TILE HOT. HEIGHT PL• PLATE VERT, VERTICAL Y P 9 9 PP 9 CLG. (CEILING PNL. PANEL VERIFY IN FIELD W w w HDWR. R 905.2.5 Fasteners. Fasteners for as halt shin les shall be alvanized steel, stainless steel, aluminum or co er roofin nails, minimum 12 HARDWARE V.I.F. t- a e 0.105 inch 3 mm shank with a minimum 3 8 inch diameter 9.5 mm head, com I In with ASTM F 1667, of a len th to C.M. (CROWN MOULD HORZ. HORIZONTAL,HORIZONTALLY PWD. PLYWOOD WORK PERFORMED SHALL COMPLY WITH THE FOLLOWING: 0 I.4 _ < 9 9 � ( )� / ( ) PY 9 9 G2415.7.1 (404.7.1) Piping through bored holes or notches. Where piping is installed through holes or notches in framing members and the piping is located less than W WASHER U p C.R. (CHAIR RAIL HD.WD, HARDWOOD PF. PREFABRICATED WITH 1. The mechanical systems shall be installed in accordance with chapters 12-24 of the 2015 IRC & 2016 NYSRC. Z penetrate through the roofing materials and not less than /, inch (19.1 mm) into the roof sheathing. Where the roof sheathing is 1 W inches (38 mm) from the framing member face to which wall, ceiling or floor membranes will be attached, the pipe shall be protected by shield plates less than % inch (19.1 mm) thick, the fasteners shall penetrate through the sheathing. that cover the width of the pipe and the framing member and that extend not less than 4 inches (51 mm) to each side of the framing member. Where D IDRYER HR' HOUR PR. PAIR WD WOOD 2. The plumbing systems shall be installed in accordance with chapters 25-33 of the 2015 IRC & 2016 NYSRC. CO 4 R 905.2.8.3 Sidewall flashin Base flashin a ainst a vertical sidewall shall be continuous or ste flashin and shall be not less than 4 HDR. HEADER PROJ. PROJECT / PROJECTED WWF• WELDED WIRE FABRIC 3. The electrical systems shall be installed in accordance with chapters 34-41 of the 2015 IRC & 2016 NYSRC. 9 9 9 P 9 the framing member that the piping passes through is a bottom plate, bottom track, top plate or top track, the shield plates shall cover the framing (PENNY HB HOSE BIB PSI POUNDS PER SQ. IN. WALKOUT 4. All eneral notes unless otherwise noted on lans or roduet s ecifi W 'I ( ) 9 ( ) Y ( ) 9 ( ) p 9 WO OR W/0 9 p p p cations. T inches 102 mm in hei ht and 4 inches 102 mm in width and shall direct water awa from the vertical sidewall onto the roof member and extend not less than 4 inches 51 mm above the bottom framin member and not less than 4 inches 51 mm below the to framin DBL, (DOUBLE PSF POUNDS PER SQ.FT. 0 W `r or into the gutter. Where siding is provided on the vertical sidewall onto the roof or into the gutter. Where siding is provided on member. DIA. (DIAMETER I.D. INSIDE DIAMETER WNDW WINDOW 5. All applicable state & )oral codes, ordinances and regulations if any. INGR. IN GROUND P.T. PRESSURE TREATED 6. In areas where the drowinas do not address methodolo the contractor shall be bound to erform strict corn Mance with manufacturers s ecifications and or the vertical side wall, the vertical leg of the flashing shall be continuous under the siding. Where anchored masonry veneer is G2415.7.3 (404.7.3) Shield plates. Shield plates shall be of steel material having a thickness of not less than 0.0575 inch (1.463 mm) (No. 16 gage) DIR, IDIRECTION 9Y• p p p / ❑ provided on the vertical sidewall, the base flashing shall be provided in accordance with this section and counterflashing shall be DN (DOWN INSUL. INSULATION QUAD. QUADRUPLE recommendations. �T � G2426.7.1 (502.7.1) Door swing. Appliances and equipment vent terminals shall be located such that doors cannot swing within 12 inches (305 mm) horizontally of INT. INTERIOR REQ'D REQUIRED W = provided in accordance with Section R703.7.2.2. DR. IDOOR 7. General contractors and subcontractors to review these construction documents upon receipt from architect and report any and all discrepancies including any the vent terminal. Door stops or closures shall not be installed to obtain this clearance. I.S. INSIDE CORNER REF. REFER TO REFERENCE Iii R 905.2.8.5 Drip edge. A drip edge shall be provided at eaves and rake edges of shingle roofs. Adjacent segments of drip edge shall be DW [DISH WASHER RMS. ROOMS dimensional conflicts, immediately to architect for corrective measures prior to construction. 0 1 G2427.8 A mechanical draft venting system, excluding direct vent appliances, shall terminate not less than 4 feet below, 4 feet horizontally from or 1 foot above any � �../ ca overlapped not less than 2 inches (51 mm). Drip edges shall extend not less than % inch (6.4 mm) below the roof sheathing DWG, [DRAWING JT• JOINT REINF. REINFORCING,REINFORCED 8. DO NOT SCALE DRAWINGS. DIMENSIONS SHALL BE CALCULATED AND NEVER SCALED UNLESS OTHERWISE NOTED. and extend u back onto the roof deck not less than 2 inches 51 mm . Dri ed es shall be mechanical) fastened to the roof door, operable window or gravity air inlet into any building. The bottom of the vent terminal shall be located not less than 12 inches above finished ground KSI U m P ( ) p g y level. KIPS PER SQUARE INCH 9. The general notes and typical details apply throughout the job unless otherwise noted or shown. deck at no more than 12 inches 305 mm o.c. with fasteners as s ecified in Section R905.2.5. Underla ment shall be installed Z ( ) P Y The vent terminal of a direct vent appliance with an input of 10,000 BTU per hour or less shall be located not less than 6 inches from any air opening 10. DISCREPANCIES: The contractor shall campore and coordinate all drawings; when in the opinion of the contractor, a discrepancy exists, the contractor shall ; J over the drip edge along eaves and under the drip edge along rake edges. into the building. Such an appliance with an input over 10,000 BTU per hour but not over 50,000 BTU per hour shall be installed with a 9 inch vent promptly report it to the architect for proper adjustment before proceeding with the work. Z qa < < termination clearance. 11. OMISSIONS: In the even certain feature of the construction are not fully shown on the drawings, their construction shall be off the same character as for similar UI o o (4 R 1001.1 Masonry fireplaces & chimneys to be constructed in accordance with Section R1001 and the applicable provisions of Chapters 3 The vent terminal of a direct vent appliance with an input of over 50,000 BTU per hour shall be located not less than 12 inches from any air opening into G RAP H C SYM B 0 LS conditions that are shows; nr noted elsewhere on the construction document set. and 4 of this code. the building. 12. All work is to be performed in a professional manner and in accordance with best practice and consistent with monufacturer'is and supplier's recommended W SER ,q R 1003.9 Termination. Chimneys shall extend not less than 2 feet higher than any portion of a building within 10 feet, but shall not be less installation procedures, 0 IN 'Q0 i 1 than 3 feet above the highest point where the chimney posses through the roof. U STRUCTURAL CALL. REFERENCE �G pBER �,. Section G2439 (614) Clothes Dryer Exhaust XX 13. The architect has not been retained to perform framing inspections and / or fi�ld inspection. The architect is therefore not rresponsible for any and all conflicts �n r C,S G2439.1 (614.1) Installation. Clothes dryers shall be exhausted in accordance with the manufacturer's instructions. Dryer exhaust systems shall be independent of all DETAIL REFERENCE including weatherazation, water proofing and framing with respect to the construction documents. 44 [<� Section R1004 Factory-Built Fireplaces other systems and shall convey the moisture and any products of combustion to the outside of the building. XX c� PURSUANT TO SECTION 69.5 (b) OF THE NEW YORK STATE EDUCATION DEPARTMENT, REGULATIONS OF THE COMMISSIONER ('REGULATIIONS"), 8 NYCRR 69.5, ENTITLED _ ,,; �e ?e �� R 1004.1 Facto built fire laces shall be listed and labeled and shall be installed in accordance with the conditions of the listin Facto L� FLOOR FINISH CHANGE 2 t m -T rY P 9 ry "SEALS", AN ARCHITECT WHO SFALS "PLANS, SPECIFICATIONS AND REPORTS" MUST PLACE A STAMPED WARNING ON THE SEALED DOCUMENT INDICATING THAT: R IS A y �+ built fire laces shall be tested in accordance with UL 127. G2439.4 (614.5) Dryer exhaust duct power ventilators. Domestic dryer exhaust duct power ventilators shall be listed and labeled to UL 705 for use in dryer exhaust W ; I Z P VIOLATION OF THE lAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AND ITEM TNI ANY WAY. 2 (!) r � p g p ry p P P duct system. The dryer exhaust duct power ventilator shall be installed in accordance with the manufacturers instructions. O DOOR / HARDWARE TYPE 0 , t� R 10004.5 Gasketed fire lace doors. A asketed fire lace door shall not be installed on a facto built fire lace exce t where the fire lace �1 system has been specifically tested, listed and labeled for such use in accordance with UL 127. CA 'I p 1"-",'-1' R 1006.1 Factory built or masonry fireplaces shall be equipped with an exterior air supply to ensure proper fuel combustion unless the room Section P2607 Waterproofing of Openings XX - - - XX BUILDING SECTION ` 38 Q-� . is mechanically ventilated and controlled so that the indoor pressure is neutral or positive. See sections R1006.1.1- R1006.5. P2607.1 Pipes penetrating roofs. Where a pipe penetrates a roof, a flashing of lead, copper, galvanized steel or an approved elastomeric material shall be installed )()( )(X _ .(� in manner that prevents water entry into the building. Counterflashing into the opening of pipe serving as a vent terminal shall not reduce the required �= PARTITION TYPE r �W Energy Efficiency internal cross-sectional area of the vent pipe to less than the internal cross-sectional area of one pipe size smaller. � N1101.10.1.1 (R303.1.1.1) Blown or sprayed roof/ ceiling insulation. The thickness of blown in or sprayed roof / ceiling insulation (fiberglass or J NUMBER cellulose) shall be written in inches (mm) or markers that are installed at least one for every 300 square feet (28 m2) throughout • the attic space. The markers shall be affixed to the trusses or joists and marked with the minimum initial installed thickness with 0 1 6 0 2 3 numbers not less than 1 inch (25 mm) in height. Each marker shall face the attic access opening. Spray polyurethane foam T T LLI thickness and installed R-value shall be listed on certification provided by the insulation installer. `.J N�T S 2 5 M O EL B CO SHEET NUMBER 2 W . P & 2 6 MODEL B - l W 0 COPYRIGHT GRCH ARCHITECTURE R.C. 2017: ALL RIGHTS RESERVED WHEN NOT ALIGNED WITH RAFTER, 1--CONNECT KING STUDS TO TOP PLATE - Z 66--W X 14"MIN. ROOF FRAMING TO M PAR WRAP I-I/4"X22 6A.6ALV.COIL STRAP 2x4 OR 2xb W (f-10 X 1.T'MN. Cf ATTACH S OVER TOP OF TOP PLATE AND NAIL CRIPPLE 5TUD5 o ATTAM TO I'"PAR ►b"O.G. Ur 2x AC-0 LEDGER VV 2-3/8"x5" LAG DBL TOP PLATE 11i OF OPPo5N6 RAfTH<5 ROS RATER• BOLTS e I6"OG INTO STUDS U s' SEE PLAN SM PLAN SIMPSON STRONG-TIE AT 2 BLOCKING SA1YS �.�/ IL =' A35 a EVERY RR 2X4 STUD WALL OR Z GABLE ED GEILIN6 JOIST OR 5TAGKS U C a a, ` `ON STRDNG SMISM`ST o ° - - 51MaSON STRONG-TIE TRU55 BOTTOM CHORD 51MP50N H2 CONNECTOR®EA. F- ,�,,",,,► C -TE 1115 TE fib ° Sit-`.SON STRON6-TIE H2 8D NAILS 8d NAILS T P. RIDC 5TWP5 5HH1 DE ATTAOtfD TO EACH PAR O GFPOSM6 RAFTERS. 2X4 DOLLAR TINA H3 EVERY RR (WR HEN ALIGNED) AND KIN65 j a� p° TTP. TION:RGSE 5TRM5 ARE NOT RE4{ARID WHEN OCULAR TIES GF NOMNAL ab OR 1X4 Llh1�R ARE LOCATID IN THE WRR THIRD C'THE UPPER THIRD OF THE ATTIC SPACE �N IN GON®INATION ONLY WIN STUDS HND W 4-IOd AT EACH RAFT% 05-22 STRAP AT N} FOR USE WPI STUDS AND USE ATTIC SPACE AAD ATTACNFD TD EAGn PAR o RAFTERS W/4-IOd NALS RAFTL�25 Al 16N NOT ALIGN EACH STUD,SEE 0 L5U26 FOR 2x6 RR DETAIL 4 ER Z U L �° LSU28 FOR 2x8,2x10,OR 2x12 L) Q W N co U o N4 FRAMED OPENI G ❑ U co R WIN Off{ORco co RIDGE STRAP DETAIL / -RIDGE STRAP DETAIL SIMP50N 5TRON&-TIE 2x4 S 2x6 E OR DOOR (FOR CATH.GL65 WITHOUT GOLLAR TIES) / (WITH OR WITHOUT COLLAR TIES) LU2b® EVERY GJ STUDS Ib"O.G. NO"CIALFT ( _ 2 2x AGQ LEDGER W/3/8"x5" LAG r"N D2tLT6. LOCATEAT N.TS. LOCATE AT£VERY RAFTB2BOLT® 16" OG INTO STUDS GONNEGTORSQSTRAPPING TO BE 1-I/4"X 22 GA. IN THIS AREAEW WE / 6ALV.,SEE DETAIL 4/01.ALL STRAPPING -TE 5 SrR�NG // GABLE END WALL To BEAR A MIN.OF IO"ON FRAMING. �- 51h "STRONG eD NALS rfp !IOD MAY I�U`-FD F APFLED PORG H ROOF O E BDNAILSRTYP. 0'm IS I,M. // STRAPPING DETAIL. DETAIL AT ATTIC FOR USE W�15TUD5 AND V5E IN WMINATION ONLY WIN STUDS AND �,/ 1 I Z �FOFTEt�i ALIGN N T5. �NOT�� O I I STRAPPING TO RUN ONTO RIM JOIST,SEE �� O DETAIL 9/DI(ONE STORY)OR ONTO STUD U AT WALL BELOW(TWO STORY) ROOF RAF=TE=R HURRI GAME= TIES\\\ . e I \ e e ' Z KT-5. LOCATED AT EVERY ROOF RAFTER ATT I G e z O STRAPP I NO DETAIL U ° IZ FOR FRAME GONNEGTIONS o ° SIMP5GN P06T GAP GGG�'r-4, , ^ ° n ECGQ3-4 AT f3D5 DI NA.TS. 2ND F=LOOR � M5T��3 Z / / W (1)2x PROVIDE 3"X3(6"X3" WASHER PLATE AT ALL ANCHOR BOLTS V J 4-I6d FACE NAILS FROM OR 4x Qj� KING STUD INTO HEADER ❑ �G4S69 SECURED BY WOOD SILL PLATES. GOLUMN POST TOP ANGHOR � START MALS e� 51MP50N PARE OR 5B ANCHOR BOTS MAY BE USED IN LIEU OF T / THREADED D W/WA L 1�1 / LOCATE AT E1/132Y GOl.I1MN/6tRDER GONPJEGTION I-I/2 lP FROM PROVIDE 3'Xb'X.036'6ALV.STEEL PLATE IN r MR 7)EAD U3J6TH N T5. END GF STIP 6-8D NAILS AT GORWR5 AND INTER5EGTIN6 (�NALS MN IN i 12-SD NAILS AT AT BUTT JOINTS IN 5TRA16HT SIMP50N L5TAI2 STRAP W/ X.O36'C7ALV.STEEL PLATE IN p°LBRGTH(TYP.) l 1 -T WARS WHERE"THERE SINGLE PLATE OR HEADER B-IOD NAILS EACH END AT T -e-NO MALS am 51AN � � 2Xb KING STUDS(UD N), EACH JAGK STUD AL 24'MINIKUM LAP SPLICE ONE AT 9PAN5 UP TO 6 FEET ff MALS TWO FOR 5PAN5 6 TO 12 FEET LL1�m 1 /e° 5/8"(P A301 ROD THREADED b"BOTH ENDS. THREE FOR 5PAN512 TO 16 FEET :2X6 JACK STUDS N.O.N): r� FRAn MH END FRF ESBdT 3/4'AND I'ROD AT 51MP50N STEEL 5TRON6 WALL,SEE PLANS 12-160 MIN.NAILS (ONE AT SPANS<b' °�""`E�'/$" EW 1�TIH IST F=LOOR W BO�TTHS AT ALL SPLICES 1TW0 AT SPANS FROM b'TO 12' F- II MK -I SIMPSON POST BASE N , " UNLESS NOTED 0THERN15E ON PLAN Q ABU44 OR ABU66,SEE PLAN 2X3/a X3 WA5HER PL W/NUT EACH SIDE _ (4)U46 MK N 65-22 COIL STRAP I UPPER STORY SHEAR m lam ' 1 WALL TO 61RDER EXTERIOR WALL ❑ ALTERNATE ANGHOR BOLT DETA I L W F=LOOR TO F=LOOR TIE=S I l � BELOW CONNECTION I/2"mH00KED ANCHOR130LTYR/T' EOR 5ET &AGK WALLS HDU HOLD-DOWNS AND STRONG WALL DOUBLE TOP WALL PLATE SPLICE DETAIL HEADER GONNEGTIION 4 N.TS. LOCATED AT EVERY STUD \ MINIMUM EMBEDMENT OR EXPANSION I✓ 14 I I6 \ FOUNDATION BOLT N.T.S. NUTS. NT-x`• r , \ N.T.S. P4 NOTE: 60L 618)-5 LIM 5IFATmNG PROVDE Sd OO6AiGN(0131 x 15•LONG)NNS. \ COL STRAPS OVER SHEATHING PROVIDE 10d OOMAION(OUI x V LONG)NAl6 COLUMN POST BOTTOM ANN IG\\ 6 ALLOWABLE HOLT - \ LOCATE AT EVERY GOII OI DER CONNECTION W )Own E To rtAr VAIV Vac 8D NAIL®b"0/G AT ALL PANEL ED6E5 I6D NAIL® 24"0/C \ PR M bd NUS TOE NUID 160 NAIL®24"0/G � LVL Headers and Beams A5 PH<WF4)L HIP RAFTER, Tib ATB OR PLYWOOD W 51MP50N HGP HIP 5EE PLAN SHEATHING Microllame LVL INTERIOR 1.3E TimberStrand® and 2 x dianneter of the (4)NAL5 MIN.N CORNER TIE NOTE:WIERE 24"WIDE MINIMUM FULL HEI6HT I n"LENGTH(TYpI LSL hole zone Parallam®PSL /3 depth U WALL RETURN 151 PROVIDED AT ENDS OF I _ -'0 WTM hole zo a largest hole(minimum) Q BRACED WALL LINE THE 800#HOLDOM MAY L° BE ELIMINATED. PROVIDE TWO(ONE AT EACH I-3/4'MINI �"LENGTH�N') }`" J e o SD NAIL®b 0/G INTFR4�' - - 51DE)CS,-22 STRAPS PER DETAIL 4 IN LIEU OF I SIMPSON BP wA51RER LSTA36 STRAPS SHIOI W IN TIE DETAIL. NAIL SHEATHING TO AT ALL PANEL FD6E5 d - - - I SILL PLATE W/ea � O•--2X AGO SILL PLATE. DOUBLE aEXTERIOR ° - T NAILS o 4'0/G SILL AT RILL BASEMENTS "� UM BOARD ' o 0 0 J T'MINIMUM 5/8 DIA STEEL ANCHOR - _ - - _ $D NAIL® 12'0/G AT ALL Parallam®PSL MUM BOLTS MAX.2-VOL.. Ix W rur vv.tEY Microllame LVL and EXTEND BOLTS MIN.T INTO G5-22 COIL STRAP 7o RAFTER MEMBERS NOT AT PANEL EDGES allowed hole zone FDI.WITH TI6HTENED NUT t Tx 3'WASHER TO EACH BOLT. middle Y3 span (1)1 x b ACG 5hP50N LTP4 PLATE NAItD TO 5tP5GN COL STRAP IS/32 OSB OR PROVIDE TERMITE 5FIIEIJD SILL 5LL FLATS AT EAO R�wry INSIDE CORNER OUTSIDE CORNER s<4 CONTINUOUS BAR RIM AND 511 PLATE®W"0/G PLYWOOD SHEATHING d 1.3E TimberStrande LSL allowed hole zone d L5TA3b PU 10-IOd MALS LOCATED 2'TO b' SEAL AND MAINTAIN WHIN. VALLEY J4AC Nr�TLi5. INTO 5TUD ABOVE AND FROM WD TO FINISHED GRADE NAL A5 P6t TArrtP 5!P WF4M PLAN VIEW PLAN VIEW LLL � BELOK(2EACH CORI,% �°h1T0P0F1�AL` NOTE EXTERIOR WALL TOP General Notes Q coN N N M r� CV 0 Tall=Zg80� COIL STRAPS UNDER 5FEATHING PROVIDE:6d COMMON(0.131 x 25'LONG)NAILS.COIL N N M M C6 5ff FOUNDATION PLAN STRAPS OVER SHEATHING PROVIDE: IOd COMMON(0.131 x 3'LONG)NAILS. �/T E O O E HEADER MAXIMUM ROUND • Allowed hole zone suitable for uniformly I loaded LAY-OVER OR F=ALSE VALLEY PLATE HIP CONNECT)ON EXTERIOR LI�ICJI� CORNER DEPTH HOLE SIZE headers and beams only. WALL FRAMING 43/a 1" • Round holes only nd STORY GORNE:R GONNEGTORS TITIPIGAL ANCHOR BOLT STUD TO RIM JMT �, ISO SILL PLATE STRAPPING DETAIL 5Y2" 1Y4" • No holes in cantilevers. (� r i v7Y4"to 20" 2" • No holes in headers or beams in plank oriientation. N.TS. LOCATED AT E�1/ERY GORIER N.TS LOCATION AS NOTED N.TS. LOCATE D KTs N.T.S. N.TS. See illustration for Allowed Hole Zone of NOT Cut,notch a drill holes in headers except as indicated in illustrations and tables. <A z z z O z z z z A MMIM JM OF TWO BRACED WALL LINES 04)ARE'R lRED IN EACH DIRECTION OF A B111LDIN6. BI"LS SHALL NOT BE SPACED WDM STRAP AND WALL O"n"-\`I I EXTEi� AND WNL.StfATl w � 0 o O F 0 0 0 O MORE THAN 60 FT APART. WALL5 WITHIN A BNL SMALL NOT BE OFFSET BY MORE THAN 4 FEET PROM A OWL BNL LOCATIONS ARE NOT. TD Ta'GP PONY WNL r Ili NOTE: TO TOP GP my WAL P U� m o7 U5 to V5 U5 55 INDICATED ON FLOOR PL1A15 2 FT MAX PONY WALL MAY BE I I 2 FT MAX PONY WALL MAY BE SWSON PfTIZ HGLD"AT Cf-W�P WACO WP SHALL BE61N WITHIN 10 FEET OF EACH END OF A BW-. THE DISTANCE BETWEEN ADJAGEM' PLACED ON TOP OF HEADER PLACED ON TOP OF HEADER w w w � w w w w A BRACED WALL PANEL 173 ) � � � w � � � � WAIL END PME-6(TYPE Al HDU A5 REeW EDSE5 OF BHI''S SHALL NOT BE eRF-ATER THAN 20 FEET. THl92E SMALL BE A MINM)M OF TWO BW'ON EACH BW-EXCEPT AT ®I AT WN"WALL PETALS G ANP D. WALLS(16 FEfT LONG MAY HAVE ONE 46'OR LON6FR BWP. BWP ARE TYPICALLY G5-W5P SHEATHED BRACED WALL PANELS ® (TYPE A)OR GYPSUM BOARD 6B(TYPE B). PROVIDE TYPE G,D,E,OR F PANELS AS NOTED ON PLAN WHERE BNP TYPES A / \ / 3 I/2'WIDE LVL HEADER(SEE PLOW m ®� e-IOD MALS AT PTTIZ ALIFY DUE TO MINIMUM LENGTH REQUIREMENTS OR ADDITIONAL CONTRIBUTING LENGTH OF BWP 15 REQUIRED. P \�tr�E / CONTINUOUS TO d1T51'DE OF-ANLL 2 ® AND B DO NOT QIl \ N BWP TYPES ARE INDICATED ON FLOOR PLANS. \ \ \ ® 3/8'(P THREADED ROD \ v J1 CS-HSP CONTINUOUSLY 5HEATHFD BRACED WALL PANELS(TYPE A)SHAL.1-MEET _ THE MIN M M LENS dF TABU E Rfi02.105. NAIL 7(a'MIWNd1M WALL CONTINUOUS IlY4 MIN DEEP HEADER TO CONTINUOUS KING STUD(HEADER Q PMa.�E NOTE:WHERE 24 WIDE MINIMUM RAI NEI6HT OUTSIDE KING STUD(SEE FLAW WALL RETURN 15 PROVIDED AT ENDS OF %EATWN6 WITH aid NNL5 O b'O/G 06M)AND 12'O/G(FIELD)AND PROVIDE 2X / PANE.®6E5. PROVIDE 600 POUND HOLD" FASTEN J'SHEATHING TO HEAM W � FASTEN�'SHEATHING TO HEADER W/ / � / Z GS-HSP BRACED WALL LINE THE 800# AT ALL I1N<r�1PPORT® aD NAILS a 3'O/G IN EACH DIRECTION / 8D NAILS 0 3'OlG IN FAGH DIRECTION / / W HOLDOM MAY BE ELIMINATED. PER DETAIL Iq OR,20 AT ENDS OF BRACED WALL LINES THAT DO NOT HAVE c� EITHER A24'MIWNIIM RAL-HEIGHT WAIL REAM OR A 48'MIN IKH BWP. SIMP50N LSTA24 STRAP ON BOTH SIDES AND SIMPSON L5TA24 STRAP ON UNSHEATHED O TRIM TOP OF PANEL AS IREQb I EACH OF HEADER TO JACK STIP W/I6-100 NAILS FACE IN Ib-100 NAILS � j TABLE 8602.105 MINIMUM LENGTH REQUIREMENTS OF GS-W5P z F- b 1/4.5D5 SoGREwS Q W m CONTINIIOU5LY SHEATHED BRACED WALL PANELS FASTER TOP PLATE TO HFADB2 W/2 / z FASTEN T�OP OF Ibd NAILS aaE TO R3*0/G z W o ►"TALI AJAGENT CLEAR MINIMUM LENGTH OF Ram OF Ibd NAILS a 3'0/6 Q WALL MIN PANEL / -BOTH SIDES(4 STRAPS PANEL) > w HEIGHT(FT) OPNG HEIGHT BRACED WALL PANEL v HEIGHT(FT) WIDTH'L' / // PANEL 5HALL HAVE A LENGTH'L'OF NOT / PANEL SHALL HAVE A LENGTH'L'OF NOT / W r w f" 5IMP50N CNN COUPLER NUT <64' 24' LE55 THAN I6'FOR 8 FT WALL 18'FOR 9 v LESS THAN 16'FOR ONE STORY AND 24'FOR / $ 2&' $ 64'TO T°SO" 32' FT WALL,AND 20'FOR A 10 FT WAIL SEE FIRST FLOOR OF TWO STORY APPLICATION. 9 32' / i SIMPSON SW98 STRONG-WA1LL SB Z U 80"TO qb" 36'* X PLAN FOR ACTUAL LENGTH SE PLAN FOR ACTUAL LENGTH / 10 34' PANEL,VERIFY PA)a 15 IPLUMB <64' 27' GYPSUM BOARD 'GB"BRACED WALL PANELS(TYPE B)SHAT BE 4 Q / I I 38" // / 4 3/8'm ANCHOR BOLT GM2 Cl 64'TO 80' 30' 4130 MINIMUM IN LENI6 M ON BOTH SIDES OF WALL PEIR TABLE - 12 42' / NOTE:DETAIL APPLIES TO 3/5'(P VE ANCHOR 80"TO 96" 41' `RG0210:. SECt1R &6YPal1M BOARD NTN 6d COOLER NAILS, (2)JACK 5TUD5 MIN.OR PER PLAN / LL Q (2)JACK STUDS MIN.OR PER PLAN / W • 1XII5'X 17ff'6YPf3l1M BD NAILS,OR A48'X I / Q E /% BOTH ENDS OF HEADVER <64' 30 NAILS O"1'O/G )AND-rO/G(FIELD). BLOCKING 15 NOT ! - / LL ❑ • Io 64'TO$0' 30' P ' 80"TO qb" 3$" AT LN9PP10RTED PANS-E xE5 WF@I PANELS ARE BLOGKIN6 AT PANEL E06E5 BLOCKING AT PANEL EDGES • II ISTALLED HORIZONTALLY. PROVIDE JOIST OR TR 65 OR R L ' *Partial credit for panels 36"to 48"wide per 8602.10.5.2 HEIGHT BLOCTKINB DIRECTLY ABOVE AND BELOW TYPE B WALLS. ONE JACK AND KING STUDS ONE JACK AND KIN6 5TUD5 I3LOGKIN6 AT PANEL ED6E5 / ' �� "L" EQUAL TO -1 9 � 1YPIGAL HOLOOHN DETAIL AT CONTINUOUSLY SHEATHED WOOD TWO KING STUDS / / / or » I2" GYPSUM BOARD "GB" - TYPE B MID � TO S0 FASTEN1/16' COMMON 5o O/C A STUCTURAL PANEL "CS-ASP" -TYPE A R AND51LL w/aDcoMMONNVLso3'oiG } FRAMED FLOOR , ` NOT TO SCALE PER FIGURE 8602.10.5 NOT TO SCALE PER FIGURE 8602.10.5 j FASTER 5ILL S ed NAIL To SND C/) AND SILL W/8d NAILS 9 4'0/G PORTAL DETAIL"A'ONLY APPLIES 5IMP50N HDU5 HOLDOM W/14-1/4'5D5 51MP50N HDU2 HOLD"W/6-114' / / � Q Q N N.TS. TO 2 FT TO 16 FT WIDE OPENIN65. SCREDR5 IN DOUBLE END STUD / 505 SCREWS IF NO FLOOR ABM. / � TABLE 602.10.3(0 BRAGING REQUIRETENT5 BASED ON I40MPH TABLE 602.10.3(2)WIND ADJ)5TMENT TO HDU4 HOLD"W/10-V4 5D5 / ; PANEL To STT DIRECTLY TI N H of WIND SPEED,EXPOSURE B,30 FT MEAN,ROOF HEIGHT,IO FOOT REQUIRED LENGTH OF WALL BRACING. 2-I/2'm ANCHOR BOLT OR EXPAN510N SCREWS IF FLOOR ABO / / CONCRETE FOUNDATION WALL W ERE D q SMx�JN PTTIZ HQLP M AT 6S WG'GRAB WALL HEIGHTS,AND 2 BRACED KALL LINES ADJUSTMENT STORY CONDITION ADJUSTMENT BOLr WITH 2'X2'xs�'PL WASHER I/2'm ANCHOR OR FJCPANSION BOLT / U G\ ERT RCS WAIL IEW PAN95(TYPE A)IDU AS REQUR® BASED ON 51JPPORTING FACTOR - OVER ti4 BAR CONT IN TOP OF CONCRETE 2-I/2'm ANCHOR OR EXPAN510N BOLT f i HE F. ® AT GR'AaP WAIL PETALS C AND P. STORY BWL SPACING DONT METHOD 65 k4 BAR GOVT IN TOP OF GONGitEON CONCRETE FOUNDATION FOUNDATION ® 5HEATHING EXPOSURE CATEGORY ONE STORY G 12 FOUNDATION iy EXPOSURE CATEGORY ONE STORY D 15 04 BAR CONT IN TOP AND BOTTOM * O •� r -i ® &-IOD MALS AT PTTIZ TOP IO' 25' S5' PAB5-1a ANCHOR BOLT OR%THREADED OF CONGRETE FOUNDATION SIMPSON 5&7/8X24 OR PAB7-i8 ANCHOR i r� m ® EXPO5URE CATEGORY TWO STORY G 13 EXPOSURE CATEGORY TWO STORY D I b EXTEND WALL SHEATHING OVER RIM JOIST / ROD HU `H�PLATE,`�NAIL 15/61 s ,T}tREADED W N fr ® TOP 2O 5.O 10.0 PARS-18 ANCHOR BOLT OR/e BOLT OR Ya°STORE�DF� 5/DI = 3-� ''� �. ROD W WASHER PLATE,SH DETAIL 150 s OVER U ® , ROOF EAVE TO RIDGE ROOF ONLY 15 FT 0 PANEL W6E FRAMED HALL PORTAL DETAIL"B'ONLY APPLIES TO 6 FT TO IS FT WIDE OPENINGS. � � �0 TOP 30 1.0 145 '.• R .,�/ '.<_ ROOF HAVE TO RIDGE ROOF ONLY 20 FT l.6 FLOOR PANEL HAS CONTRIBUTING LENGTH OF 45'TOWARDS R602.10.3(I)MINIMUM LENGTH WALL TO BE USED ON FIRST FLOOR APPLICATION ONLY.PANEL HA5 I 51NP50N STRONG-WALL REQUIRES ENGINEERED DESIGN TO ( ,•, TOP 40' q.0' 18,5 ROOF HAVE TO RIDGE ROOF+I FLOOR 15 FT 1.15 REQUIREMENTS FOR BRACED WALL PANELS AT BRACED WALL LINE-5. WALL TO BE CONTROMN6 LENGTH OF 48'TOWAR05 R602.10.3(U MINIMUM LENGTH TO DETERMINE PANEL 51ZE AND ANCHOR BOLTS FOR v ROOF HAVE TO RIDGE ROOF+I FLOOR 20 FT 1.3 USED ON FIRST FLOOR APPLICATION ONLY. REOUIREMENT5 FOR BRACED WALL PANEL5 AT BRACED WALL LINE5. ( ACTUAL HORIZONTAL DC516N WIND LOAD AND Ca vrnoN TOP 50' 11.0' 23.0' ROOF HAVE TO RIDGE ROOF+2 FLOOR 15 FT 1.1 ROOF HAVE TO RIDGE ROOF+2 FLOOR 20 FT NP J NUMBER 1 TOP 60' 13.0' 215' WALL HEIGHT ANY STORY $FT 0.9 CONTINUOUSLY SHEATHED PIORTAL PORTAL FRAME WITH HOLD-DOWNS ALTERNATE BRACED WALL PANEL "ABW" SIMPSON STRONG WALL 3/&'0 ANCHOR BOLT OR WALL HEIGHT ANY STORY 9 FT OAS E DETAIL - TYPE E � k016023 A»flEs1 BOTTOM of 2 10 5.0 105 WALL HEIGHT ANY STORY 11 FT 1.05 C FRAME "CS-PF" DETAIL - TYPE C D "PMH" DETAIL - TYPED DETAIL - TYPE F Do•, oo: .,a•... WALL HEIGHT ANY STORY 12 FT I.i •,P ° b°°°a BOTTOM OF 2 20' 9.0' 19.0' NOT TO SCALE PER FIGURE R602.10.6.3 NOT TO SCALE PER FIGURE 8602.10.6.2 NOT TO SCALE PER FIGURE R602.10.6.1 NOT TO SCAT-E PER ENGINEERED METHOD W °. o •$' o NUMBER OF BWL PER PLAN DIREGTION AT STORY 3 13 SHEET NUMBER BOTTOM OF 2 30113.0 21.5ggl OF Byl p�PLAN DIRECTION AT STORY 4 1.45 BOTTOM OF 2 40' 11.0' 36.0' NAHBER OF BN-PER PLAN DIRECTION AT STORY 5 OR MORE Lb GYP BD FINISH OMITED FROM INSIDE FACE OF BWP 1.4 (-2�IBRACED WALL PANEL DETAILS �_ HOLDOV�IN DETAIL AT SLAB BOTTOM OF 2 50' 21.0' 44.0' APPLIES TO METHOD 65-MP ONLY UNITS 2 5 (MODEL B 26 MOI�EL B - l ZGYP BD FASTENING ANT(STORY 4"O/G O.l _ NOT TO SCALE C, 20 II,TS BOTTOM OF 2 b0 25.0 525 APPLIES TO METHOD 65 ONLY W t� COPYRIGHT GRCH ARCHITECTURE P.C. 2017: ALL RIGHTS RESERVED 12 (L 2 HR 5EPERATION W ^ , WALL PER UL#33b 9 (NO VENTIN 4'-O" 4'-0" _ - W TRU55 BEYOND 0 LINE OF ROOF G) G) � � (NO VENTIN RIDGE VENT RIDGE VENT E' (3) 2x8 P.T. GIRDER = I - - �..e� _T-� Z r ..1 !b¢`3.Oc'L—��=-s.A��ewOcl_�L:�Fc-r�.4•==mac--=-mak- ate+ V BEYOND 51-5 - ,= Q_ (� o 0) Cc ` 1x8 FASCIA BOARD q� 1 r • _ - - --- — '_ r. 1 -12_i 12 12 12 �'=rte='�`""�- � GUTTERS LEADERS = `">' - 12 12 12 - 1 12 ~ b"AZEK TRIM BOARD L -- - _ - �. `�`�f 1� _ `�'' 1��'_, c '� q ALL 6UTTER5 d LEADERS SHALL BE BAKED Z V - - --- r � = - WHITE ALUMINUM.032 MIN.6AU6E,6UTTER5 Q L- �� v °i _ r SHALL BE 5"SEAMLESS,0.6.STYLE W/ALL Q w tri -' 51MP50N LU528-3 FACE HARDIPLANK HORIZONTAL ' , , ���� -'` 6" H16H BLIND RELATED 4 REQUIRED ACCESSORIES. LEADERS U � US I I MOUNT HANGER GLAD SIDING e„ _ S„ e„Lujr - FLASHING SHALL BE MIN.2"x3",.021"GAUGE W/GLIP5 d ❑ = M °0 L! ` L SEAL ALL JOINT PITCH (3) 2x12 P.T. 61RDER BEYOND I"x 8"AZEK RAKE BD W/ `- = i= _ ' �L- _i_=�,T= �._ �- ,1 = ANCHORS. GA - - - - - - - - r rw—I * OH. OH. OH. — 5 N. I/8"/FT.PROVIDE P.V.G. co') m I I"x 3"AZEK TRIM(TYPJ 12�''y` h"DIA6.AZEK T = - - J- - 1 i- �� RS 8"ABOVE TO RECEIVE GUTTERS MI � RECEPTORS GRADE q-- - i - 12�Z� LEADERS(CLOSED GAP DESIGN). Ix AZEK TRIM BOARD OVER , 1 11l �TRIM BOARD 2040 n I n i n 1"0 GIRDERS(TYP) - - - - - - - Ir+u ur OH. q - b"HIGH BLIND DH ._ _. DH \\ 12 v u w w 51MP50N BG52-3/6 P05T ,. FLASHING - _ GAP ANCHOR _ - - ---." -w �� Ix8 FASCIA BD. o Lu 1 — 1 1 01 10" SQUARE HB46 DERMA CAST = f.� - - _- +-.-L=- - - L==-ter- - _. . I. - .I \ � = Z LJ = COLUMN#46382 W/SQUARE - - - - - - - - - - - - - - ALIGN - ,=�-F�; „� -Im 11 IN III FLAT GAP d BASE (OR EQUAL) - ' - O 4 2 0 i M.BEDROOM - FASCIAS r_ RAGE_- . . / - - -,: rte. .. = BREA_KFAS - C,ORNER COLUMN TO BE - - - - 1 _ - `L1 L _ _ o PLATE HT. PLATE HT. U PROVIDED W/SPLIT KIT / / bxb P.T. P05T WITH 51MP50N 2-0" - - - - 2'- .° - - - - - - = _ -1 1 11 1121 i2 t0 � ABU66 P05T BASE(TYP - ALL off PH. - 2 11 Q 1 1 GOLUMN5) / I I"X8"AZEK U _11 ILIPVC,SHUTTERS WITH FIXED - / u ( I I FRIEZE BD. HIN6E5. WIDTH OF I f ' Ln TYP. REAR COV. PORCH DETAIL I 4 SHUTTER TO BE HALF _ _ _ - - a WIDTH OF WINDOW. - I I I I W-1=LLILo _ % _ I 1 LINE B DINING ROOM o O M _ = I i ~ x = 1 1 WALL BEYOND � ~ ` ' J _ 1 1 - Q�)J - 3/4"=l'-O" - � / o Q 1 1 Z / o / _ 11 ❑ COLUMN® COVERED r _ - = i ��COLUMN® COVERED roloolooloolooll PORCH BEYOND - / -� i i PORCH BEYOND w LINE OF ROOF I / - - - - - -- - - - TRU55 BEYOND FIN. 1ST FLOOR _ / I L _ = - _ - - F N. 0 _ _� ,_ . _ - _._ i I FIN. 15T�L00 0 ELE'V.+0'-0„ (3) 2x8 P.T. GIRDER - - - - - - - - \\ 12 BEYOND ( I Ix4 AZEK TRIM I ( ( III AZEK I EXTERIOR WALL ALL SIDES I I HATCHED AREA 4 TRIM I TRIM BOARD I -HARDIPLANK 5HIN6LE 51DIN6 I I O \ 9 a. 1x8 FASCIA BOARD I I I I I INDICATES LOCATION ALL SIDES I ALL SIDES I -TYVEK OR EQUAL I I a OF FIRE RATED ROOF d I I -1/I6"05B 5HEATHIN6 I I W \ WALL 5HEATHIN6,4'-0" - 2xb WOOD STUDS® Ib"O.G. \ iv W Q I I I I FROM CENTER OF I I -b"R-19 BATfS I I o 0 FIREWALL-EACH 51DE I I I I � m /1 r 51 MP50N LU528-3 FACE I I I I I I I ❑ ^ O \ MOUNT HAN6ER (3) 2x12 P.T. GIRDER BEYOND BASEMENT _ _ _ _ — - - - - - - _ _ _ _ _ - BASiEME_NT - - - - - - - -r r) _ - - - - - - - - - - - - - - - - - - - - - - -I � - - - -,L - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � 1- - - T, - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — i— — — — — — — — — — — — — — — — —L J CA r 1 r 1 r Ix AZEK TRIM BOARD OVER I I GIRDERS(TYP.) F�01 `�T ELEVATION ��01 `tT ELEVATION Ir,lr`Ir 1 OR CC 2 HR 5EPERATION 51MPSON BG52-3/b P05T 11 _ M WALL PER UL #336 ' " GAP ANCHOR 1/4 = I-� z 101 12" SQUARE H546 PERMA CAST w LJ = COLUMN W/SQUARE FLAT GAP UNIT 2 6 UNIT 25 ( 15 ' PORCH) 1 e BASE (OR EQUAL) - CORNER 0 U 4" I'-Q" o COLUMN TO BE PROVIDED W/ O SPLIT KIT MODEL B (INKBERRY) MODEL B (JU i111PER I `�' 2 HR SEPERATION 1 bxb P.T. POST WITH 51MPSON I 14�IALL PER UL#336 ABU66 P05T BASE (TYP - ALL TYPICAL ROOFING: 1 COLUMNS) ARCHITECTURAL - 5HINGLE5 15#FELT 4—0 4'-0 UNDERLAYMENT ROOF VENTS (NO VENTIN6) (NO VENTIN6) RIDGES TO AL16N TYP. FRONT ENTRY COV. PORCH DETAIL 2 5/a" PLYWOOD RIDGE VENT RIDGE VENT SHEATHING ;_, ._ r _•_ 1 3/4"=1 -0" B-) = - I"x 8"AZEK RAKE BD W/ w r ti ti ti r. • -� =i,----T--12 X Ib VINYL I"x 3"AZEK TRIM Q cli N N N M Ih N -_ =L ' _ ' LOUVERED VENT = 6 AZEK TRIM o `�' `�' "' M M 6"AZEK TRIM BOARD I- _ , - " 1 12 HARDIPLANK - - — - T— GUTTERS 4 LEADERS - r a� T � = T �- q 6 HIGH BLIND TYPICAL ROQ ,.�. HORIZONTAL SIDING 12 9 ` ALL 6UTTER5 d LEADERS SHALL BE BAKED -r-� ,- WHITE ALUMINUM.032"MIN.GAU6E GUTTERS �q FLASHING ARCHITECTURAL „ I"x 8"AZEK RAKE BD W/ T T ' -� _ .. _ ' � 5HINCLE5154 FELT SHALL BE 5 5EAMLE55,O.G.STYLE W/ALL I"x 3"AZEK TRIM(TYP) �' - ' 1- : - - :1 / - RELATED d REQUIRED ACGE55ORIE5. LEADERS _ _r / 5/BUNDEPLAYMEN SHALL BE MIN.2'x3",.021"6AU6E W/CLIPS Q \ T=� - � - "� g -'`_"_l. co '' 6"BLIND FLASHING - - // �"` - SHEATHING z z z o z z z z ANUHORS. CAULK d SEAL ALL JOINTS. PITCH \ I - --'rT�'-=`- o p o � 0 0 0 0 6UTYER5 MIN. 1/8"/FT.PROVIDE P.Y.G. / \ r ' it -- - - - ROOF® C,OVERE U5 V5 __ RECEPTORS 8"ABOVE GRADE TO RECEIVE \ 12 —�- -- - - - - 12 ,�_ ._ > > > B-I �� T D > > > w > > > > / PORCH BEYOND w w w w w w w LEADERS(CLOSED GAP DE516N). 12 / \ ' ' '�-� �--�-' w w w X w � w 7 a - o= - > - 6" HI6 ND LINE OF HIGH ' s'_` - '"-_"" � ,_ HBLI _ = w N Lu / - - - - - - \ - - - cn OPTIONALC) I- 5ELF FL.A5HIN6 Z ui 5TANDIN6 5EAM METALII 7r! II�\ E ROOF VENTS \ GHA5E GAP —II II�II—( V 1�'' 0 F46" TRIM CAP — — — — O 12 z 12-70 OPTIONAL WOOD4md u) v �I` (HA5E WITH METAL _ I I GAP AND CULTURED INSTALL ICE d WATER SHIELD Z) o o STONE VENEER PER MANUFACTURER'S "' } �. SPEGIFIGATIDNS TO MAINTAIN U E•Ei C'Lo PRODUCT WARRANTY L_ �c) M Q wc - - -- NOTE: U o -ch11.17) v I'-0n -- - - - - -- - M T __ APPLY ICE d WATER SHIELD IN ti ao OH. ��' FAIR WEATHER WHEN THE AIR, U " �T --- ter- ROOF DECK AND MEMBRANE "' 10'-8" HIP WIDTN�-� - _ - -'�� '� '� ' - ARE AT TEMPERATURE5 OF 2 - -0' 40°F(5°G R HIGHER n= 7 GABLE ) 1 12 FLU5H R02F5OH. 121_ - - ,- - -�1- - - - T - 1 N — FA5GIA5 - — - I T _GREAT R00 � -- fin n❑ _, �� PLATE HT � B_REAKFA5T r IIM r, U - - - FIT OH. i I I I: ` 1 11 I Z Lit It 11 NOTE W: O ci = i i Q _ ( Q PVG SHUTTERS WITH FIXED LL Ln o = I I I oHI I I 5HUTTER TIO BE HALF o LLIo m I I I, 1 - o I I 0 o I I I I WIDTH OF WINDOW. ❑ II - Z I 1 11 TF Ix4 AZEK TRIMLL=J i 1 1 I I W — 1 I _ FIN. 15T FLOOR i i - - _ _ I- o - - - _ - - - FIN. 1ST FLOC ELEV.+0'-0" ELEV. LINE OF LINE OF EXT. bxb P.T.P05T WITH ( AZEK TRIM WALL® DEN WALL® GAR. 51MP50N BG52-3/6 ALL SIDES I2 SQUARE HBd6 PERMA GA5T O Ixb AZEK TRIM I BEYOND BEYOND P05T GAP ANCHOR d I I COLUMN W/SQUARE FLAT GAP 51MP50N ABUbb Ix4 AZEK TRIM POST BASE(TYP- I WALL I dBASE (OR EQUAL) - CORNER I I I I w W COLUMN TO BE PROVIDED W/ I I I I cn ALL COLUMNS) I BREAK I SPLIT KIT I I I I 0 I I I I I I I ❑ w O I I I I I I I I I I I I I I I I I I 2015 IRG- 62421.5 (503.8) rl- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - rl — 1 - - - - - - -I - - - - - - - - - -I VENTIN65Y5TEMTERMINATION LOGATION: U THE VENT TERMINAL OF A DIRECT VENT APPLIANCE WITH AN j L - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -I- - - - - - - - - - - - - - - - - - - - - - - - - - � INPUT OF 10,000 BTU PER HOUR("OR LE55 5HALL 13E LOCATED AT I EAST 6"FROM ANY AIR OPENING INTO A Q �I C�T ��lD ELEVATION BUILDING,AND SUCH AN APPLIANCE WITH AN INPUT OVER IOp00 � BTU PER HOUR BUT NOT OVER 50,000 BTU PER HOUR SHALL BE r ) �� - INSTALLED HITH A 9 INCH VENT TERMINATION CLEARANCE,AND Z v 1/4 - 1-0 AN APPLIANCE HIT,'AN INPUT OVER 50,000 BTU PER HOUR w SHALL HAVE Al LEAST A 12 INCH VENT TERMINATION UNIT 2 5 ( 15 ' - 0 " PORCH INTAKE THE BOTTOM OF THE VENT TERMINAL AND THE AIR U INTAKE SHALL BE LD;ATED AT LEAST 12"ABOVE GRADE. 0 SELF FLASHING L B (JUNIPER)-5TANDIN6 5EAM METAL MODEN DIWELLRING UNITS,r�+ERE THE TOP OF THE SILL OF AN GHASE GAP �Ii� II OPERABLE WINDOW JPENINu 15 LOCATED LE55 THAN 24" — — — — ABOVE THE FINISHED FLOOR AND GREATER THAN 12"ABOVE 6" TRIM GAP THE FIN15HED GRADE OR OTHER 5URFACE BELOW ON THE - - - RIDGE VENT - _ __ __ _ _ -"-7 _ EXTERIOR OF THE BUILDING,THE OPERABLE WINDOW SHALL i _ T - COMPLY WITH ONE OF THE FOLLOWING. * OPENIN65 THAT WILL NOT ALLOW A 4 INCH DIAMETER SPHERE TO PA55 THR000H THE OPENIN6 IN ITS LARGEST OPENED w ri OPTIONAL WOOD _ _�� � '_' 12 CHASE WITH METAL �_ f 6 GAP AND GULTURED 12 T o N N M M �-_ POSITION. Q N N N M h c"! � '�-�� * FALL PREVENTION DEVIGE5 THAT COMPLY WITH A5TM F 2090 00 INSTALL ICE d WATER SHIELD STONE VENEER - PER MANUFAGTURER'S -_�-=�-� 12 (THE WINDOW OPENING CONTROL DEVICE AFTER OPERATION TO SPEGIFIGATIONS TO MAINTAIN _ GARAGE DORMER PRODUCT WARRANTY LINE OF R00� ! 12rRID&E BEYOND RELEASE THE CONTROL DEVICE ALLOWING THE WINDOW TO -_� �� �i FULLY OPEN,SHALL NOT REDUCE THE NET CLEAR OPENING BEYOND® AREA OF THE WIN d l„NIT TO LE55 THAN 5.1 5WARE FEET. NOTE: RID6E VENT BEDROOM#2 - - VENT � APPLY ICE d WATER SHIELD IN FAIR WEATHER WHEN THE AIR, ROOF DECK AND MEMBRANE 12 - - WIDTH cn ARE AT TEMPERATURES OF i _r _ _ _ -� ;, 6 z cn w 0 0 40OF(50G)OR HIGHER. _ . _ _ _ _ a W W W w W W W W 1 GABLE w FLU5H ROOFS-.�' G15G# - r��,q=(`��- a __ ._ ra®_.;-��Tyr �r OH. w Lu o Ixb FA56IA _PORCH _ _ n� n� 8°AZEK - PLATE HT. ( nn - w FRIEZE BD. - - __ _ _ M.BEDROOM .,,. PLATE HT. 1'-4" I I OH17T. - FELT I I I w — J 111 111111 i i . � , „ �_I, . = � NOTE W: W 1 11 11 11 1 11 ��--IJ I_ _ PVG SHUTTERS WITH FIXED 0 I I I - HINGES. WIDTH OF MM z j SHUTTER TO BE HALF BI-I 2 ° i i iT WIDTH OF WINDOW. ; O w L_jU 6i III [ O ICL OI = I I I = _ <Z W w I- 77' • = Q EXTERIOR WALL n� v o o HARDIPLANK SHINGLE 51DING Z 1�1 I I -TYVEK OR EQUAL U i l _ _�_-[ I -1/16"055 5HEATHING I I I 1 -2x6 WOOD 5TW5® I621 "O.G. w -_ -6"R-21 BATT5 W I I I_. FIN. 15T FLOOR - - 1 - - - = I I I _ - - - - - FIN. IST FL00 W AZEK WALL®BEDROOM I I I ALL SIDEIS I 12" SQUARE HBd6 PERMA GA5T WALL® GARAGE I m #2 BEYOND I I I I I GOLUMN W/SQUARE FLAT GAP BEYOND I J I I I I Ix4 AZEK TRIM bxb P.T.POST WITH I I d BASE (OR EQUAL) -CORNER z o 0 51MP50N BG52-3/6 POST GAP ANCHOR d I �-L I COLUMN TO BE PROVIDED W/ I 1 51MP50N ABUbb BREAK SPLIT KIT w RE FDI I I I P05T BASE(TYP- I I I � ALL GOLUMN5) /06ER c yXA I I I I I I I Jam , y��� I I I I I I I 0 =m: m -I ' z I I I I I I BASEMENT << Y - - - - - - - - - - - - -TI- - - - - -IL - - - - - - -1F- - - - - - - - - - - - - - - - - - - - - - - - - -- -4 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - L — — — — — — — — — — — — -1- — — — — — —I— — — — — — — — L— — — — — — — — — — — — — — — — — — — — — — — — — —— — 1 —— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -� ) �' F N E\N LEFT END ELEVATION NUMBER I/4" = I�-0" w016023 UNIT 2 6 UNITS 2 5 (MODEL BCLUSTERQ SHEET NUMBER DUET P4 1 B - 1 (INKBERRY,)_ & 26 MODEL B - 1ELEVATIONSMODEL W 0 COPYRIGHT GRCH ARCHITECTURE P.C. 2017: ALL RIGHTS RESERVED Ct 2 HR 5EFERATION 38'-8" 2--0" F- WALL PER UL #33b LZ ! , • 2'-0" 38'-8" 8'-4" 14'-4" 16'-0" 2 c0i �i I6'-0" 8 Q U ts ami 4'-4" M.O. 4'-8" 2'-1" 5'-1" 5'-1" 2'-1" FD 1 A Z 8.. B-5 ----------- ---- s 2-1" 5'-1" 5'-l" 2'-I" 2-6" 4'-4" M.O. 24'-2" 5'-4" I N I - - cV • I 7 U EXGAV. I FD 1 Z B'� Lo 4"P.G.SLAB WITH 6 6, I `°` i cn U XGAV. ; 0 L_ w = M 4 P.G. LAB WITH 6x6, Q N v 10/10 W.M.OR FI RME5H. 10/10 W .M.OR FI ERMEW ❑ U U r- .0 MIN.3590 P51 GON q q i MIN.3500 P51 GONG. o _ o M o FDI FDI Lo I I rr nn — --, I cp V � I �t /1 p bill ( ~ n " 2 X 10 ttr4 I I 5LA3 5EAT o o I FD1 I FD1 r' I }.. Z HD - _ _ = WINDOW o Yx O I v HD �rJ`�Ss p 2"x 10" 12"P.G.FOUNDATION L N I ), HD HD i — ---_ 1 SLAB SEAT = 0 1 2'-0" WITH DAMPROOFIN6 N _ _ -- _ _ _ _ ______ _____= I (2) 2X10 P.T. _ I o _' 24 x 12 P.G.FOOTIN l _ " - - I - 1 m ( 1 - __ -------- ----- - __ C) + (!J I I 10.. (2)2X10 P.T. o I o -- ___- I I o ------------------- W-4" � -- ----s • 23'-0"I _ I - - -_--- - Z 1 __ ------ EGRESS WINDOW I 1 i O HD I I I I I I I I I O 1 oil I I o 1 1 1 5 50.FT.MAX „ _ 1 ;If I 11 I I I I OPENING 12 P.G.FOUNDATION MALL 1 III _ O DIREGT VENT HEATING EQUIP. L 4"WIDE I I 1 __ 4"11 I 1 i WITH DAMPROOF10 ON 1 i II ILLn APPLIANGE GLEARANGE APPLIANGE5 J015T SEAT. I __-_ EAT. i i 24"x 12"F.G.FOOTIN i Iii I SHALL BE INSTALLED WITH THE " I 1 " I 1 I 1 2-0" 4 WIDE I p I �, v TOW.ELEV= (-)I-I ( I I TOW.ELEV= (-)I�I� I O ` ► J • GLEARANCE5 FROM UNPROTEGTED rz o 1 1 - I I 1 I DIREGT VENT HEATING EQUIP. I Z 1 I APPLIANGE CLEARANCE APPLIAN 1 J015T SEAT. " I I I Ip I GOMBuSTIBLE MATERIALS A5 o g >, I I q I�-\ ) i i 11 1 ❑ TOW.ELEV= (-)I-i I I� I INDICATED ON THE APPLIANCE LABEL;r, u ® o I I I�J> I I `� i SHALL BE INSTALLED WITH THE I _ HD AND IN THE MANUFAGTURERS r+ I �o o II i i I I CLEARANCES FROM UNPROTEGTEol o i ---, _ I -- + 1 ° I I GOMBU5TIBLE MATERIALS A5 L - J INSTALLATION INSTRUCTIONS. N I N g I I �� 1 1 1 ® I I I o 1 I • 3 "DIA STEEL COLUMN I u_ ® 2 I y i 1 1 cL I INDICATED ON THE APPLIANCE LAOEL HD I " N I i I AND IN THE MANUFAGTURER5 1 - N 1 II I PROVIDE FRESH AIR INTAKE I X ,r� 1 1 " 1 LL ® I ON 30 x 30 x 12 OP PG 1 I I �? l PR VID EQUIPPER CODE FTG N.O.N.) `� I I I I I 3 DIA STEEL��LUMN I INSTALLATION INSTRUCTIONS. I N I 0 1 4"WIDE o B (- T II l i �" I g i i ON 30"x 30'x 12'i DP PG i i i N i i i J015T SEAT. � B-5 i I i FTG N.O.Na i i PROVIDE FRESH AIR INTAKE I i ii ® III TOW.ELEV= (-)I'-I�" B-5 I i 1 i i i I TO MEGH EQUIP PER GODE 2'-0" 10' 8'-5" 8'-5" - 8'-5" 6'-2" 6'-O" 1 vl I " r I —I �I Ir-0 1 - I I F_ I n u I I II 10 I I 1 11 —i �— I I HD W D.O. 5 1/4 x 9 1/2 LOW D.O. I , II D.O. r - D.0 L - 1 �\ / I I I 1 1 m r , �- LVL GIRDER I I -_ - III I F I t I i j I ?{ II�I i I I _ I 11 -I ° I I I o 4 I I n -� .0. + 11� 5 (/4k 9 t/2 -LO►^ -- --I_------Dt3.' L I I P.O. I D.O. 1 2 0 m J � _ J LL —� p_ — — — — r ^ I I �l I I �� - - 11 11 / I i o\ 11 LVL 61 RDER 4 II BASEMENT SLAB - - - -- I L,\— I - J L -i-J i J ❑ `t FDI *4'P.G.SLAB(MIN.2500 P51 GO J I I =J1 I I B-5 - - - - ` I --- _,I ___ ` J -- L --- -- I ) II B-5 II D06 MIL.POLYETHELENE VAP I ----_- ------------ * i ----, ------ — --- — I � r----------t-- -j— � BASEMENT SLAB $ARRIER � ---- I *4"P.G.SLAB(MIN.2500 P51 Cc�NGJ I } ` I * .006 MIL.POLYETHELENE YAPQR 2 *TAMP d FILL TO 95%DENSITY I I Y I 11 5-0' 1 q 8 I Fvl III UNFINISHED BASEMENT _ III II _ _ I 5D + I BARRIER FD1 J I o � � I I %!SASHED LINE INDIGATES ``\\ FDI I 1 *TAMP d FILL TO 95%DENSITY 4"WIDE 2'-6" II+ 2_p" .8'-0'GEILIN6 HT. - ' I I �.-� —I `�' I I 1 '' FIRST FLOOR WALLS (R-13)CLOSED CELL SPRAY >L ® 11 — L I I I � � I I I 1 ® ABOVE _S�`j_ Q — � J015T SEAT. ~ I o� 1 ---- --- Vr *-}�_f' I.�, UNFINISHED BASEMENT i Q l0" FOAM INSUL ALONG INSIDE X � pp I TOW.ELEV= (-)I'-I " I FACE of FW.WALLS-FULL HT = S?� r cv r � �O II ----- � ---� �,�— r-- rte- ----� ,�`r[��-- --1 I •8'-0"GEILIN6 HT. 1 I 2 F - - -- G I I r * I OR DRAPED BLANKET O — L — —11 ®— — — 3 (R-13)GL05ED(ELL SPRAY O II (n = INSULATION `n p — ri —U ri tt� I FD1 N — l I I ,, I I ri LL I O M IJ I I I T II 1z O p N �� r, I I r, I p 11 FOAM INa L ALONG IN51DEIII lVI ALL EXPOSED HOT WATER —i A I I I N I I FACE OF FND.WALLS-FULL HT I u Z �"�/ HD PIPING AND/OR HEATING DUCTS � ® m I m i I I 5�"DIA STEEL N I I m U- ` 'r' i I OR DRAPED BLANKET I O I Lu To BE INSULATED A5 PER N.Y.S. N m) I I 6 I COLUMN ON 30"x i i Yli i IN5ULATION — — C 4"WIDE JOIST r, I FT6(U.O.N.) i i I i 1 I *ALL EXPOSED HOT WATER 1 '� ® 0 UNEXGAV. _ _ 30 x 12 OP PG II PIPIN6 AND/OR HEATING DUGT5 6 �� SEAT.T.O.SEAT I I 3'�b" I I I I I I N I FD1 4"P.G.SLAB WITH 6x6, 2"x 10" G }-2Xt2 fLU5H'- r - I 1 I cv III O - ELEV OI I I I I TO BE INSULATED A5 PER N.Y.S. I l0/10 W.W.M.OR - I I I _ 1 1 1 1 I'' D _ SLAB SEAT r- I I I I �( - �__________� I CODE. v r 1 1 v I I I I I 4" WIDE u, r= MIN.3500 PSI GONG. 8" 3'-8" -0" b'-8" b'-8" I rb"- I I ° \ I I 18'-6" I I II __-- - I/2'x I I S" - GDR _ -_� �--_--- 5'-5" I = 6x6 P.T.POST WITH 51MP50N 2'-0" 3846 ' " 4.. 38 2 0 I-_ ''-b" COI­_ ^�/ BG52-3/6 P05T GAP ANCHOR 4 g-5 FW t Z W 1_ 51MP50N ABU66 P05T BASE6x6 P.T.P05T WITH 51MP50N - - 10 SQUARE HB46 PERMA CAST - - - TRO.- - 2-X&-R.T-61�9E� (TYP-ALL GOLUMN5) 10 SQUARE HB 4 6 PERMA � " COLUMN#46382 W/SQUARE BGS2-3/6 POST GAP ANCHOR 4 i C) 2 2 HR 5EPERATION U SIMP50N ABU66 POST BASE CAST COLUMN #46382 W/ ` _ FLAT GAP 4 BA5E (OR EQUAL) WALL PER UL#336 I I I O (� 6 -_-u- (� 2.X--P.T�II�DE� - CORNER COLUMN TO BE 4" (TYP-ALL COLUMNS) � C � SQUARE FLAT GAP 4 0 �; PROVIDED W/SPLIT KIT 22'-b" FW 6-2" I5'-o" 15'-4° BASE (OR EQUAL) - ^ 1 BE 0 (D :s 0 Imo' PROVIDED W/SPLICORNER COLUMN TT KIT F- COVERED ALIGNTOPof o 4„ o COVERED PORCH I� .� N>; o R) �n PORGH � �__ 8'-0" 8'-0" 4'-II" II'-3" - h'-4" FW 4'-5" 3'-q" �'-b" l'-6" :I - l'-4" 8'-D" I U) °'Z - o o (3)2816 TR (2) 3010 TR EGRESS I I° Z U °' 6 o 8016 TR (3) 285 DH " D WINDOW (3)301 TR N o O L u�c M U Q (3)30 O DH I IN f' o y v I 6050 5 . GL.DR W/ lg ® V-0" D HT HINDON (2)305 DH 12 ® 8' HD HT I �, ❑ M o0 Iq " �. (2) IS DELIGHTS I DI U _ Ig DI � I IG)' 0" I 12 Iq I (2)5016 TR pl I g016TR I W (2)3050 DH HD I- �� HD D1 DI (TE RED GU _ _ _ _ _ _ _ i Iq 6050 51. GL.OR W/ I °- a _ LIEDI (2) IS DELIGHTS " " r - -ir - `� r - - -� - - - - HD L _ _ - JL - - - JL -- J I 1g r 2016 TR 525x111/8 LVL HDR , F - - - �� r - - - N rs N ® 8'-0HDHT 2052 ON F_ -1 - - 4444 -0 21 "G' __ JL _ _ II- __ - J L - - - J� - - N � HDI HD L - ©of - -O - O HD o 4444 - 4444 - DI `f 5.25 xll� LVL HDR e 0 `� IS" 5L ON 6' 18" HO v / \ DI CONTINUOUS (2)2X10 HDR a 3)2X8 HDR t - - - - - - - - - - Z E L_ J 5.25"x Zv b" / • 5.25"xa OII l/8"LVL HDR - - - - - - - - - - " ' 0 4„ 15'-0" \ 12 5 25"x I I /8"LVL HDR J 10'-4' PT. REE I I , 2416 TR 1 5 ND I C� I f 2452 DH �+ FIR=--FAB F) E I Il'-O"CEILING `r I II'-O" 5OFFIT I 21 "G $ ( ® 8'-0" HD HT I LIVING) AREA I BREAKFAST AREA Fw-2 I I I I DI N I I cn EF I I I � � � �. z q'-0"CEILING TE GL DRS I 6 BEDROOM #2/ = t © 60"VANITY IZ I I I OPT. DEN I 12-0STEP GEIL I PREF B E 1 IRA 15ED HEARTH I - W/OUT TUB I MASTER N I _� I I F- Ln 2016 TR 2'-0" I I Solo �A n u'-0"GEIL I BEDROOM I LIVINGI ROOM O m FM OPT. J MASTER � �, z Qj� � N 2052 DH $ I I BATH 1 o I I �� ❑ ® a-0 HD HT B I 1 b 7'-ID" 4" I 14'-0" I 4" 15'10" TEMP C DR5 b � r--� B-5 2'-0" II'-o" I 12'-0"5TEP CEILING - 1 �m bbby X66 I I I GREAT ROOM I Ir- , z `� P.6LA55 M. I I I RA15ED HEARTH 11 pyy 1 II'-0"CEILING ® � N 2X4 KNEE® 4 g 4'-0" q-3 4" I 1 KITG EN 4&" 6" HIGH W/GAP - - - - J I 2416 TR A 4 I o I IL-_J ® � GL. Q A SHO PA L - - - - - - - (- 60 34 A �6 I CATHEDRAL GEIL 4 � � I ®48''-O"HD HT N B-5 r I I 3_p" 4. p.. oo Loo 4.. 3,_a„ 4' 8'-0" N B-5 4 " O �ENER d (?�2816 TR I I z oF2'I ® OUT 6� - - - - OREATI ROOM N 1. ENERGY CODE STANDARD: PRESCRIPTIVE PATH AND ALL SECTIONS OF ENERGY CODE AS (2)2&52 DH I I ( I SD u, g'-o"CEILING - - - - I W ^ I_ J W THEY APPLY TO ENERGY CODE ARE BEING FO OWED ® &'-0"HD HT L p I I I b� � ATHROOo cot I o2. ALL CONS RUC ON L OMPL WITH THE 2015 INTERNATIONAL ENERGY DINING AREA �b ©12" SQUARE HB46 I EF LN " " CONSERVATION CONSTRUCTION CODE. THE AUTHORITY HAVING JURISDICTION SHALL BE CAST COLUMN I I � I I22 X 30 ATTIPERMITTED TO DETERMINE AN ENERGY EFFICIENCY PROGRAM TO EXCEED THE ENERGY PERMA I I (4)2x4 WC ACCESS HATCHEFFICIENCY REQUIRED BY THIS CODE. = W/SQUARE FLAT GAP 21 "G P05T iv nyl ti�b� I I I w O o t 3. A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER AND POSTED ON A 4 BASE(OR EQUAL) - "-� WALL IN THE SPACE WHERE THE FURNACE IS LOCATED. CERTIFICATE SHALL COMPLY CORNER COLUMN TO 2-b 6 2-0 I I WITH IRC N1101.14. BE PROVIDED W/ / `r I ®5D � „ 4„ „ 4' '1�� 'ti ')�b� -' I Q I (2)3016 TR � `n 4" 3'-b"_ i'-10" 4" b' 0" 2-0 D (2)3052 DH � SPLIT KIT � - 4444 - - f 4. ATTIC OR CRAWL SPACE ACCESS SHALL BE WEATHERSTRIPPED AND INSULATED TO LEVEL 0 b" 11 2" 4 2'-0" 4" 3'-4" b 5' 8" `� NOTE "V'. " o ® b'-0"HD HT EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. D q-0 GEIL I q-0"GEIL I g-0 GEIL z DINING AREA � '- -' WILL � WIGS a, WILL � � Iq " F_ - --) " L -1 " � 4.. " " 5. INSTALLATION - THE COMPONENTS OF THE BUILDING THERMAL ENVELOPE SHALL BE o 5016 TR 2-0 ON 14R I lz Q I 4 5-b 4 5-4 6 6-b 4'-2" 4 141-8 b" 24" (- INSTALLED IN ACCORDANCE WITH THE CRITERIA LISTED IN TABLE 402.4.1.1 WHERE DI I REQUIRED BY CODE OFFICIAL, AN APPROVED THIRD PARTY SHALL INSPECT ALL (3) 2xb HDR I�I II'-0'CEILING o ryGb� �* -0"CEILING ' cn L J g'-o" GEIL z d �r COMPONENTS AND VERIFY COMPLIANCE. 0 EXT INSUL DR GOVERE FOYER �� , LAV, Wc� q'-0" EILI 5 W LAUNDRY I 1 I 6x6 P.T.P05T WITH F- 308>0 V (2) 12" 0.I PORGH lz LAUD ,� r ®SD 34 I Ig �- -� 51MP50N BG52-3/8, W 6. TESTING - BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED HAVING LESS N THAN OR EQUAL TO 3 ACH50 IN CZ4A 5, 6A. TESTING SHALL BE CONDUCTED BY AN �? 0 5IDELICHT5 Iq 4'-6" v GL. ©EF m 5H AN o I 2'-0" POST GAP ANCHOR 4 D NOTE "V": rn DI SIMPSON ABU66 APPROVED THIRD PARTY. m N 3'-4" ®SD ,� NOTE "5": `v ON 1 _ P05T BASE(TYP- U 7. DUCTS - SUPPLY AND RETURN DUCTS IN ATTICS SHALL BE INSULATED TO A MINIMUM DI HD I� o X68 (4) 2x6 ' IR �i m N "5': 14R - - 3 I/2"x II 7/&" LOW LVL HDR - HD O - L - ALL COLUMNS) p - - e OF R-8 AT 3' OR GREATER IN DIAMETER AND R-6 AT DUCTS LESS THAN 3" IN - I 0 - P05T p Q DIAMETER. 6e 6 6 4 (� v _ i. .. s 4„ 3._2.. 4.. 3,�" I p 4, p„ 4" 2'-O 2_ - fl 6A. DUCTS SEALING - DUCTS, AIR HANDLERS AND FILTER BOXES SHALL BE SEALED. bxb P.T.P05T WITH 1_� - - 28ba INSUL OR- 22"X 30"ATTIC q� AD5 b"(R-21)BAITS UP IR g'-O" GEIL b 12'-0"GEIL COVERE 8. DUCTS TESTING - DUCTS SHALL BE PRESSURE TESTED TO DETERMINE AIR LEAKAGE BY o 51MP50N BG52-3/8, SWR PAN bb� - - - 10 45 MIN. FIRE ACCESS HATCH ©EF B TH 'tib ® FOYER �, 3050 EXT INSUL DR - = PORCH AN APPROVED THIRD PARTY. IZ POST GAP ANCHOR �;, RATED W/SELF 50 W/(2) 12 0 - - - CLOSING DEVICE 4" 13'-3" 4" 4'-l" b' 5'- 4 3'-2" 4' l'-8" b" 3'_4" I'-2°51DELI6HT5 0 9. BUILDING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. 4 51MP50N (Typ I I OI 00 q-0 G ILING _ _ _ P05T BASE(TVP- L -i � p TEMP GL PRTN Wc 10.MECHANICAL SYSTEM PIPING INSULATION CARRYING FLUIDS >105F DEGREES OR ALL GOLUMNS) I- 7 -� 4 DOOR 5D WI L _ - _ - 2868 IN50L OR- R_ <55F DEGREES SHALL BE INSULATED I I I b - ebb 45 MIN.FIRE r RATED H/SELF `v 3 I/2"x II l/8' LOH LVL HD ( tW- vi 6 t= WITH R-3 MINIMUM. (3) 2810 TR I I = q p 4" 4'-0" 4" = b'-lo" b CLOSING DEVICE - _ - -= a c6 c 11. MECHANICAL VENTILATION SHALL MEET THE REQUIREMENTS OF THE IRC/IMC ® 8'-0"HD HT I L- � 10'-0"CEILING TWO GAR GARAGE ¢ N N N M N � � o � 12" SQUARE H546 0 .- N N ri ri �'-L N �bbb I 1g I PERMA GA5T (3)2850 DH �_� ©EF MA TER � � �� *4'P.G.SLAB(MIN.3500 P51 LANG) t 12.EQUIPMENT SIZING - PER ACCA MANUAL S, BASED ON LOAD CALCULATED PER ACCA (TEMp�Ep) I I I r �n g-0 GEILIN6 " REINFORCED WITH bxb,10/10 W.W M. p 6"(R-21) BAITS _ 4" 1'-0' 4" I 8,'_4" Di _4 b 1, 2„ COLUMN W/5QUARE MANUAL J AS PROVIDED BY A THIRD PARTY HERS RATER. z I BATHROOM WIGS 6 (R-21) BAITS *5LOPE 6ARA6E 5LAB DOWN 2' TWO GAR GARAGE FLAT GAP 4 BASE _ 13.LIGHTING - A MINIMUM OF 75% OF PERMANENTLY INSTALLED FIXTURES MUST HAVE I I S X TOWARDS 6ARA6E DOOR 1 -i 4068 BI-PASS HIGH-EFFICIENCY LAMPS. `r LOQ WC LAV LAV b� *J'TYPE'X"GYP BD ON GARAGE REINFORCED WITIiI 6x650 WWM. , ®� I I (CORNER COOR ,LUMN TO ,y8, WALLS E GEILIN6 FW-2 Q *5LOPE 6ARA6E SLAB DOWN 2' ® I BE PROVIDED W/ 14.ALL HVAC, PLUMBING AND ELECTRICAL SYSTEMS SHALL MEET THE IRC CHAPTER 11 12 p * 'TYPE'X'GYP w ON INT OF LIVING ( O TOWARD5 6ARA5E DOOR z O co ENERGY EFFICIENCY, INTERNATIONAL MECHANICAL CODE, AND INTERNATIONAL ENERGY DI = _ _ = a 5PAGE COMMON WALLS TO 6ARA6E N *g"TYPE"X'6YP BD ON 6ARA0E iv L--J r SPLIT KIT CONSERVATION CODE. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR =o v - WALL5 d 6EILIN6 �o °°I 00.1 B IIz z z O z z z zTO SUBMIT IN DETAIL THE DESIGN, CALCULATIONS, DRAWINGS, WRI FEN STATEMENTS OF 2010 TR o 0 0 * o_ _o O o N TYPE"X"GYP BD ON INT OF LIVING = 10'-O" EILTHE MECHANICAL AIR CONDITIONING, VENTILATION, HEATING SYSTEMS (NEW, IXISTING OR � ® 6-0"HO HT SPADE COMMON WALLS TO GARAGE > > a > > � �OWNER OR 2050 DH I-� X - - - - - - - - 4444 - � I1 I 3010 TR > > > w > > > 5 UPGRADED) STAMPED BY A PROFESSIONAL ENGINEER IF REQUIRED IBV THE N KITG EN ® 8-0 MHT BUILDING DEPARTMENT. b" I c"� I I 4" 4'-2" b" IS'-o° 4" t DEN/ BEDR00 #2 I I- `� �' ��GSMT w Ib 0 15.ADDITIONS, ALTERATIONS OR RENOVATIONS: SHALL COMPLY WITH IECC 2015. Iq I I o UNALTERED PORTIONS OF THE EXISTING BUILDING IS NOT REQUIRED TO COMPLY WITH I 1 DI I 4 18'-2" b 8'-10" I'-b" 4° 9'-8" 6„ N 0 I 1 ("' 2X6 HDR � 1 THIS CODE. ( o 16.MINIMUM ONE PROGRAMMABLE THERMOSTAT SHALL BE PROVIDED FOR EACH I 11'-0"STEP CEILING I 1 o N Z SEPARATE HEATING AND COOLING SYSTEM IN ACCORDANCE WITH SECTION N1103 I 1 Q 16070 ON OR ' REF - _ 12 CONTROL SYSTEMS. MASTER 17.ALL EXTERIOR WALL/FLOOR/CEILING JOISTS SHALL BE AIR SEALED AND INSULATED IN 0 2' 0 I BEDROOM I N HO 5 1/4 x IG) LVL HDR HD D 2 8-10 " I I'-0' „� DI W 1 " " _ DI b' b AWORDANCE WITH TABLE R402.4.1.1. APPLY A FRESH BEAD OF CAULK TO THE TOP I ^ . AND BOTTOM PLATE IMMEDIATELY PRIOR TO INSTALLING INTERIOR GYPSUM WALL BOARD. I I „ b" „ „ I'-4" IbOlO OH DR 20 I I EL h� 1 2-0 2- 2'-0" I-b I b-0 R.O. - - - - - - - I I II } I - 1830 DH D/21 20 e 5 1/4"x Ib" LVL HDR HD D1 GATHEDIAL GEIL I L J (3)28,10 TR O I o ®7'-0" HD T D1 DI (2) 2X10 HDR BREAKFpkST AREA 1 ® e'-0" HD HT W Q w 6i 2015 IRG- 62421.8 (503.8) ®2010&'-0� I I _ - - - I o I o I I I (3)2650 DH O U o VENTING SYSTEM TERMINATION LOCATION: HD -1 I I I I I I Z 0 THE VENT TERMINAL OF A DIRECT VENT APPLIANCE WITH AkN INPUT 2050 1 A F/21 F/21 HD ( _J L o m - - - - - - - 4444 - J B-5 DI 4.. I DI L - - - �L - - J I - Imo- LJ � I� 4 OF 10,000 BTU PER HOUR(3KW)OR LESS SHALL BE LOCATED AT LEAST L 7 L - Q b"FROM ANY AIR OPENING INTO A BUILDINSt G,AND SUCH AN APPLIANCE WITH o FW I'-6" Ib'-0" R.O. = 4'-11" 4'-5" b II'-0" U. " AN INPUT OVER 10,000 BTU PER HOUR BUT NOT OVER 50000 BTU PER Q - I I HOUR SHALL BE INSTALLED WITH A q INCH VENT TERMINATION CLEARANCE, (2)2X6 HDR `v (2)2X6 HDR 1 AND AN APPLIANCE WITH AN INPUT OVER 50,000 BTU PER HOUR SHALL HAVE e I DI 1'-0" B (2)3010 O L I I B � _ _ _ _ _ _ 0 g-5 ® b'-o"HD HT L J J B-5 AT LEAST A 12 INCH VENT TERMINATION CLEARANCE.THE BOTTOM OF THE HD F r I HD c I (2)3050 DH (3)2XSHDR I -� VENT TERMINAL AND THE AIR INTAKE SHALL BE LOCATED AT LEAST 12 a? _ Lii P4 m ABOVE GRADE. - Iq L _ _ J L - _ J Iq 3010 TR 3010 TR ~ ~ DI ® 8'-0"HD HT ® a'-0" HD HT DI HD � - -��- - � - - � HD � iq L - - �L- - JL- - - J 1� I+I m 4'-0" 3050 DH q'-0" 3050 DH 4'-0" - z LINE OF BRKFST D1 (3) 2810 TR Iq < Q AREA FRONT WALL t 2015 IRG- R312.2.1 285(9 ® UNIT 25 1l'-p" 4'-0" 18'-10" FW " l8'-b" q'_4" ® 8'-0"HD HT 12'-0" 12 D1 C� IN DWELLING UNITS,WHERE THE TOP OF THE SILL OF AN OPERABLE WINDOW 4 W \�" ,���qRc OPENING 15 LOCATED LE55 THAN 24"ABOVE THE FINISHED FLOOR AND 3q'-10" FW 3q'-l0° �J0 O >>ERT 'yam GREATER THAN 12"ABOVE THE FINISHED GRADE OR OTHER SURFACE BELOW � ON THE EXTERIOR OF THE BUILDING,THE OPERABLE WINDOW SHALL COMPLY I Gk 2 HR 5EPERATION WITH ONE OF THE FOLLOWING: FIRST FLOOR PLAN FIRST FLOOR PLAN "OPENINGS THAT WILL NOT ALLOW A 4 INCH DIAMETER SPHERE TO PA55 WALL PER UL#336 W r m THROUGH THE OPENING IN ITS LARGEST OPENED POSITION. UNIT 26 UNIT 2 5 W Y * FALL PREVENTION OEVIGE5 THAT COMPLY WITH A5TM F 20g0 1�4"-1'_O" 1�4��-1 -0" LIVING AREA= 1, �` p� • (THE WINDOW OPENING CONTROL DEVICE AFTER OPERATION TO RELEASE THE LIVING AREA= 1,5gq 50. FT. Sof� 5Q. FT. � CONTROL EVIGE ALLOWING THE WINDOW TO FULLY OPEN,SHALL NOT GARAGE AREA= 37� 5Q. FT. I MODEL B (JUNIPER) GARAGE AREA= 380 50. FT. � �r �Eve �o REDUCE THE NET CLEAR OPENING AREA OF THE WINDOW UNIT TO I F55 THAN MODEL B - l (INKBERRY)-5.-I SQUARE FEET. COVERED PORCH AREA= 241 LQ. FT.COVERED PORCH AREA= Iq2 5�. FT. I 10160L- L-1 NUMBER " EF =EXHAUST FAN: GENERAL GONTRAGTOR5 AND 5UBGONTRAGTOR5 TO REVIEW ) ONE CARBON MONOXIDE ALARM IN NEW NOTE 5 . 50 CFM INTERMITTENT OR THESE GON5TRUGTION DOCUMENTS UPON REGEIPT FROM DUET CLUSTERWONE AND TWO-FAMILY DWELLINGS, STAIR MANUFAGTURER TO DESIGN HD= HOLD DOWN UNITS 2 5 MODEL BQ TOWNHOU5E5 AND DWELLING UNITS IN MULTIPLE LVL GIRDER GONNEGTION5: © 20 GFM CONTINUOUS NOTE V : ARGHITEGT AND REPORT ANY AND ALL D15GREPANGIES SHEET NUMBER GROUP R-2 BUILDINGS(CONDOS 4 NOTE: STAIRS TO MEET ALL APPLIGABLE ALL WINDOWS SHALL BE GODEs AND To REPORT ANY FOR ALL MULTIPLE LVL GIRDERS, LAG) BOLT ALL DRYERS TO BE VENTED INCLUDING ANY DIMEN510NAL GONFLIGTS, IMMEDIATLEY TO TO OUTSIDE AIR PER GODS INTOES)AND UNITS OFFERED FOR SALE, „ , „ �� : ARCHITECT FOR CORRECTIVE MEASURES PRIOR TO FIRST FLOOR PLANIN THE IMMEDIATE VICINITY OF ANDERSEN 200 SERIES DISGREPENGIES AND GONFLIGTS TO TOGETHER W/ I/2 BOLTS 2-D O.G., 2 MIN, Got ALL WASHER ro BE Z BEDRooMs,ON THE LOWEST FLOOR THE ARGHITEGT PRIOR TO STAIR © - TEMPERED „ ® CARBON MONOXIDE PROVIDED WITH DRAIIN PANS GONSTRUGTION. DO NOT SCALE DRAWINGS. DIMENSIONS SHALL M DEL B lVB � 3• LEVEL CONTAINING BEDROOMS. GLAZING FROM TOP $ BOTTOM, 4 MIN. 4 FROM END5 DETECTOR BE GALGULATED AND NEVER 5GALED UNLE55 OTHERWISE NOTED. & 26 FABRICATION. ®Sp SMOKE DETECTOR 01 COPYRIGHT GRCH ARCHITECTURE P.C. 2017: ALL RIGHTS RESERVED 18'-0" GABLE WIDTH H-T2 Ilk ^ 1 IN5TALL IGE 4 WATER SHIELD PER MANUFAGTURERS 18'-0"HIP WIDTH _ W W 5PEGIFICATION5 TO MAINTAIN PRODUCT WARRA O O Z Z E NOTE: - - APPLY IGE 4 WATER 5HIELD IN FAIR WEATHER WHEN THE AIR,ROOF DECK Lj= �- _f33�XS 1R - - --- _ -�� 6 AND MEMBRANE ARE AT TEMPERATURE5 OF 40°F(5"G)OR HIGHER. ( �L -1- - - _ _ _ _ _ _ � '1 I V a- 2 _ _ _ _ _ �2 HR SEPERATION I ' I Z s TRI U-erINITR u55 MOF I L �L J - - �� - — — ...�I SWALL PER UL#336 I I I I 0 1- cn � U 66B Pm EE DETAIL i „I—' s_ ) L I I e I I I I Lu i ll I `�1 L) >N 5IMPSON STRONG-TIE �G c_vF '�� II'-0" PL HT. �I I�) I 4-11 o N S A + 12" HEEL HT. Hr5 Srw,FPIN6(L1�6TH5 VARY) 11'-0" PL HT. I S J� I �I I�I U) 2.2 z _ GONTINUGUS WALL 5HEATHIN6 ro + 12" HEEL HT. ' ti%o I 11'-0" PL HT. B-5 I ( Z TOP OF TRU55 HEEL I I I I + 12" HEEL HT. ' I I I 0 Q� a r, L HES HEI6Hr vAwEs-SEE TRIn517RAWIN65 FOR NOTE"R" H I i I ' U ¢ LO �' co v �.� 2 ti - AGTUAL HEEL HEI6Hr5 - I ti NOTE "R" I I I'-O" PL HT. ❑ `�'I bil + 12" HEEL HT. I I 12 --. OH. -0" ( I 12 a OH. I I I I I OR d 12 I a z I 1 IOH. 10'-l0"OVERHANG WIDTH II'-0" PL HT. 1 ALIGN FASCIAS I 12 (� z 12 I VAwES� PA- �' , + 12" HEEL HT g-4 I a E �' a- - - - - - - - - - LL)JI) 9'NO"PL HT �o _ _ _ - - -L�J-1 3 +8 HE HT. GUTTER 2 I'-o" �n I i // // ////ce r I — _= = _ — — I — — — — — — — — — I I I z 8'FA5GA BD B-4 // / /i / / L= - __ =J - �� U _ �/j/ j {!►�/ / _ __- I I I _ mak - - - 1I-0PL HT / // / / — tD I i I I OVERLA TRU55E5 VI SOFFITI / ���� I I VENTED NYL 0 OH. o Ln LEADER TO DRYWELL- kD f- M }'�' I O l I J i ✓ / I I i I r z DETAILL - INT.BEARING ////////I✓ / I I ROOF VENTS WALL BELOW /// ////� �/ / / I I OH. 1� FLUSH ROOFS I2 � //j j//j I (� ,�� I I N� ( IINNNNNNNI a // 1 /: // .. NOT TO SCALE B -4 B F T ✓////// I, , /� I I r—I B-5 I- -k - - 1 I I NOTE R F- 7 / y�� ❑ ❑ I I ❑ I I- L I�TTALL HALF� I I I p/ r- - r- P' 1 FASTENERS o EACH 11'-O" PL HT. ,- // / O END of STRAP °�` u I I z I IL — 11 / / /� + 12 HEEL HT. — 12 A , / /// / ,�. I.:.: I i w I NI II. �- - - - - - �/ / k I I A w USE IN COMBINATION ONLY WHEN II a J I ems '✓.:. I I � —JI 5TUD5 AND�RAFTER5 DO NOT ALIGN II Q - - - - ALIGNFA5GIA5 cx I I I I L //l�// ,I.I'# J. . :. . .. :mm: - - _� - - - - - - - - - - I // // ;�/ rte' ° ° 51PE+ON 51Rl,�Ki I I I HATG REA INlATES . //j .. / j,l. ;/ ':.::::, .:` .. .. . : . .. y I J� I I II'-0" PL HT. ❑ F�1 A LOGATI f P OF DIRE TED ROOF / // }! /r�:. . /7 .:. I O o -rE� I I'-0" PL HT. 111 I 4 wAL MEAT INIG, " FROM - - n /� ////� � ./f//f/,i.fir:. ;. :� I I NOTE R I I-0 + 12 HEEL HT. LJ _ _ �' / // / - l/ f °o + 12" HEEL HT. I II I GEN FI AGH 510E e / I/ / .:. ?.:;:;..' \ I I I I OH. 2 - ° DETAIL �— ��0� � I I � SIMI-ON STROIYrTIE �%/, /,,, Hf5 STRAPPING /, . _ _:_ L I II L - - - - 1 - 12 II vi 'oT� NOT TO SCALE _ - - G // ! / /� ✓j/ : I [ ::::`: :.` : I ❑ II B4 - ENNINNNINNill Cr AU I —I S rr / AL16N RIDGES Q ALIC FASCIAS F- I ' / / / fff I I U) 5'-6" _� TRU55 RID6E W/VENT — // // � fl ://:, 1 = OH. I ROOF VENTS I I I ~ V AfflMTR°OFSHIN%M - - - I r I I I I {, /f. �/ - - -- -� I II I II'-0" PL HT. W / / � / / 2E = a / / i✓i ,r/ yr/ .L: O I I — — - I I I I + 12 HEEL HT. 1 12 I I f I HIP RAFTER - - - - r - 51MP50N HGP HIP �PLAN a? t �� ROOF TRUSS,GIRDER - I - - m I ( I I / ��� t/ `7' t..` I" "+ 1 1."S i. �I - I \\ l I I I O I I I _ PLY11?W ,,, I I I I / / i/ .... I ❑ GORNER TIE O _ - - - - -- - -I L Bill wam FMT PAPr3t u I J� N — — — T- — — — —— - — — — 1//-/ / : , �, // .., ........ . .. ... i - // I I-or // /.. I/ /,'1....I ..:.1. .k:. I k::.a.'::>f `.I I 1::'sa: >I;.: ! 1(1y� - - -- _ _ _ I _ �>' 96TAL L KE I LAT6t 9iflA Wit ,, I. L I� 1 1 t I I•//,, .. /: .r.. .. ...... .. , , 0. _t. _- -- J— — — ) MAH.FAGTUftgt5 WbrS.TO RPOF FRANNB ` OH. — — — — — — — — -�— — I / CAI 4' DOW FRONT -.� :..�. :�. z ,,� - - — sNO.4°AUIM M DwP — — 1 tI I / // /1 `�// /// , . . / / .... I �/ / / . :....: ... ...:: /1 �.. ; 12wK II - - - I I I I I I I'/j//j j/' I '�7- II'-0" PL HT. II (III III — I \ z + 12 HEEL HT. iL � r � Ci N N N M � III L _ -- L ' EXTERIOR WALL I oP I I t I 1lip" II 11 " ; //;//�' APPLY KE I KATER SHAD ql I I / /j/� I/ f✓ .l /f....... .. '// I / I I I` �J FAIR WAIAR 1 I NO NO "R AR�FDIi.K MD T HIP GONNGTI ON I /�i/�� f ,ffi! :;..::.:.;,:;:::. .... ��Q ►�/,- _ - _ �� �' Tt�An1;T5 OF�(5.6)OR FRt9M TRFATW 5OPFrt PL H6FBt. — — — /.l'-' FRAMIM �II r I z // / /; / J Q o FASCIA BOARD �'A2�SOFFIT I —_ �' a I I OHI I I / /// /. ✓j:.: .....: I I I I ( _. 1 I �/ �1. .. oH. / / II' _ �Wr I I )� I i I / L LJI + 12" HEEL HT. 0 0 0 0 0 0 0 Vm SOFFIT -L a - - -s J I - I I 12 12 I I 12 12 j//�/. ,rj/�//j/ ( I z z z o z z z z II2��IaI II—X12 I / /. I _ i �II 'I Q � � � � I-- 2y II W W W J W W W W T III � IIII Ll LrLrw � Lr � Lr y� I I I I w I DETAIL DETAIL II NO �� 6 I 6' I ► 3'e" 5'-0" 3' 8" , / /jV. /f ;;; _N� �n� I I u n u I / // :. /✓ / / �/ N / / O I I S I I o NOT TO SCALE B -4 NOT TO SCALE B-4 -1 I I I I�i/��i/ ��i/� _ I I I► I I i I z WOOD ROOF TRUSS SPECIFICATIONS: ~ _ _ NOTE: 5/8 INCH THICK ROOF SHEATHING IS TO BE USED, WHEN ROOF TRUSSES ARE SPECIFIED AS THE ROOF FRAMING MEMBERS. I I �' I I _ _ — _ _ _ _ __ _ �///`� //� //i r — — — — — — — 1 _ _ W ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOAD COMBINATIONS USING ALLOWABLE STRESS DESIGN PER SECTION 1605.3 OF THE INTERNATIONAL BUILDING CODE. I I ROOF TRU55 �/ / %/ ( I IL U I � I iso ..R.. � w c� 1605.3.1 BASIC LOAD COMBINATIONS USING ALLOWABLE STRESS DESIGN: IO'-O" PL HT. I I GIRDERS UNDER + 12" HEEL HT. I p I I DORMER WALLS , LLI D (EQUATION I6-8) I I / —� _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ � /� a� I 1 IIII ^ cYi D + L (EQUATION 16-9) w ` D + S (EQUATION 16-10) I I I 10'-0" PL HT. _ I I a 10'-0" PL HT. 0 o D + .6W (EQUATION 16-12) I I ( I ALIGN + 12 HEEL HT, o - - - I z ~ D + 0.75 (.6W) + 0.75 S (EQUATION 16-13) I 12 12 I I FA5GIA5 _ —— - - I- I - I II I C� Q 2'-0" I 2'-0' _��__�_ � + 12 HEEL HT. 4 = DEAD LOAD, L = LIVE LOAD, S = SNOW LOAD, W = LOAD DUE TO WIND PRESSURE. WIND LOADINGS SHALL BE DETERMINED IN ACCORDANCE WITH CHAPTER 26 TO 30 S 2'-0" OF ASCE 7-10 FOR 130 MPH ULTIMATE DESIGN WIND SPEED (101 MPH BASIC DESIGN WIND SPEED) IN EXPOSURE CATEGORY B. OH. III a a I I OH. OH-71, 11'-O" PL HT. OH �, - I I ILIU II 1 c/) II ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE FOLLOWING DESIGN LOADS: I + 12" HEEL HT p O I � O/ TCL. = 20 PSF PLUS UNBALANCED SNOW LOADING, WIND LOADINGS, AND ANY APPLICABLE SNOW DRIFTING OR BUILD UP LOADS AS REQUIRED BY ASCE7-10 , TCDL = 15 1 I I 10'-0" PL HT. 10'-0" PL HT. 2'-0" ( I NOTE "R" I II I 2'-0" ❑ �i PSF, BCLL=IOPSF, AND BCDL = 10 PSF. PROVIDE ADDITIONAL 25PLF TCDL ON AREAS OF TRUSSES THAT ARE NOTED ON PLAN TO SUPPORT PHOTOVOLTAIC CELLS. I L — — — — — — — J I + 12" HEEL HT. B off I I 12 I o)H. B = _ _ _ _ + 12" HEEL HT. TRUSSES SHALL HAVE A MAXIMUM TOTAL LOAD DEFLECTION OF THE LESSER OF L/360 OR .75". — — - � — — — — — - � — — —)Lu A I B-5 I F- cr- a I B-5 0 TRUSS DESIGN DRAWINGS SHALL BE PROVIDED TO ARCHITECT AND BUILDING OFFICIAL AND APPROVED PRIOR TO INSTALLATION. TRUSS DESIGN DRAWINGS SHALL INCLUDE THE Q FOLLOWING INFORMATION: 1. DEPTH, SLOPE (IF ANY) SPAN, AND SPACING. 2 HR SEPERATION10-0" z 2. DEPTH,LOCATION OF ALL JOINTS. WALL PER UL#336 2" PL HT. Z U + 12" HEEL HT. 3. REQUIRED BEARING WIDTHS. p = 4.1. TOP CHORD LIVE LOAD OR SNOW LOAD. O - fn 4.2. TOP CHORD DEAD LOAD. W (C FZ D 4.3. BOTTOM CHORD LIVE LOAD. ROOF PLAN ROOF PLAN 4.4. BOTTOM CHORD DEAD LOAD. 4.5. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION. \� 4.6. CONTROLLING WIND LOADS. U !� pBEhT 5. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDITIONS OF USE. 6. EACH REACTION FORCE AND DIRECTION. ] 7. JOINT CONNECTOR TYPE AND DESCRIPTION (E.G., SIZE, THICKNESS OR GAGE) AND THE DIMENSIONED LOCATION OF EACH JOINT CONNECTOR EXCEPT WHERE SYMMETRICALLY LOCATED RELATIVE TO THE JOINT INTERFACE. USE 20 GA MIN THICKNESS GRADE A GALVANIZED STEEL PLATES. W 8. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER. UNIT 2 6 UNIT 2 5 (j) 9. CONNECTION REQUIREMENTS FOR TRUSS TO GIRDER-TRUSS, TRUSS PLY TO PLY, AND FIELD SPLICES. 0 10. DEFLECTION RATIO FOR LIVE AND TOTAL LOAD. 11. MAXIMUM AXIAL COMPRESSION FORCES IN THE TRUSS MEMBERS. 12. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATIONS. O FNEW � * RI PRACTICE. THE DESIGN AND MANUFACTURE OF METAL-PLATE-CONNECTED WOOD TRUSSES SHALL AREA OF ONE ROOF MODEL B 1 INI�BERRY MODEL B UNIPERTRUSSES SHALL BE DESIGNED IN ACCORDANCE WffH ACCEPTED ENGINEE NG P COMPLY WITH ANSI/TPI 1. THE TRUSS DESIGN DRAWINGS SHALL BE PREPARED AND STAMPED BY A REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF NEW YORK. BUILT OVER ANOTHER • * ROOF TRUSS DESIGNER TO ADJUST HEEL HEIGHTS, OVERHANGS, AND ROOF PITCHES SO THAT FASCIAS AND RIDGES ALIGN AS SHOWN ON ELEVATIONS AND SECTIONS. OB NUMBER * TRUSSES SHALL BE FABRICATED IN ACCORDANCE WITH THE TRUSS SHOP DRAWINGS FROM ACCURATELY CUT WOOD MEMBERS CLAMPED IN RIGID FIXTURES DURING ASSEMBLY 016023 TO INSURE TIGHT FITTING JOINTS. * TRUSSES SHALL BE INSTALLED PLUMB IN THE PROPER ORIENTATION AND SPACING SHOWN ON TRUSS DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND 6UTTER5 It LEADER5 INSTALL IGE AND NOTE 0: NOTE S: METHODS TA ERECTING THE TRUSSES. THE CONTRACTOR SHALL ENSURE THAT ADEQUATE BRACING HAS BEEN DESIGNED AND INSTALLED (B PREVENT ROTATION AND PROVIDE NOTE N B DUET CLUSTERLATERAL STABILITY IN ACCORDANCE WITH ACCEPTED INDUSTRY PRACTICE SUICH AS THE SBCA BUILDING COMPONENT sAFEIY INFORMATION (BCSI) GUIDE TO GOOD PRACTICE FOR ALL GUTTERS i LEADER5 SHALL BE BAKED WHITE ALUMINUM .032" MIN. GAUGE, WATER SHIELD PER PRE-ENGINEERED PRE-ENGINEERED PRE-ENGINEERED UNITS 5 (MODEL � SHEET NUMBER HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. �� ' * PROVIDE APPROPRIATE CONNECTOR AT BEARING POINTS OF ALL ROOF TRUSSES TO RESIST UPLIFT LOADS SHOWN ON TRUSS DRAWINGS. GUTTERS SHALL BE 5 SEAMLESS, O.G. STYLE W/ ALL RELATED � REQUIRED MANUFACTURE'5 OVERLAY 8001= SCISSOR BOOP ROOF TRUSSES � 24 0- * TRUSS MEMBERS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE APPROVAL OF A REGISTERED DESIGN PROFESSIONAL AGGE550RIE5. LEADERS SHALL BE MIN. 2"x3", .027" GAUGE W/ CLIPS ANCHORS. SPEGII=IGATIONS TO TRUSSES 24" O.G. TRUSSES © 2411 O.G. O.G. DESIGNED BY z _ U) 'B * THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF ERECTING THE TRUSSES. THE CONTRACTOR SHALL ENSURE THAT ADEQUATE TEMPORARY BRACING HAS GAULK 4 SEAL ALL JOINTS. PITGH GUTTER5 MIN. I/8"/ET. PROVIDE P.Y.G. ROOF PLAN CD BEEN DESIGNED AND INSTALLED FOR THE INSTILLATION OF THE TRUSSES. II MAINTAIN PRODUCT DESIGNED BY TRU55 DESIGNED BY TRU55 TRU55 ENGINEER 26 MODEL B - 1 ) REGEPTOR5 S ABOVE GRADE TO REGEIVE LEADERS (CLOSED GAP DESIGN). WARRANTY ENGINEER ENGINEER w COPYRIGHT GRCH ARCHITECTURE P.C. 2017: ALL RIGHTS RESERVED OPTION#I DESIGN q CODE SECTION TERM-EXCEPTION 4: 48" MIN 48" MIN z (`��1\\VI IIS.JI FIREWALL MAY TERMINATE AT UNDERSIDE ROOF OPTION#2 SECURE ROOF SHEATHING TO G-RUNNER TRACK W SHEATHING IF FIRE RETARDANT TREATED CODE 5EGTION-106.6-EXCEPTION 4: " _ 2 G-RUNNER TRAGK2 CAULK FOR � o 5HEATHING 15 IN5TALLED FOR A DI5TANGE OF FIREWALL5 MAY TERMINATE AT THE OPTION#I WALL RATING _ 2 HR. CL SMOKE TIGHT JOINT OVER v 4'-0"ON BOTH 5IDE5 OF FIREWALL UNDERSIDE OF ROOF NON-RATED U m FINISH RATING - 120 MIN. T5HEATHIN6 PROVIDED THE ROOF 15 METAL EDGE FL.A5HING OPTION#2 O 48" 48" PROTECTED WITH 5/8" TYPE "X" o r ` U 16 STC RATING - 61 (SEE ITEM 7) GYPSUM BOARD DIRECTLY BENEATH SECURE WALL SHEATHING TO :_ THE UNDER5IDE OF ROOF 5HEATHIN6 G-RUNNER TRACK TYPICAL ROOFING ZO 0 _EX AND 15 SUPPORTED BY 2"LEDGERS RODE 1RU55 � =) in U xg- Ex� F>< VATTACHED TO THE 5IDE5 OF ROOF jpwmmq i-' a, FRAMING FOR A MINIMUM OF RAKE BOARD_T(P o N>: 015TANGE OF 4'-0"ON BOTH 5IDE5 - - _ � ) 2 H STUD TRACK AN OF FIREWALL.ALLOW NO OPENINGS IN _______ _ ____ U) -EOPTION #2 TYPICAL 51DING --� ---- - -� U . -- ^,�� ;}=`•� G U K FOR SMOKE TI H ROOF WITHIN 4'-0"OF FIREWALL Lx Lx ZO L_ M JOINT OVER EACH SIDE.MINIMUM GLA-55 B ROOF w ch A " HIDDEN METAL FLASHING: Q 5HINGLE TO BE INSTALLED fO ♦# , .. .........-.-... ROOF 55E5® 24 O.G. o - v t,.,,,.,.r{ i,,•+.:•••••................rrr•••••.••r.r.r.r..,.. ...........-.---- �..,. ... ...... 2 TUDS CONTINUED TO U E IDE 12"VERTICALLY +E 12" HORIZONTALLY ❑ "� - iw -::'__: . :..... .: rwxu�:.� :._-.-_............ _T_��._.. ..1__.:anwnn::::: OF -i ............ F SFfEATHING r� o0 LE W/ U Pi #2(TYP) _ .. .......... . .. ..___...... . •. ..�``r,_.............. ,..� ,�,�• f 2x4 DEERS � ''- k=• I" Al SPACE EA. SID O:,-;• 2x2 x2 LONG � ob3 U56 ALUMINUM REATED PLYWOOD 5HT6 BREAKAWAY GLIP5 OUT, IF LOWER ROOF 15 .. &Y'P. BD. OR MINERALSECURE ROOF ..-_.......... ���" ��� SF�SYs [ ( � ` •�' 0" BELOW HIGHER ROOF SHEATHING TO TTZUSWOOL FIRE BLOGKIFING 'rON ' TL1i Ari 101ti 1 3 I/2'" (R-13) 13ATr ASW CLIPS OR .OG3 USS _ ________ _-_________ 063 USG ALUMINUM z ALUM ANGLE CLIPS x� �x XT L BREAKAWAY GLIP5 O EXPO SI"DTC)FIRE [ ROM , RFA 4�.i'.!<c�sk�'�C�� ����1..�._S%T}[:t���1_'�'.. I„ AIR SPACE DOUBLE H-STUD TRACK I"AIR 5PAGE I"AIR 5PAGE U .--� ;- f4•. '-'`1 SGREWED BAGK TO BACK i S i „-'� -.`, '� 3 : 1/2"GYP.BD (j err 5 T_✓� (2)PIEGE5 G.P.TOUG K I"FIRE6IJARD r \ R PROOF - FILL I" CAVITY AT FLOOR5 AND R' FIN15H ON BOTH » _�ww-----------------....----_----.,.,3•... ----w `,/.:... --=1-rr-wwwww.�....,,,,, . _::.;.......;...� BACK TO BACK CEILING W/GYP. BOARD OR MINERAL _._ , - z DOUBLE H STUD TRACK SGREWED BOARDS W/FIBER6 5 ................_............. .............-- - ---......... �.r„....,....I !. ,..�,.,�. .� y�:... -- -- . . ......._. 5IDE5 AND EDGES Ufti r ,. , ;r ; I" AIR SPACE WOOL FIRE BLOCKING �_ Y/.'.. . :r ................................. 6 f ::":::,..... . ...L`� :..:.::::.: _ .... ,,�t......^ a L1.- lJ J .:: ..::.:.................._....................._.............:. - -�_........ - --.......... OU6 2 H-5TUD TRACK _ .............----.... 4 __ ..�A_..._...~.........._...-•-� ....... (2) PIEGE5 G.P. T HROGK I" _ ..a _ :�i+ ...... ....:.......:. :.::..:..._.p.. .:__........_............... ........... FIREGUARD TYPE "X" 5HAFTLINER, O >-. --... L`; eti 1'�J� �; � WATER PROOF BOARDS W/ _,�; ��:Y *, h•�% '�`< �,.f:;,i FIBERGLA55 FIN15H ON BOTH 5IDE5 2x4 P.T. SILL PLATE El Z ..._ ..t,:' .................................._._._' . �. ---......s:1i�..........-._._......,.,i z......... . . . i AND EDGES FIRST FLOOR T 1""� ............ \ f ....,....._.._.......... i.....•.--- ... IA" }SIR' `�Px CI"' •'•, �'• �f ',-�% •`•, 3/4" T46 055 r--i _ 5UBFLOOR - GLUED t - %< x- # r ,r RIM J015T PER FLR J015T MANUF. OPTION I 5 : SGREWED - RUN CODE 5EGTION iObM-EXCEPTION 4,: ` GONTINUOU5 BETWEEN JOISTS PER PLAN FILL I"CAVITY AT FLOOR5 AND GEILIN6 H/-/ ROOF TRU55 FIREWALL MAY TERMINATE AT CONFIGURATION E. PLATES AT EXTERIOR GYP.BOARD OR MINERAL WOOL FIRE UNDER51DE ROOF 5HEATHING IF FIRE LI (2) 2x4 P.T.5ILL PLATE BLOCKING .063 U56 ALUMINUM RETARDANT TREATED 5HEATHING 15 ; i'4�SF.f.3 Tf, ['�itk I it4:�?�1 �?ITI EESi€ E INSTALLED FOR A D15TANGE OF 4'-0" O BREAKAWAY CLIPS . . • ..,._.... ON BOTH 5IDE5 OF FIREWALL [� .;, ,1 1.1,4 :j;4" (R-13)GL05ED CELL 5PRAY FOAM IN5UL ,y ' Y. "� ANCHOR BOLTS (14" LONG + W AIR ...., •.•+.� Ivi.,, r'1 '�L"1L.L: •.•,•�•••.•.---r•9 ;•+.�� rr•.,...--•---- A ., ALONG IN51DE FACE OF FND.WALL5-FULL HT ° ,,�::: 3" HOOK;8" MIN EMBEDMENT) OR OPTION#2 U)i �`�'� OR DRAPED BLANKET INSULATION ° _ _�__ GODS SECTION 106.6-EXCEPTION 4:: ,� i a' ADHESIVE ANCHORS W/3"X3"A" FIREWA L5 MAY TERMINATE AT THE:UNDER5ID OF ROOF m .< --. ._.. ; ........... . .. WASHER PL ® 24 0/G L M E (,/ J ' f,; �� r,, ; ; •..� �., ,,• .1, •,'� i��. j!; (1)#4 HORIZ.REBAR NON-RATED SHEATHING PROVIDED THE ROOF 15 PROTECTED WITH T T I 5/8 TYPE X GYPSUM BOARD DIRECTLY BENEATH THE UNDER5IDE ❑ 1�'� O : 4'' `, ,' j ` , : ' �, (1)#4 HORIZ.REBAR 0 MID _ -� BASEMENT 2 HR FIREWALL SEPERATION DETAIL 4- OF ROOF SHEATHING AND 15 5UPPOiRTED BY 2 LEDGERS �'` %�+ ;';'," •,'-�`�i `I ' -'=� HEIGHT OF WALL STORY ATTACHED TO THE 5IDE5 OF ROOF FRAMING FOR A MINIMUM OF > ►,; .,�;,,', ',''' �,, `}• �f %: ,% ,�, ' �": ° FW2 DISTANCE OF 4'-0"ON BOTH 5IDE5 OF FIREWALL.ALLOW NO r !. i '�'`�_� >.- '' N.T.S. SEE GLUSTER FOUNDATION PLANS FOR LOCATIONS ? %Fr ,� •,, ` 'rte; 10 NINES IN ROOF WITHIN 4'-0"OF WALL EACH SIDE MINIMUM PE FIRE M ( ) "•�, '' t -�'' �` ? ' 12 FOUNDATION WALL ON 24"A2" TYPICAL BASEMENT SLAB CLA55 B ROOF 5HIN6LE TO BE IN5TfALLED. "-e ` P.G. FOOTING ° ANG G.SLAB(MIN.2500 P51 5TG RA�TINO Z) '• ,,, `;,, �,ti .`-,, ...., , ,�'f { t, '�. ' ';t t •;••t'. •; .ti J..ti 'A06 MTI_.POLYETHELENE U56 BROGHURE 5A100 (FIRE RE515TANT # Q - 4' - Y• 4 OPTION 1 , , : :. VAPOR BARRIERF- '-�� f'�' f `� -�•••••.• .'• '��:�.. ' } / r ° 95%DENSITY ASSEMBLIES) GORE SECTION 106.6-EXCEPTION 4: C) r' r r Al '•- »�,�� , ;\ �/f: , ; i ' ° ° ° FIREWALL MAY TERMINATE AT UNDERSIDE ROOF E- 1 ; ; •5 , _-„y,;•, . k,�, 1 f i �_�� ° PAGE 22 (AREA SEPARATION WALL OPTION#2 U i c ,• i ; , 1 ° ° . z }: �'{ `''- ' "' SYSTEMS) SHEATHING IF FIRE RETARDANT TREATED GORE SECTION lob.b-EXCEPTION 4: LTJ ?' _ i',i ti �, , ',� SHEATHING I5 IN5TALLED FOR A D15TANGE OF :; r .r * , ', , , .r'.:r•. TE5T#UL DE5 0341 L `�' '�' ° 4 ° 4'-0"ON FUNDER5IDE OF ROOF TERMINATE j �.-....._ ,. • �, _ �; .. r + ,. ti.•r ::,,. BOTH 5IDE5 OF FIREWALL a °• . ° 5HEATHING PROVIDED THE ROOF 15 OU AGOU5TICAL PERFORMANCE = 5TG 60 4g" 48" PROTECTED WITH 5/5" 'TYPE "X" HORIZONTAL #4 ° ° °. TE5T #RAL-TL-bb-350 6YP5UM BOARD DIRECTLY BENEATH O BA5ED ON 2x4 FRAME WITH MIN. 3 f. THE UNDER5IDE OF ROOF 5HEATHING ° a MINERAL WOOL BATT AT EACH 51DE AND IS SUPPORTED BY 2"LEDGERS SECTION 1201.2 OF 2015 TBG,- WALL5, Xi' ATTACHED TO THE 5IDE5 OF ROOF SEPARATION WALL: (Max Height - 66 ft) PARTITIONS AND FLOOR/GEILING FRAMING FOR A MINIMUM OF A55EMBLIE5 SEPARATING DWELLING 2' H STUD TRACK AN 015TANGE OF 4'-O"ON BOTH 5IDE5 I. Floor, Intermediate or Top Wall -- 2 in. wide channel shaped with I in. long le95 formed from No. 25 M56 gals steel, secured with suitable 2 HR FIREWALL SEPERATION DETAIL I UNIT5 FROM EACH OTHER OR FROM G U K FOR SMOKE TI OPTION #2 OF WITHIN 4'-0 of FIREWALLNO C6 IN f a5tener5 spaced 24 in. OG. PUBLIC F SERVICE AREAS SHALL HAVE J I T OVER EACH SIDE.MINIMUM CL.A55 B ROOF p N.T.S. SEE CLUSTER FOUNDATION PLANS FOR LEGATIONS A STG OF 50 OR MORE. ROOF 55E5® 24"O.G. SHINGLE To BE INSTALILED 2. Metal 5tud5 -- 5teel members formed from No. 25 M56 goly steel having "H" -Shaped flanged spaced 24 in. OG; overall depth 2 in. and 2 TUD5 CONTINUED TO U E IDE flange width I-3/8 in. PR0I�IDED 5TG=60 0 OF 5HEATHING w USG AREA SEPARATION WALL SYSTEM UL# U33G; r•, o � 7 Cq CS 3. 6 Sum Board Two layers of I in. thick sum board liner panels, supplied in nom 24 in. widths. Vertical ed e5 of panels friction fitted TEST #RAL-TL-88-350; STC = 60 I" Al 5PAGE EA. SID 0 N N M M yp � -- y gyp p PP 9 into "H" -shaped studs. G6C INC, -- Type SLX. TYPICAL FRAME WALLS yp (2) PIEGE5 6.P.TOU6HROGK I" UNITED 5TATE5 6YP5UM CO -- Type SLX UNRATED FIREGUARD TYPE "X" 5HAFTLINER, GYP. BD. OR MINERAL U56 MEXICO 5 A DE G V -- Type 5LX. WINDOW WATER PROOF BOARD5 W WOOL FIRE: BLOGKI FIBERGL^55 FIN15H ON BOTH 5IDE5 • PROTECTED WALL: (Bearing or Nonbearing Holl) AND ED6}E5 ASW CLIPS OR .OG3 U z z z z z 2 HOUR FIRE SEPERATION ALUM ANGLE (LIPS V5 V5 M 0 0 0 °-° 0 0 0 0 4. Wood Studs -- Nom 2 b 41n. max s acin 24 in. OG. Studs cross braced at mid-height where necessa for Clip attachment. Min 3/4 in. HALL SHOHN HATCHED I" AIR SPACE U5 U5 Z5 V5 DOUBLE H-STUD TRACK W separation between woodframing and f ire separation wall. g p 1065WR:IZONTAL GONTINUITY: SGREWED BACK TO BACK 4A. Steel 5tud5 -- (As on alternate to Item 4, not shown) -- For Bearing Wall Rating - Gorro5lon protected Steel studs, min No. 20 M56 FIRE K LL55HALLBEGONTINMFROM DOUBLE H-STUD TRACK SGREWED FILL I" CAVITY AT FLOORS AND N LU EXTERIOR WALL TO EXTERIOR WALL BACK TO BACK (0.0321 in., min bare metal thickness) steel or min 3- 1/2 in. wide, min No. 20 656 (0.036 in. thick) goly steel or No. 20 M56 (0.033 in. thick) CEILING W/GYP. BOARD OR MINERAL primed steel, cold formed, shall be designed in accordance with the current edition of the Specification for the Design of Gold-Formed Steel ' 1" AIR 5PAGE WOOL FIRE BLOCKING Structural Members by the American Iron and Steel Institute. All design details enhancing the structural integrity of the wall assembly, including UNRATE2"2" H-5TUD TRACK STG RATING (2) PIEGE5 G.P. TOU6HROGK I" the axial design load of the studs, shall be o5 specified by the steel stud designer and/or producer, and shall meet the requirements of all „ „ USG BROCHURE 5A100 (FIRE RESISTANT applicable local code agencies. The max stud spacing of wall a55emblie5 shall not exceed 24 in. OG. 5tud5 attached to floor and Ceiling GODS SECTION BUIL EXCEPTION #2 FIREGUARD TYPE "X" 5HAFTLINER, 2x4 P.T. SILL PLATE z l�-I pp g p 9 9 UNSPRINKLERED BUILDINGS: WATER PROOF BOARDS W/ ASSEMBLIES) tracks with 1/2 in. long Type 5-12 steel screws on both sides Of 5tud5 or by welded or bolted connections designed in accordance with the FIRE RETARDANT TREATED FIBERGLA55 FIN15H ON BOTH 5IDE5 GARAGE PAGE 22 (AREA SEPARATION WALL 2 A151 5pecificotion5. Top and bottom tracks Shall consist of steel members, min No. 20 M56 (0.0321 in., min bare metal thickne55) steel or min SHEATHING TO EXTEND 4'-0" ON � " ' (' CODE SECTION 106.5 EXCEPTION #3 AND ED6E5 UNEXCAVATED TYPICAL SYSTEMS) O E..� } BOTH 5IDE5 OF FIREWALL AND BUILDINGS EQUIPPED W/ NEPA 13 OR GARAGE SLAB TEST#UL DE5 0341 J No. 20 656 (0.036 in. thick) gale steel or NO. 20 M56 (0.033 in. thick) primed steel, that provide a Sound structural connection between OFFSET WALL NFPA 13R SPRINKLER: #4'P.G.SLAB(MIN.3500 P5I GONG) W w W Steel studs, and to adjacent assemblies such as a floor, ceiling, and/or other walls. Attached to floor and ceiling o%emblie5 with steel FIRE RETARDANT TREATED 5HEATHING ° REINFORGED WITH 6x6,10/10 W.W.M. ACOUSTICAL PERFORMANCE = STG 60 Q w fasteners spaced not greater than 24 in. O.G. 5tud5 Gro55-braced with stud framing at midheight where nece55ary for clip attachment. Min 4'-0" MIN. 4'-0" MIN. AT FIREWALL END S" WIDE x FULL (1) #4 HORIZ.REBAR ° ° #5LOPE*TAMP E6ARA6E 5LAB DOWN 2" A5ED ON 2x4 FILL TO q5%PEN51TY TEST FRAME WITH MIN. 3" 0 0 3/4 in. separation between steel framing and area separation Wall. Finish rating has not been evaluated for 5teel 5tud5. HEIGHT of FIREWALL 0 TOWARDS GARAGE DOOR MINERAL WOOL BATT AT EACH SIDE 4B Steel 5tud5 -- As on alternate to Items 4 and 4A, for use in Configuration B only, not shown) -- For Nonbearing Wall Rating - Channel ° ° 5EGTION 1201.2 OF 2015 IBC- WALL5, (/J shaped, fabricated from min 25 M56 corrosion-protected steel, min 3-1/2 in. wide, min 1-1/4 in. flanges and 1/4 in. return, spaced a max of 24 2 HR FIREWALL SEPERATION DETAIL 2 a L- =J PARTITIONS AND FLOOR/GEILIN6 0 �+ 11 in. OG. Studs to be cut 3/8 to 3/4 in. less than assemblyheight. To and bottom tracks shall be channel shaped, fabricated from min 25 M55 FW2 a ASSEMBLIES SEPARATING DWELLING UNITS OFF-SET EXTERIOR WAlLLS ° FROM EACH OTHER OR FROM PUBLIC OR ❑ corro5lon-protected steel, min width to accommodate sud size, with min I in. long legs, attached to floor and telling with fasteners 24 in. OG N.T.S. ° 5ERVIGE AREAS SHALL HAVE A 5TG OF 50 w max. Studs Gro55-braced with stud framing at midheight where necessary for Clip attachment. Min 3/4 In. separation between steel framing and OR MORE. area separation wall. Finish rating has not been evaluated for 5teel 5tud5. TYPIGAL FRAME HALL'S' 2 HOUR FIRE SEPERATION (I)#4 HORIZ.REBAR® MID ° a ° PROVIDED STG-60 51 Gypsum Board -- Classified or Unclassified -- Min 1/2 in. thick, 4 ft wide, applied either horizontally or vertically. Gypsum board attached to WALL SHOWN HATCHED HEIGHT OF WALL 5TORY ° 9"-P ANCHOR BOLTS(14" I studs with 1-1/4 in. long steel dryHoll nails spaced 8 in. OG. Vertical joints located over studs. (Optional) Joints covered with paper tape and LONG + 3" HOOK,8" MIN J joint compound. Nail heads covered with joint: compound. EMBEDMENT) OR ADHESIVE z ° � NOTE: UL #336 EXCEEDS CURRENT FIRE CODE C7 6. Attachment Clips -- Aluminum angle, ANCHORS W/3"X3"XT4° 5TANDARD5 AND REDUGE5 SOUND TRAN5FER w ED p g 0.063 in. thick 2 in. wide with 2 in. and 2-1/4 in. 1695. Clips secured with Type 5 screws 3/5 in. long to UNIT UNIT I2" FOUNDATION HALL ON 24"xi2" HASHER PL ® 24" OIG. "H" Studs and with Type W screws 1-1/4 in. long to wood framing through holes provided in clip. UNRATED WINDOWS P.G. FOOTING BETWEEN UNIT5 O ,1� 6A. Clip placement (Item 6) for separation wall5 up to 23 ft high. Space clips a max of 10 ft OG vertically between wood framing and "H" AND DOORS ° v �G X05 " T P studs. _ 6B. Clip placement (Item 6) for separation walls up to 44 ft high. Space clips as described in Item 6A for upper 24 ft. Remaining wall area d Q * �m below requires clips spaced a max 5 ft OG wertically between wood framing and "H" studs. _' 6G. Clip placement (Item 6) for separation walls up to 66 ft high: Space clips as described in Item 6A for upper 24 ft. Space clips as _- t Remaining wall area below requires clips spaced a max of 40 in. OG vertical) ° ° described in item 6B for next 20 ft. below the upper 24 f . g q, p p y Ul r IT 2 5 between wood framing and "H" studs. a" UNRATED SIDING (TYP) ° a ° ;? `(� ° 1. Non-Bearing Wall Partition Intersection -- (Optional) Two nominal 2 by 4 in. stud or nominal 2 by 6 in. stud nailed together with two Sin. long 4'-0" MIN. 4'-0" MIIN. HORIZONTAL #4 c ° (MODEL B J NUMBER IOd nails spaced a max. 16 in. OG. vertically and fastened to one side of the minimum 2 by 4 in. stud with 3 in. long IOd nails spaced a max 16 CODE SECTION 106.5 EXCEPTION #3 a � ° in. OG. vertically. Intersection between partition wood studs to be flush with the 2 by 4 in. studs. The wall partition wood studs are to be BUILDINGS EQUIPPED W/NFPA 13 OR NFPA 13R SPRINKLER: CODE 5EcCTION -10b.5 EXCEPTION #2 ' 016023 framed with a second 2 b 4 in. wood stud fastened with 3 in. Ion IOd nails s aced a max. 16 in. OG. vertical) . Maximum one non-bearin wall UNSPRINKLERED BUILDINGS: y g p y g FIRE RETARDANT TREATED 5HEATHING AT FIREWALL END 8" WIDE x FIRE RETARDANT TREATED SHEATT�ING TO EXTEND 4'-0° � w partition intersection per stud cavity. Non-bearing wall partition stud depth shall be at a minimum equal to the depth of the wall. FULL HEIGHT OF FIREWALL ON BOTH 5IDE5 OF FIREWALL 2 HR FIREWALL SEPERATION DETAIL @ GARAGE 5 t.7� UNIT 26 Q SHEET NUMBER N.T.S. SEE GLUSTER FOUNDATION PLANS FOR LOGATIONS FH2 ILBearing the UL GlaSsification Mark 2 HR FIREWALL SEPERATION DETAIL � _ ; _ Last Updated on 2010-10-21 USG AREA SEPARATION WALL SYSTEM UL# U33G; (MODEL B l N.T.S. AT FLUSH GONDIlrION FI''� TEST #RAL-TL-88-350; STC = GO o COPYRIGHT GRCH ARCHITECTURE P.C. 2017: ALL RIGHTS RESERVED