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35-156 (13) BP-2024-1382 808 RYAN RD COMMONWEALTH OF MASSACHUSETTS Map:Block:Lot: 35-156-001 CITY OF NORTHAMPTON Permit: New Build PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) BUILDING PERMIT Permit# BP-2024-1382 PERMISSION IS HEREBY GRANTED TO: Project# NEW HOUSE 2024 Contractor: License: Est. Cost: 380000 DAVID SCHOEN 077835 Const.Class: Exp.Date: 03/16/2026 Use Group: Owner: DAVID SCHOEN, ALISON & Lot Size(sq.ft.) Zoning: WSP Applicant: DAVID SCHOEN Applicant Address Phone: Insurance: 808 RYAN RD (413)345-0053 Sole proprietor FLORENCE, MA 01062 ISSUED ON:11/05/2024 TO PERFORM THE FOLLOWING WORK: NEW 1800 SQ FT HOUSE POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Foo duos: Rough: Rough: House # Foundation: Final: Final: Final: Rough Frame: Gas: Fire Department Driveway Final: Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Signature: /6.2., Fees Paid: $900.00 212 Main Street,Phone(413)587-1240,Fax:(413)587-1272 Office of the Building Commissioner p RECEI'7 L ) f g olcl , l Q. ma i- I Ca OCT 1 8 2024 The Commonwealth of Massachusett W Board of Building Regulations and Stan rds DEPT.OF BUlt DING In S F R MNOR ION.MA 01060 CJTI JSE TY Massachusetts State Building Code, 780 TRAMPt 1SE Building Permit Application To Construct,Repair,Renovate Or Demolish a Revised Mar 2011 One-or Two-Family Dwelling This Section For Official Use Only Building ermit Number: er2-41 Y"t'3940‘ Date Applied: eV IL) &C.5." dte'./2-----* ii-q-ZOZzi Building Official(Print Name) Signature Date SECTION 1:SITE INFORMATION 1.1 Property Address: 1.2 Assessors Map& Parcel Numbers I211 isv4+S P t A- Re..vt- 34• I VC, 35 — IS 6— oo l 1.la Is this an accepted street?yes y., no Map Number Parcel Number 1.3 Zoning Information: 1.4 Property Dimensions: • 20, 7'14 14 Zoning District Proposed Use Lot Area(sq ft) Frontage(ft) 1.5 Building Setbacks(ft) Front Yard Side Yards Rear Yard Required Provided Required Provided Required Provided 30 P3 I z6 f0 1.6 Water Supply:(M.G.L c.40,§54) 1.7 Food Zone Information: 1.8 Sewage Disposal System: Zone. Outside Flood Zone? _ Public Er Private❑ Check if yes❑ Municipal ErOn site disposal system 0 SECTION 2: PROPERTY OWNERSHIP' 2.1 Owner'of Record: b...../ t p 6 e]r.a...-vim rlor..e►e, • W A_ O t Q 6 2 Name(Print) City,State,ZIP $08 R%fr%. 'Reit - 41- 13- 3Kr- oe,53 5el.o..,. 0.,,....s _ c•.da) No.and Street Telephone Email Address SECTION 3:DESCRIPTION OF PROPOSED WORK2(check all that apply) New Construction Existing Building 0 Owner-Occupied ErtRepairs(s) 0 Alteration(s) 0 Addition 0 Demolition 0 Accessory Bldg. 0 Number of Units l Other 0 Specify: Brief Description of Proposed Work': 13.., Two ...J J . ae.,‘,.. t P.3 oa S k 41. S e $.1` ': .S,TIMATED CONSTRUCTION COSTS Item Estimated osts:,� Official Use Only (Labor and Materials) 1. Building $ 3 e4 O, odd I. Building Permit Fee: $ Indicate how fee is determined: 2.Electrical $ Standard City/Town Application Fee Ls,Doo ❑Total Project Cost'(Item 6)x multiplier x 3. Plumbing S t s` ex, O 2. Other Fees: $ 4. Mechanical (HVA t) S to, o®v L st: 5. Mechanical (Fire Suppression) $ T tal All F. es 10V60 eck No. Check Amount: Cash Amount: 6.Total Project Cost: $ 3 M.90e Paid in Full ❑Outstanding Balance Due: ft TD,2z, • r • SECTION 5: CONSTRUCTION SERVICES 5.1 Construction Supervisor License(CSL) [ s - O Z'18 3 S 0 3 l t It.4 License Number Expiration Date Name of CSL Holder t t`�� I List CSL Type(see below) oft to S+ -bw t/t A 0� -# 4f.., No.and Street Type Description laU Unrestricted(Buildings up to 35,000 Cu.ft.) CA/v..` it...4 . R Restricted 1&2 Family Dwelling City/Town,State,ZIP M Masonr y Flo rr,,.L..,. Wt,a . p t O L 1— RC Roofing Covering WS Window and Siding eel%o"v, 43 w...i'1. < .1 J SF Solid Fuel Burning Appliances Lf 3^34 5 - 00511 I Insulation Telephone Email address D Demolition 5.2 Registered Home Improvement Contractor(HIC) HIC Registration Number Expiration Date HIC Company Name or HIC Registrant Name No.and Street Email address City/Town,State,ZIP Telephone SECTION 6:WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152.§ 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the Issuance of the building permit. Signed Affidavit Attached? Yes 0 No 0 SECTION 7a:OWNER AUTHORIZATION TO BE COMPLETED WHEN OWNER'S AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I,as Owner of the subject property,hereby authorize to act on my behalf,in all matters relative to work authorized by this building permit application. Print Owner's Name(Electronic Signature) Date SECTION 7b:OWNER'OR AUTHORIZED AGENT DECLARATION B n ing my name . $ ,I hereby attest under the pains and penalties of perjury that all of the information 1 ontaine in t ' pli•: in is ue and accurate to the best of my knowledge and understanding. Ai .obi/ ' Print wner's or Authorized ent's Name(Electronic Signature) D lc NOTES: I. An Owner who obtains a building permit to do his/her own work,or an owner who hires an unregistered contractor (not registered in the Home Improvement Contractor(HIC)Program),will not have access to the arbitration program or guaranty fund under M.G.L.c. 142A. Other important information on the HIC Program can be found at www.tass.gov/oca Information on the Construction Supervisor License can be found at www.mass.gov/dps 2. When substantial work is planned,provide the information below: Total floor area(sq.ft.) Z, 2$D (including garage,finished basement/attics,decks or porch) Gross living area(sq. ft.) % .8 it 0 Habitable room count 3 Number of fireplaces 0 Number of bedrooms Z Number of bathrooms 2 Number of half/baths -+ Type of heating system deed- "vise, / pro t''w."1- Number of decks/porches n Type of cooling system C. .l.... s,e r` CD ft Aj Enclosed Open 3. "Total Project Square Footage"may be substituted for"Total Project Cost" CITY OF NORTHAMPTON SETBACK PLAN MAP: LOT: LOT SIZE: Z 0, 7 4 REAR LOT DIMENSION: i' REAR YARD �j`✓ 1�LH S{ 5..."'"6 A 4 4.cu....J- SIDE YARD 15 SIDE YARD Z FRONT SETBACK .30 FRONTAGE 79 111 Commonwealth of Massachusetts Division of Occupational Licensure Board of Building Regulations and Standards t' 1i Coast }ion S�(wrvisor am CS-077835 '' ecpires : 03/16/2026 DAVID A SC13OEN =f 14 GLENDAL'E WOODS DRIVE SOUTHAMPTrON MA 01073 r ir., ., OUvil:1- dmillit Commissioner etws•� The Commonwealth of Massachusetts -'� Department of Industrial Accidents ;imtL 1 Congress Street,Suite 100 =.4,.1 yh Boston,MA 02114-2017 '14,1= www.mass.gov/dia Workers'Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Name (Business/Organization/Individual): Co S.'Si%Aft.. Address: SOS City/State/Zip: }lvr,„iyt1A p,A4 Phone#: 4 t 3 syS- elo sue"'-s Are you an employer?Check the appropriate box: Type of roject(required): 1 El am a employer with employees(full and/or part-time).* 7. [}'New construction 2.1'a sole proprietor or partnership and have no employees working for me in 8. El Remodeling any capacity.[No workers'comp.insurance required.] 3,O I am a homeowner doing all work myself.[No workers'comp.insurance required.] 9. El Demolition 10 Q Building addition 4. I am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole 11.0 Electrical repairs or additions proprietors with no employees. 12.❑Plumbing repairs or additions 5.12 I am-a general contractor-and I have hired-the sub-contractors iisted.on-the attached sheet _ These sub-contractors have employees and have workers'comp.insurance.t 13.0Roof repairs 6.❑We are a corporation and its officers have exercised their right of exemption per MGL c. 14.Q Other 152,§1(4),and we have no employees.[No workers'comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins.Lic.#: Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MGL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage ve • ion. I do her y certify u der a pain and penalties of perjury that the information provided above is true and correct. Sinai' • L a 4 Date: /D t 2 Phone#: 4 13 ^ c3 e{ ' - fl ei S 3 Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: / . ACORO® CERTIFICATE OF LIABILITY INSURANCE DATE(MM/OD/YYYY) �.----- 06/13/2024 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Denise Sawicki NAME: Amherst Insurance Agency Inc PA/CNE Eat: (413)253-5555 FAXC,No): (413)256-8354 20 Gatehouse Rd. E-MAIL dsawicki@amhins.com ADDRESS: P.O.Box 48 INSURER(S)AFFORDING COVERAGE NAIC e Amherst MA 01002 INSURER A: Preferred Mutuai 15024 INSURED INSURER B. O.A Schoen Electric INSURER C: 14 Glendale Woods Dr INSURER 0: INSURER E: Southampton MA 01073 INSURER F: COVERAGES CERTIFICATE NUMBER: CL2461304551 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT.TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN.THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS INSR TYPE OF INSURANCE ADDL SUBR POLICY NUMBER POLICY EFF POLICY EXP LTR INSD WVO (MM(DOIYYYY) (MMJDDIYYYY) LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE X OCCuR PREMISES(Ea occurrence) $DAMAGE TO RENTED 50.000 MED EXP(Any one semen) $ 10.000 A - BOP0100738633 09/01/2023 09/01/2024 PERSONAL 8 AOV INJURY g 1.000.000 GENL AGGREGATE LIMITAPPLIESPER. GENERAL AGGREGATE S 2.000.000 POLICY '�--I1 PRO- I )JECT n LOC PRODUCTS-COMP/OP AGG S OTHER S 2.000.000 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ (Ea accident) ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED BODILY INJURY(Per acc,dent) S AUTOS ONLY �_, AUTOS HIRED NON-OWNED PROPERTY DAMAGE S AUTOS ONLY - AUTOS ONLY (Per accident) $ UMBRELLA LIAR OCCUR EACH OCCURRENCE $ - EXCESS LIAB ____ CLAIMS-MADE AGGREGATE S OLD RETENTION$ _ S WORKERS COMPENSATION .�_ PER OTH- AND EMPLOYERS'LIABILITY Y/N STATUTE ER ANY PROPRIETOR/PARTNERIEXECUTIVE I I E I. EACH ACCIDENT $ OFFICER,INEMBER EXCLUDED' NIA (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE S 'f yes descebe under DESCRIPTION OF OPERATIONS below E.L DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(ACORD 101.Additional Remarks Schedule.may be attached if more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN CITY OF NORTHAMPTON ACCORDANCE WITH THE POLICY PROVISIONS. 210 MAIN STREET AUTHORIZED REPRESENTATIVE NORTHAMPTON MA 01060 h. ,V. u.J 1 ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111, S 150A. Address of the work: 12 Z L 3v4.--v 6 f 1-4- o-,.•A The debris will be transported by: e‘v1 p 6r1A-0.`., The debris will be received by: Building permit number: Name of Permit Applicant '-bc,j t {J ge_vv k,t (a4,49 ...,J di-- Date Signature of Permit Applicant I. I I 1 ♦ i CITY OF NORTHAMPTON PERMIT DECISION ' '' DATES PROJECT INFORMATION Submitted 1/11:202- Owner Name/Address David Schoen 7808 Ryan MA ! 01062 Rd Florence __ Hearing 3/14/2024 Applicant Name/ - -� - I Address (if different) Extension i Applicant Contact ' schoenumas,.edJ 413-345-0053 Hearing 1 3/14/2024 Site Address 808 Ryan Rd Florence MA 01062 Closed Decision ' 3/14/2024 Site Assessor Map ID 35-156 813638 P271 Zoning District WSP Filed with 3/21/2024 Permit Type Planning Board Special Permit Clerk Appeal 4/10/2024 Project Description Create 2'Curb cut(to serve second unit) Deadline An appeal of this decision by the Planning Board may be made by any person within 20 days after the date of the filing of s this decision with the City Clerk, as shown.Appeals by any aggrieved party must be pursuant to MGL Chapter 40A, Section 17 as amended and may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. Plan Sheets/Supporting Documents by Map ID: 1. Plan Sheets BOARD MEMBER . PRESENT ' FAVOR OPPOSED 1 ABSTAIN/NO COUNT VOTE TALLY I , (Favor-Opposed) George Kohout, Chair t ✓ _ -= — Janna White, Vice Chair I 0 v __ _ Chris Tait ✓ v David Whitehill ✓ --- ---- _ — Sam Taylor J i v _ _ Melissa Fowler I = _ _ Stacey Dakai, Assoc. T , Assoc { i — ! — _ F Pg. 1 0:4?) • CITY OF NORTHAMPTON PERMIT DECISION APPLICABLE APPROVAL CRITERIA/BOARD FINDINGS ZONING 350 The Planning Board separated the vote between the Special Permit for the second curb cut and 8.8G, 10.1 the layout and Site Plan review for the second unit and driveway in order to allow the ri ans to be revised Lased un the best location for the driveway to protect the trees. The Board determined that the following criteria in special permit 10.2 and 8.8 had been met. A. The requested use for two unit_ is not detrimental to the other uses. B. The requested use will promote the convenience and :afety of vehicular and pedestrian movement within the site and on adjacent street,,minimize traffic impacts on the streets and roads in the area. If applicable, this shall include considering the location of driveway openings in relation to traffic and adjacent streets,access by emergency vehicles, the arrangement of parking and loading spaces, and provisions for persons with disabilities; This is • a through lot having frontage on two streets. The second curb opening will allow access to the rear of the lot and not be connected to the existing driveway. and C. The requested use will promote a harmonious relationship of structures and open spaces to the natural landscape, existing buildings and other community assets in the area; Allowing the second curb cut reduces the number of trees to be removed.and D. The requested use meets any special regulations set forth in this chapter, including for the second curb opening in 8.8. E. The requested use bears a positive relationship to the public convenience or welfare. The use will not unduly impair the integrity of character of the district or adjoining zones, nor be detrimental to the health, morals, or general welfare. The use shall be in harmony with the general purpose and intent of the ordinance; and F. The requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives, as defined in City master or study plans adopted under MGL c. 41, § 81C and 81D. The second curb opening will not impede a pedestrian path and will ease access to a second unit to be built on the lot. { Minutes Available at WWW.NorthamptonMa.Gov I, Carolyn Misch, as agent to the Planning Board certify that this is an accurate and true decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk and that a copy of this decision has been mailed to the Owner, Applicant. pg,. 2 ,t ait‘i \ • . CITY OF NORTHAMPTON PERMIT DECISION oT CONDITIONS Prior to Issuance of a Building Permit 1. The applicant shall submit proof that tree protection has been installed as specified by the applicant's arborist. Prior to Issuance of a Certificate of Occupancy 2. Tree replacement or payment into the fund for 3. The applicant shall make a one-time payment in the 27 and 30• Pines to be removed that are in lieu of traffic mitigation of S3,000 to the City to good condition. Total replacement 29- of tree. address the 1 additional peak hour trips generated by the new units accord with 11.6. Minutes Available at WWW.NorthamptonMa.Gov I, Carolyn Misch, as agent to the Planning Board certify that this is an accurate and true decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk and that a copy of this decision has been mailed to the Owner, Applicant. • Pg. 3 Home Energy Rating Certificate Rating Date: 2024-09-1211114 Projected Report Registry ID: Based on Plans Ekotrope ID: vQxeVoid HERS° Index Score: Annual Savings Home: Your home's HERS score is a relative 4 808 Ryan Rd 45 performance score.The lower the number, 6 21 Florence, MA 01062 the more energy efficient the home.To Builder: learn more,visit www.hersindex.com Relative to an average U.S.home Matt Murphy Construction Your Home's Estimated Energy Use: This home meets or exceeds the Use[MBtuj Annual Cost criteria of the following: Heating 20.3 51,404 Massachusetts Stretch Code Cooling 0.5 S32 2021 International Energy Conservation Code Hot Water 1.9 $134 Lights/Appliances 23.9 S1,652 Service Charges 584 Generation (e.g.Solar 0.0 $0 Tota I: 46.6 $3,306 HERS'Index Home Feature Summary: Rating Completed by: ao,..•rxv -,ngle family detached Model: N/A Energy Rater: Rachel salon ExistingCommunity: N/A RESNEr!C; 1726523 Homes +o Conditioned Floor Area: 3,892 ft' Rating Company: Power House Energy Consulting 1J0 Number of Bedrooms: 2 PO Box 9571,North Amherst,MA 01059 Reference 100 Primary Heating System: Air Source Heat Pump•Electric•11 HSPF (413)835-5162 Home Primary Cooling System: Air Source Heat Pump•Electric•18 SEER w, Primary Water Heating: Residential Water Heater•Electric•3.55 UEF Rating Provider: Energy Raters of Massachusetts House Tightness: 2 ACH50 2 Woodlawn Street Amesbury,MA 01913 10 t.o Ventilation: 114 CFM•46 Watts•ERV 978 270 391 t «w•.;, svfl"' 45 Duct Leakage to Outside: 10 CFM a 25Pa(0.26 r 100 ft21 P - 3 4O Above Grade Walls: R-20 r. •;.'•••...r. : j0 Thts►wme Ceiling: Attic,R 59 -..•' xi Window Type: U-Value:0.3.SHGC:0.25 1"1//71 ' to Zero Home 0 Foundation Walls: R-13 Framed Floor: N/A Rachel Balon,Certified Energy Rater Less Enemy OAS IMAM Digitally signed: 10/1/24 at 7:35 PM e kot ro a Ekotrope RATER-Version:4.2.2.3491 ,' p The Energy Rating Disclosure for this home is available from the Approved Rating Provider. s This report does not constitute any warranty or guarantee. s Building Specification Summary Property Organization Inspection Status 808 Ryan Rd Power House Energy Consul Results are projected Florence,MA 01062 Rachel Balon PHEC-3606 808 Ryan Rd Builder projected(45) Matt Murphy Construction Building Information Rating Conditioned Area[ft'i 3,892.00 HERS ERI 45 Conditioned Volume[ft3] 34,257.70 HERS ERI w/o PV 45 Thermal Boundary Area(fel 7.517.76 Number Of Bedrooms 2 Housing Type Single family detached Building Shell Ceiling r,,!Attic R59,CE16",6-16;U-0.017 Windows(largest)!U-Value:0.3,SHGC:0.25 Vaulted Ceiling None Window/Wall Ratio 10.18 Above Grade Walls R20,CE1,6-16;U-0.06 Window/Floor Ratio 10.08 Found.Walls R13.1,ISO;R-13 Infiltration 12 ACH50 Framed Floors None Duct Lkg to Outside 110(FM @ 25Pa 10.26/100 ft21 Slabs Uninsulated;R-0 Total Duct Leakage 1155 CFM @ 25Pa(Post-Construction) Mechanical Systems Heating Air Source Heat Pump•Electric•11 HSPF Cooling Air Source Heat Pump•Electric•18 SEER "later Heating Residential Water Heater•Electric•3.55 UEF Programmable Thermostat Yes Ventilation System 114 CFM.46 Watts•ERV Whole House Fan N/A Lights and Appliances Percent Interior LED 100°o Clothes Dryer Fuel Electric Percent Exterior LED 100% Clothes Dryer CEF 3.5 Refrigerator(kWh,yr 700.0 Clothes Washer LER(kWh%yr; 152.0 Dishwasher Efficiency 270 kWh Clothes Washer Capacity 4.2 Ceiling Fan None RangeOven Fuel Electric Ekotrope RATER-Version 4.2.2.3491 AU results are based on data entered by Ekotrope users.Ekotrope disclaims al:liability for the information shown on this report. 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DATE08/21/24 PAGE 1 REQ.QUOTE DATE 08/21/24 ORDER# ORDER DATE / / QUOTE# 24080931BR DELIVERY DATE / / CUSTOMER ACCT# LBMN1268 DATE OF INVOICE / / CUSTOMER PO# IETIII ORDERED BY Mike Rouleau INVOICE# DESIGNER David Hawk TERMS SUPERINTENDENT Mike Rouleau SALES REP Josh Kapinos JOBSITE PHONE# (802)257-7373 SALES AREA Massachusetts/ Hamshaw Lbr-Brattleboro- JOB NAME:Schoen Residence LOT# SUBDIV: 5 Y. RT 5 RFD#3 MODEL: TAG:Roof JOB CATEGORY:Single Family Custom T Brattleboro,VT 05301 DELIVERY INSTRUCTIONS: ° (802)257-7373 Schoen Residence 808 Ryan Rd SPECIAL INSTRUCTIONS: Y 'Plan Date 6-19-24 Florence, MA 01062 BY DATE BUILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE DH1 08/21/24 Roof Trusses END CUT RETURN -_ LAYOUT // PLUMB . GABLE STUDS 24 IN.OC JOBSITE 1 1 JOBSITE 1 CUTTING DH1 08/21/24 ROOF TRUSSES LOADING TCLL-TCOL-ECLL-ECOL STRESS INCR INFORMATION 35.0,15.0,0.0,10.0 1.00 ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) PROFILE CITY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB " UNIT I TOTAL PLY I ID SPAN SPAN TOP)BOT LEFT I RIGHT LEFT ' RIGHT PRICE PRICE PIGGYBACK 29 8.00 0.00 Al 38-00-00 38-00-00 2 X 6 2 X 4 01-00-00 01-00-00 dill 111111III,. 1 8.00 0.00 PIGGYBACK 38-00-00 38-00-00 2X6 2X4 01-00-00 01-00-00 , PIGGYBACK i►I�I11 I!i► 1 8.00, 0.00 AISG 38-00-00 38-00-00 2X6 2X4,01-00-00 01-00-00 ® COMMON 2 8.00 0.00 B1 21-00-00 21-00-00 2 X 4 2 X 4 01-00-00 ® COMMON 1 8.00 0.00 61G 21-00-00 21-00-00 2 X 4 2 X 4 01-00-00 COMMON AefLes 1 8.00 0.00 Cl 12-00-00 12-00-00 2 X 4 2 X 4 01-00-00 COMMON 1 8.00 0.00 Cl G 12-00-00 12-00-00 2 X 4 2 X 4 01-00-00 MONOPITCH 4 8.00 0.00 D1 03-10-00 03-10-00 2 X 4 2 X 4 01-00-00 PIGGYBACK 31 8.00 0.00 PB1 04-11-12 04-11-12 2 X 4 2 X 4 ROOF SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER:kiimipi — • TITLE: BY: Ati. JOB ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL uo a is ase on curren esign va ues a e Ime of quote(lumber, EWP,hardware,etc). Should any of these values change prior to completion of this project, reserves the right to adjust the sell price accordingly. QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW/ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms PURCHASE ORDER POLICY: Purchase orders are valid for a period of 30 days. Orders moved past a 30 day period are subject to price review to current market conditions. Ills b A TRUSSCONFO`ENT PlACENEN"[INGRAIA(1P0)OK,NOT On ENGINEERED JOCJFENT Enures ve dewed as 1O0Wd bublgtoaporonn bee moderated rk ex Astro dear a'.re 0*10*1oo oI ew o9019 xsgnr See mhedad hum:orlg 0orbit'TODn bd.tots ewer Orebro d•to-PIN O.nuking desgw a raspom0M 0.Mperay+n0 permanent Smog et the me,r,f!m,fyeleo,amp to,to Comb Greet✓%The desyr d be S Can sr<r0e 0 01409 nJ no:Inner b tracts hams ask ra ohms a at.re rapnm0ly d the%aide;desger Fa greral gGWrae regare.9 rebleoln vd boor)comet'Babel Corp on.,Sdets Inbrestee EICSE Takels km 0.5BC Assam.(weehaoem.0erns co n).a a fe mortar,d re Gerard Came k le-y tat er p over)cordons.lapin month Ve WI nbeef c<nsfuim dm,I1W4 tbrdloni and op.II they do rap a e re eesponsdl5 or re Gerard Coot do to nab LOP and pole redo tontenn9 re Yon weasel.%bed down LOP et not Be resweble IS dar Odors ty ones ana Mal apgod d shot daeags a to rron a balks.,Pr..or-set 0*09<marred..OC NOT CO IOld. 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T70 rG 20' rP • — w� MIS drawn;b property et UFP Ste Butt.LLC T R U/$R x U F P SITE BUILT ��`R Schoen Residence Hamshaw Lbr— AnY dnauman.e ado d(mr:OoPunent Aha1 npta,hp„1„,,Crap,„ e Q _—1 sneren eensfbn b dhented UFP rehn dhes • Brattleboro-LBM D pin ❑� I ken Reborn WU 251.2M Q el ■ —� 10 Owmelfhp o deiyved product upon debvW. Yon s usP chomp.1au12u-)f22 (11) . E l FE O,enel oe Drodur,must oblan UFP's wlhonu0en ��E usp Berlin 1056)107-0OU 4°'z • piton.any e18.0101 of mOd'ke00n o p00011. G� 4 UFP Gordon 10001 Gel-2811 'P _ 608 Ryan Rd UFP oil not be held respon,ak for sty UFPNudson*00)0009.2 #"— 0 UFP New WiMip I0WI 878.790F e"e Florence,MA 01062 naupdn2ed modeeatonf done CO costa duffer ,l-. upP sldne Ism)wnb>d 1 ..hoot pick,mil. (rpm UFP. tor yAlton Iamb llM9e90 Jo:, Truss Truss Type Qty Ply Florence,MA 24080931BR Al Piggyback Base 29 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries.Inc.Wed Aug 21 13:01:13 Page:1 This is a PRELIMINARY drawing;web configuration ID:uMzZWJ5uBwoGPoVaDSlhspyle3t-2xEIR9T1yR0UTdTyS14p9rYKfugR1XHyt74KmByldoc and lumber could 1ge at the time of production. I I t 39-00-00 I I 8-00-04 t 15-09-00 22-03-00 29-11-12 38-00-00I I 1-00-00 8-00-04 7-08-12 6-06-00 7-08-12 8-00-04 1-00-00 5x8a 5x8r - _ 306 731 T3 81f2 4x80 29 32 4x6., 4x6. 4x8:. 5 8 0 0 28 4 N3 N3 9 33 60 0 4x6a 6a 27 Ni Ni 34 3 10 0 2 1 11 0T 1 12 - -Q Di ' ' D2 n a Dt 35 18 36 17 16 37 15 14 38 13 39 8x8n 2x4e 4x6■ 3x8= 2x4n 8x6n 4x4= 4x6= t 8-00-04 I t 15-07-04 t 22-04-12 29-11-12 38-00-00___-I 8-00-04 7-07-00 6-09-08 7-07-00 8-00-04 Scale=1:75.1 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.22 15-16 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.35 16-18 >999 180 TCDL 15.0 Rep Stress Ina' YES WB 0.49 Horz(CT) 0.17 11 n/a n/a BCLL 0.0' Code IRC2015ITPI2014 Matrix-MS BCDL 10.0 Weight:209 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) TOP CHORD 2x6 SPF No.2'Except*5-6,7-8:2x6 SPF Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft:Cat. 2100F 1.8E II;Exp B;Enclosed;MWFRS(envelope)exterior zone BOT CHORD 2x4 SPF 2100F 1.8E'Except*17-14:2x4 and C-C Exterior(2)-1-0-0 to 2-9-10,Interior(1)2-9-10 SPF No.2 to 11-11-6,Exterior(2)11-11-6 to 26-0-10,Interior(1) WEBS 2x4 SPF No.2 26-0-10 to 35-2-6,Exterior(2)35-2-6 to 39-0-0 zone: SLIDER Left 2x6 SPF No.2--2-05-12,Right 2x6 SPF cantilever left and right exposed;end vertical left and No.2--2-05-12 right exposed;C-C for members and forces&MWFRS BRACING for reactions shown;Lumber DOL=1.60 plate grip TOP CHORD Structural wood sheathing directly applied or DOL=1.60 2-0-7 oc purlins,except 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 2-0-0 oc purlins(4-1-9 max.):6-7. II;Exp B:Partially Exp.;Ct=1.10 80T CHORD Rigid ceiling directly applied or 2-2-0 oc 3) Unbalanced snow loads have been considered for this bracing. design. WEBS 1 Row at midpt 4-16,6-15,9-15 4) This truss has been designed for greater of min roof live REACTIONS (size) 2=5-08,(min.3-14),11=5-08.(min. load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on 3-14) overhangs non-concurrent with other live loads. Max Horiz 2=-225(LC 10) 5) Provide adequate drainage to prevent water ponding. Max Uplift 2=-122(LC 12),11=-122(LC 13) 6) This truss has been designed for a 10.0 psf bottom Max Gray 2=3061(LC 31),11=3061(LC 31) chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.opsf FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 on the bottom chord in all areas where a rectangle (Ib)or less except when shown. 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD 2-3=-1307/27,3-27=-4234/207, chord and any other members,with BCDL=10.0psf. 27-28=-3824/232,4-28=-3762/236, 8) Provide mechanical connection(by others)of truss to 4-5=-3276/240.5-29=-2917/258, bearing plate capable of withstanding 122 lb uplift at joint 29-30=-2901/277,6-30=-2567/279, 2 and 122 lb uplift at joint 11. 6-7=-2397/282,7-31=-2568/279, 9) This truss is designed in accordance with the 2015 31-32=-2904/277.8-32=-2918/258. International Residential Code sections R502.11.1 and 8-9=-3277/240,9-33=-3762/236, R802.10.2 and referenced standard ANSI/TPI 1. 33-34=-3810/232.10-34=-4234/207, 10)Graphical purlin representation does not depict the size 10-11=-972/27 or the orientation of the purlin along the top and/or BOT CHORD 2-35=-229/3305,18-35=-169/3305, bottom chord. 18-36=-169/3305,17-36=-169/3305, LOAD CASE(S) Standard 16-17=-169/3305,16-37=-7/2395, 15-37=-7/2395,14-15=-75/3305, 14-38=-75/3305,13-38=-75/3305, 13-39=-75/3305,11-39=-75/3305 WEBS 4-18=0/317,4-16=-1141/212,6-16=-58/955, 6-15=-341/346,7-15=-31/894, 9-15=-1137/213.9-13=0/320 NOTES This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Jot Truss Truss Type Qty Ply Florence,MA 24080931BR A1G Piggyback Base Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC.UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries,Inc.Wed Aug 21 13:01:14 Page:1 This is a PRELIMINARY drawing;web configuration ID:rk5Jx?79jY2_e6ezLto9yEyle3r-_KM2rrUHU2GCjwdKaS6HEGetLibSVTbFKRZRr4yldoa and lumber c t� change at the time of production. D�po 15-09-00 I 22-03-00 I 38-00-00 39-I00�0 1-00-00 15-09-00 6-06-00 15-09-00 1-00-00 4x8= 4x8= 11 12 13 14 155 — — 165 a 2 T3 q6 812 9 17 8 18 8x8 a 8x8w 7 19 o^ 90 6 o ra 9 •11-9s s rs 20 alco) 4 61-7 E @ 121 g 5T7 5 gr6 3 l3 srs 3 rs 815 4x4a 4flr4_ 4430 2 r2o ,— 0 3 0 C C w ff a a — 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 4x811 3x6= 3x6= 4x8a Scale=1:70.1 I 38-00-00 Loading (psf) Spacing 2-00-00 CSI DEFL in floc) I/dell Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Ina YES WB 0.37 Horz(CT) 0.01 24 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:269 lb FT=20% LUMBER NOTES TOP CHORD 2x6 SPF No.2 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) BOT CHORD 2x4 SPF No.2 Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. OTHERS 2x4 SPF No.2 II;Exp B;Enclosed;MWFRS(envelope)exterior zone SLIDER Left 2x4 SPF No.2—1-01-06,Right 2x4 SPF and C-C Corner(3)-1-0-0 to 3-0-0,Exterior(2)3-0-0 to No.2—1-01-06 11-11-6,Corner(3)11-11-6 10 26-0-10,Exterior(2) BRACING 26-0-10 to 35-0-0,Corner(3)35-0-0 to 39-0-0 zone; TOP CHORD Structural wood sheathing directly applied or cantilever left and right exposed;end vertical left and 6-0-0 oc purlins,except right exposed;C-C for members and forces&MWFRS 2-0-0 oc purlins(6-0-0 max.):11-15. for reactions shown;Lumber DOL=1.60 plate grip BOT CHORD Rigid ceiling directly applied or 10-0-0 oc DOL=1.60 bracing. 2) Truss designed for wind loads in the plane of the truss WEBS 1 Row at midpt 13-36,12-37,10-38, only. For studs exposed to wind(normal to the face). 9-40,14-35,16-34.17-32 see Standard Industry Gable End Details as applicable, REACTIONS All bearings 38-00-00. or consult qualified building designer as per ANSI/TPI 1. (Ib)-Max Horiz 2=225(LC 11),47=225(LC 11) 3) TCLL:ASCE 7-10;P1=35.0 psf(fiat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Max Uplift All uplift 100(Ib)or less at joint(s) 24,27,28,29,30,31,32,35,36, 4) Unbalanced snow loads have been considered for this design. 37,38,40,41,42,43,44.45,51 except 2=-151(LC 8).26=-112(LC 5) This truss has been designed for greater of min roof live 13).46=-149(LC 12),47=-151(LC load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on 8) overhangs non-concurrent with other live loads. Max Gray All reactions 250(Ib)or less at joint 6) Provide adequate drainage to prevent water ponding. (s)26,46 except 2=309(LC 41), 7) All plates are 2x4 MT20 unless otherwise indicated. 24=277(LC 18).27=315(LC 31), 8) Gable requires continuous bottom chord bearing. 28=377(LC 31),29=353(LC 31), 9) Gable studs spaced at 2-0-0 oc. 30=367(LC 31),31=386(LC 31), 10)This truss has been designed for a 10.0 psf bottom 32=379(LC 31),34=302(LC 31), chord live load nonconcurrent with any other live loads. 35=336(LC 30),36=386(LC 30), 11)*This truss has been designed for a live load of 20.0psf 37=336(LC 30),38=302(LC 31), on the bottom chord in all areas where a rectangle 40=379(LC 31),41=386(LC 31), 3-06-00 tall by 2-00-00 wide will fit between the bottom 42=367(LC 31).43=353(LC 31), chord and any other members. 44=377(LC 31).45=315(LC 31), 12)Provide mechanical connection(by others)of truss to 47=309(LC 41),51=277(LC 18) bearing plate capable of withstanding 100 lb uplift at joint FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 28,36, 7,24.24 except(jt=1b)24150.46=149,26=111. (Ib)or less except when shown. 2=150. WEBS 13-36=-346/55,12-37=-296/37, 13)This truss is designed in accordance with the 2015 10-38=-262/27.9-40=-338/76,8-41=-346/75, International Residential Code sections R502.11.1 and 7-42=-327/71,6-43=-312/66,5-44=-337/70, R802.10.2 and referenced standard ANSI/TPI 1. 4-45=-273/73,14-35=-296/31,16-34=-262/0, 14)Graphical purlin representation does not depict the size 17-32=-338/78,18-31=-346/76, or the orientation of the purlin along the top and/or 19-30=-327/71,20-29=-312/66. bottom chord. 21-28=-337/71,22-27=-273/73 LOAD CASE(S) Standard This design is based upon parameters shown,and is for an individual building component to be instated and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Job Truss Truss Type Qty Ply Florence,MA 24080931 BR A1SG Piggyback Base Structural Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek lndustnes,Inc.Wed Aug 21 13:01:14 Page:1 This is a PRELIMINARY drawing;web configuration ID:Jxfh8L7nTrArGGD9vbJOUSyle3q-SWwR3BVvFMO2K4CX79eWmTAtu6goEo8PZ5J_NWyldoZ and lumber couldcge at the time of production. f I 8-00-04 } 1 •09-00 1 22-03-00 I 29-11-12 I 38-00-00 39-00-00 1-00-00 8-00-04 7-08-12 6-06-00 7-08-12 8-00-04 1-00-00 5x8a 6x8■ _. 556 756 C = T3 ^ 8 12 4x8♦ 54 6T5 57 444 443♦ 8x84 5 $116 8 OQ 53 4 fin 8'n72 vr1 5Tj 9 58 i- 5/14 4x4s 4x4. 52 trim 3/15 2 r16N1 ss 3 10 578 _g1 1 2 5r6 11 L01 p2es o0°°__bV19WP__ Dt 12 60 22 61 21 20 62198 17 18 15 14 63 13 64 4x8■ 3x8= 4x8• 4x8e 4x4. 3x6. 8-00-04 15-07-04 ( I I 1 20-08-04 22-04.12 26-03-12 29-11-12 38-00-00{ { 8-00-04 7-07-00 5-01-00 1-08-08 3-11-00 3-08-00 8-00-04 Scale=1.76.3 Loading (psf) Spacing 2-00-00 CSI DEFL in (tic) 1/defl Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.06 13-46 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0.13 13-46 >999 180 TCDL 15.0 Rep Stress Ina YES WB 0.86 Horz(CT) 0.04 14 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:302 lb FT=20% LUMBER BOT CHORD 2-60=-228/1575,22-60=-167/1575, 11)Provide mechanical connection(by others)of truss to TOP CHORD 2x6 SPF No.2*Except'5-6,7-8:2x6 SPF 22-61=-167/1575,21-61=-167/1575, bearing plate capable of withstanding 100 Ib uplift at joint 2100F 1.8E 20-21=-167/1575,20-62=-75/561, (s)17 except(jt=1b)11=152,2=120.18=490. BOT CHORD 2x4 SPF 2100F 1.8E'Except'16-21:2x4 19-62=-75/561,18-19=-75/561, 12)This truss is designed in accordance with the 2015 SPF No.2 17-18=-75/561.16-17=-60/819, International Residential Code sections R502.11.1 and WEBS 2x4 SPF No.2 15.16=-60/819,14-15=-60/819, R802.10.2 and referenced standard ANSI/TPI 1. OTHERS 2x4 SPF No.2 14.63=-60/819,13-63=-60/819, 13)Graphical purlin representation does not depict the size SLIDER Left 2x6 SPF No.2-2-06-00,Right 2x6 SPF 13.64=-60/819,11-64=-60/819 or the orientation of the purlin along the top and/or No.2--2-06-00 WEBS 4-22=0/353,6-20=-62/999,7-17=-889/38, bottom chord. BRACING 9-13=0/328,9-17=-1381/221,6-17=-1516/86, LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 4-20=-1323/212 4-11-11 oc puffins,except NOTES 2-0-0 oc puffins(10-0-0 max.):6-7. 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. bracing. II;Exp B;Enclosed;MWFRS(envelope)exterior zone WEBS 1 Row at midpt 7-17.9-17.4-20 and C-C Exterior(2)-1-0.0 to 2-9-10.Interior(1)2-9-10 WEBS 2 Rows at 1/3 pts 6-17 to 11-11.6,Exterior(2)11-11.6 to 26.0-10,Intenor(1) REACTIONS All bearings 5-11-00.except 11=5-08.2=5-08. 26-0-10 to 35-2-6,Extenor(2)35-2-6 to 39-0-0 zone: 19=3-08.14=3-08 cantilever left and nght exposed;end vertical left and (Ib)-Max Horiz 2=-225(LC 10) right exposed;C-C for members and forces&MWFRS Max Uplift All uplift 100(Ib)or less at joint(s) for reactions shown:Lumber DOL=1.60 plate grip 17 except 2=-121(LC 12),11=-153 DOL=1.60 (LC 13),18=-491(LC 21) 2) Truss designed for wind loads in the plane of the truss Max Gray All reactions 250(lb)or less at joint only. For studs exposed to wind(normal to the face), (s)14,15,18 except 2=1741(LC see Standard Industry Gable End Details as applicable, 31),11=1167(LC 31),17=3094(LC or consult qualified building designer as per ANSI/TPI 1. 31).19=624(LC 21) 3) TCLL:ASCE 7-10;Pf=35.0 psf(fiat roof snow);Category FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 II;Exp 8;Partially Exp.:Ct=1.10 (Ib)or less except when shown. 4) Unbalanced snow loads have been considered for this TOP CHORD 2-3=-722/29.3-52=-20221157, design. 52-53=-16181182.4-53=-1612/186, 5) This truss has been designed for greater of min roof live 4-5=-1037/189.5.54=696/207, load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on 54-55=-687/226.6-55=-476/228, overhangs non-concurrent with other live loads. 6-7=-130/379.7-56=-32/666.56-57=-87/610. 6) Provide adequate drainage to prevent water ponding. 8-57=-96/388,9.58=-672/212. 7) All plates are 2x4 MT20 unless otherwise indicated. 58-59=-788/208,10-59=-1080/183, 8) Gable studs spaced at 2-0-0 oc. 10-11=-560/23 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Budding Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Joh Truss Truss Type Qty Ply Florence,MA 24080931BR B1 Common 2 1 Job Reference(optional) UFP Site Built,LLC.UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries,Inc.Wed Aug 21 13:01:15 Page:1 This is a PRELIMINARY drawing;web configuration ID:n7C4Mh8PE91iuQoLSIgdtfyle3p-wiUpGXWX0gWvyEmjhs91Jhj4oV55zMxYol2YvyyldoY and lumber could change at the time of production. 1i00- 4-02-12 10-06-00 16-09-04 1 21-00-00 1-00-00 4-02-12 6-03-04 6-03-04 4-02-12 5x6 r- 5 812 1920 liNet.2122 2x4e f2x4o o CD 4 6 9 9 5x6 co 23 18 5x6 3 0 21 8 oI /1 1, 5x12ii 6x8= 502rr 10-06-00 I 21-00-00 10-06-00 10-06-00 Scale=1:56.6 Loading (psf) Spacing 2-00-00 CSI DEFL in (IOC) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.14 9-16 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.28 9-12 >913 180 TCDL 15.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.06 8 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:91 lb FT=20% LUMBER 4) This truss has been designed for greater of min roof live TOP CHORD 2x4 SPF 2100F 1.8E load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on BOT CHORD 2x4 SPF No.2 overhangs non-concurrent with other live loads. WEBS 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom SLIDER Left 2x8 SP 2400F 2.0E--1-11-12,Right 2x8 chord live load nonconcurrent with any other live loads. SP 2400F 2.0E--1-11-12 6) 'This truss has been designed for a live load of 20.0psf BRACING on the bottom chord in all areas where a rectangle TOP CHORD Structural wood sheathing directly applied or 3-06-00 tall by 2-00-00 wide will fit between the bottom 5-2-7 oc purlins. chord and any other members. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 7) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 64 lb uplift at joint REACTIONS (size) 2=5-08.(min.2-02),8=5-08,(min. 8 and 81 lb uplift at joint 2. 2-00) 8) This truss is designed in accordance with the 2015 Max Horiz 2=149(LC 11) International Residential Code sections R502.11.1 and Max Uplift 2=-81(LC 12).8=-64(LC 13) R802.10.2 and referenced standard ANSI/TPI 1. Max Gray 2=1362(LC 1).8=1258(LC 1) LOAD CASE(S) Standard FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 2-3=-734/0,3-18=-1605/132, 4-18=-1565/148,4-19=-1261/108, 19-20=-1086/111,5-20=-1071/128, 5-21=-1072/128,21-22=-1086/111. 6-22=-1261/107,6-23=-1475/151, 7-23=-1611/135,7-8=-684/0 BOT CHORD 2-9=-187/1254.8-9=-69/1265 WEBS 5-9=-5/551,4-9=-466/173,6-9=-485/174 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) Vasd=92mph;TCDL=5.opsf;BCDL=5.0psf;h=24ft;Cat. II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0.0 to 7-6-0,Exterior(2)7-6-0 to 13-6-0,Interior(1)13-6-0 to 18-0-0,Exterior(2)18-0-0 to 21-0-0 zone;cantilever left and right exposed:end vertical 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;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Joh Truss Truss Type Qty Ply Florence,MA • 24080931BR BIG Common Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries.Inc.Wed Aug 21 13:01:15 Page:1 This is a PRELIMINARY drawing;web configuration ID:n7C4Mh8PE91iuQoLSIgd1fyle3p-wiUpGXWX0gWvyEmjhs9lJhjBkVGnzPcYol2YvyyldoY and lumber could change at the time of production. -1-oo-o4o 10-06-00 I 21-00-00 I 1-00-0b 10-06-00 10-06-00 4x4a 8 • 7 9 1r2 e 8 6 26 10 r 9 0 5 S-6 9 11 0 4 S'5 •T5 oS oc,?:, 4 S-4 8'4 12 1 ST3 ••-3 1 2 3 0 2 6-2 1 1 4 - - 91 3x6. 24 23 22 21 20 19 18 17 16 3x6= 5x6= I 21-00-00 Scale.1:55.1 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 1 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 15 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MR BCDL 10.0 Weight:104 lb FT=20% LUMBER 5) This truss has been designed for greater of min roof live TOP CHORD 2x4 SPF No.2 load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on BOT CHORD 2x4 SPF No.2 overhangs non-concurrent with other live loads. WEBS 2x4 SPF No.2 6) All plates are 2x4 MT20 unless otherwise indicated. OTHERS 2x4 SPF No.2 7) Gable requires continuous bottom chord bearing. BRACING 8) Truss to be fully sheathed from one face or securely TOP CHORD Structural wood sheathing directly applied or braced against lateral movement(i.e.diagonal web). 6-0-0 oc purlins, except end verticals. 9) Gable studs spaced at 2-0-0 oc. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 10)This truss has been designed for a 10.0 psf bottom bracing. chord live load nonconcurrent with any other live loads. REACTIONS All bearings 21-00-00. 11)•This truss has been designed for a live load of 20.0psf 25=171 9) on the bottom chord in all areas where a rectangle (Ib)-Max Horiz uplift(LC(Ib)or less at joint(s) 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Uplift 2All5 15,16,17.18,19,21,22,23.25 chord and any other members. except 24=-101(LC 12) 12)Provide mechanical connection(by others)of truss to Max Gray All reactions 250(Ib)or less at joint bearing plate capable of withstanding 100 lb uplift at joint (s)25,15,21,22,23,19,18.17,16 except(jt=1b) (s)15,17,20,23 except 16=300 Th=10u. (LC 23),18=279(LC 20),19=337 (LC 20),21=328(LC 19),22=255 13)This truss designed in accordance with the 20 (LC 19).24=271(LC 22).25=303 International Residential Code sections R502.11.1.1 and (LC 1) R802.10.2 and referenced standard ANSI/TPI 1. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 LOAD CASE(S) Standard (Ib)or less except when shown. WEBS 7-21=-288/67,9-19=-296/67 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) Vasd=92mph;TCDL=5.0psf:BCDL=5.0psf;h=24ft:Cat. II:Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-6-0,Corner(3)7-6-0 to 13-6-0,Exterior(2)13-6-0 to 17-10-4,Corner(3)17-10-4 to 20-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL:ASCE 7-10:Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4) Unbalanced snow loads have been considered for this design. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Joy Truss Truss Type Qty Ply Florence,MA 24080931BR C1 Common 1 1 Job Reference(optional) UFP Site Built,LLC.UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries.Inc.Wed Aug 21 13:01:15 Page:1 This is a PRELIMINARY drawing;web configuration ID:n7C4Mh8PE9liuOoLSlgd1fyle3p-wiUpGXWX0gWvyEmjhs91Jhj53VALzS_Yo12YvyyldoY and lumber could change at the time of production. 0o-01 6-00-00 } 12-00-00 oo-oo 6-00-00 6-00-00 4x4■ 4 12 18 19 Sx6 17 0 00 4 , 0 16 5x6 0 `n ui 3 5 % 16 1 Orti 2x4 a M18AHS 3x12 t1 M18AHS 3x12 u 6-00-00 12-00-00 6-00-00 6-00-00 Scale=1:41.6 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft L/d' PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.06 7-10 >999 240 M18AHS 142/136 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.08 7-10 >999 180 MT20 197/144 TCDL 15.0 Rep Stress Ina YES WB 0.06 Horz(CT) 0.03 2 rVa n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:46 lb FT=20% LUMBER 7) 'This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SPF No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SPF No.2 chord and any other members. SLIDER Left 2x8 SP 2400F 2.0E--1-05-12,Right 2x8 8) Provide mechanical connection(by others)of truss to SP 2400F 2.0E--1-05-12 bearing plate capable of withstanding 36 lb uplift at joint BRACING 6 and 52 lb uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 9) This truss is designed in accordance with the 2015 5-3-4 oc purlins. International Residential Code sections R502.11.1 and BOT CHORD Rigid ceiling directly applied or 10-0-0 oc R802.10.2 and referenced standard ANSI/TPI 1. bracing. LOAD CASE(S) Standard REACTIONS (size) 2=5-08,(min.1-08),6=5-08.(min. 1-08) Max Horiz 2=89(LC 9) Max Uplift 2=-52(LC 12),6=-36(LC 13) Max Gray 2=824(LC 1),6=716(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 3-16=-761/79.16-17=-643/85, 17-18=-616/87.4-18=-591/102, 4-19=-609/100,5-19=-759/85 BOT CHORD 2-7=-131/513,6-7=-13/513 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft:Cat. II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-0-0,Exterior(2)3-0-0 to 12-0-0 zone;cantilever left and right exposed;end vertical 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:Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of buss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Job Truss Truss Type Qty Ply Florence.MA 24080931 BR C1G Common Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries,Inc.Wed Aug 21 13:01:16 Page:1 This is a PRELIMINARY drawing;web configuration ID:FJmSZ191?TQZVaNX0?LsZtyle3o-wiUpGXWX0gWvyEmjhs9lJhjBkVGwzRgYal2YvyyldoY and lumber could change at the time of production. I1-00-01 6-00-00 I 12-00-00 1-00-00 6-00-00 6-00-00 4x4a 5 12 sr 4 6 16 1 1 01 o 0 0 3 7 0 0 0 u' i 1 2 • 8 11 q 1 15 '1� 1 1 1 1 Ili 9 :❖:❖:❖:❖❖❖O•000SAW.❖❖:❖•'O•O❖❖•O❖❖❖❖❖❖. 14 13 12 11 10 12-00-00 Scale=1:37.6 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 9 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MR BCDL 10.0 Weight:49 lb FT=20% LUMBER 6) All plates are 2x4 MT20 unless otherwise indicated. TOP CHORD 2x4 SPF No.2 7) Gable requires continuous bottom chord bearing. BOT CHORD 2x4 SPF No.2 8) Truss to be fully sheathed from one face or securely WEBS 2x4 SPF No.2 braced against lateral movement(i.e.diagonal web). OTHERS 2x4 SPF No.2 9) Gable studs spaced at 2-0-0 oc. BRACING 10)This truss has been designed for a 10.0 psf bottom TOP CHORD Structural wood sheathing directly applied or chord live load nonconcurrent with any other live loads. 6-0-0 oc purlins, except end verticals. 11)'This truss has been designed for a live load of 20.0psf BOT CHORD Rigid ceiling directly applied or 6-0-0 oc on the bottom chord in all areas where a rectangle bracing. 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. REACTIONS All bearings 12 00-00. (lb)-Max Horiz 15=111(LC 9) 12)Provide mechanical connection(by others)of truss to Max Uplift All upliftLC (lb)or less at joint(s) bearing plate capable of withstanding 100 lb uplift at joint 9l 10,11 100(Ib) 15 (s)15,9,13,14,11,10. Max Gray All reactions 250(lb)or at joint 13)This truss is designed in accordance with the 2015 (s)re cti 14 )or less(t j International Residential Code sections R502.11.1 and 9,12,14 except(LC 1 =261( C R802.10.2 and referenced standard ANSI/TPI 1. 19),15=279(LC 18) LOAD CASE(S) Standard FORCES (lb)-Max.Comp./Max.Ten.-All forces 250 (lb)or less except when shown. TOP CHORD 2-15=-252/79 WEBS 6-11=-252/70 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) Vasd=92mph;TCDL=5.0psf;BCDL=5.opsf;h=24ft;Cat. II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)-1-0-0 to 2.0-0,Exterior(2)2-0-0 to 3-0-0,Corner(3)3-0-0 to 11-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C- C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(SCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Joh Truss Truss Type Qty Ply Florence,MA 24080931BR D1 Monopitch 4 1 Job Reference(optional) UFP Site Built.LLC,UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries.Inc.Wed Aug 21 13:01:16 Page:1 This is a PRELIMINARY drawing;web configuration ID:FJmSZ191?TOZVaNX0?LsZtyle3o-Ov1BUsX9nzemaOLvFag_suGNHvclivghOPo5SOyfdoX and lumber could change at the time of production. 1-00-00' 1-08-06 3-10-084-00-00 -00-0 1-08-06 I 2-02-02 1I08 2x4 x Sr 12 5 zxa�. � 4x4a 11 ii rn 4 0 4 c CO 3 ♦ c c%l r+r 2 c%> 6 3x4= MT2OHS 3x10■ 3-10.08 Scale=1:37.7 Loading (psi) Spacing 2-00-00 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 6-9 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 6-9 >999 180 MT2OHS 148/108 TCDL 15.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight:21 lb FT=20% LUMBER 9) Bearing at joint(s)6 considers parallel to grain value TOP CHORD 2x4 SPF No.2 using ANSI/TPI 1 angle to grain formula. Building BOT CHORD 2x4 SPF 2100F 1.8E designer should verify capacity of bearing surface. WEBS 2x4 SPF No.2 10)Provide mechanical connection(by others)of truss to SLIDER Left 2x6 SPF No.2-1-05-12 bearing plate at joint(s)6. BRACING 11)Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 62 lb uplift at joint 3-10-0 oc purlins. 6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 12)This truss is designed in accordance with the 2015 bracing. International Residential Code sections R502.11.1 and REACTIONS (size) 2=3-08,(min.1-08),6=1-08,(min. R802.10.2 and referenced standard ANSI/TPI 1. 1-08) LOAD CASE(S) Standard Max Horiz 2=98(LC 12) Max Uplift 6=-62(LC 12) Max Gray 2=349(LC 19),6=238(LC 19) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)zone:cantilever left and right exposed;end vertical 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;Pf=35.0 psf(flat roof snow):Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) -This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Bearings are assumed to be:,Joint 6 SPF No.2 crushing capacity of 425 psi. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Job . Truss Truss Type Qty Ply Florence,MA 24080931BR PB1 Piggyback 31 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.73 S Jul 24 2024 Print:8.730 S Jul 24 2024 MiTek Industries,Inc.Wed Aug 21 13:01:16 Page:1 This is a PRELIMINARY drawing;web configuration ID:wWBz3gkC9jxzjiujBOCaNVyle11.Ov1BUsX9nzemaOLvFag_suGOWvbgiv6h0Po5SOytdoX and lumber could change at the time of production. 6-05-04 8-12 I 3-02-10 I 5-08-08 18-12 8-12 2-05-14 2-05-14 4x4 12 8r 3 14 0 15 CD CD 0 4 4 0 0AI\`44 CV `V 2 4 o O 4 1 tv 5 6 2x4= 2x4■ 2x4= 4-11-12 Scale=1:28.7 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.13 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 11 n/a n/a BCLL 0.0' Code IRC20151TP12014 Matrix-MP BCDL 10.0 Weight:16 lb FT=20% LUMBER 9) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SPF No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom OTHERS 2x4 SPF No.2 chord and any other members. BRACING 10)Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 100 lb uplift at joint 6-0-0 oc purlins. (s)2,4,2,4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 11)This truss is designed in accordance with the 2015 bracing. International Residential Code sections R502.11.1 and REACTIONS All bearings 4-11-12. R802.10.2 and referenced standard ANSIfTPI 1. (Ib)-Max Horiz 2=-40(LC 10),7=-40(LC 10) 12)See Standard Industry Piggyback Truss Connection Max Uplift All uplift 100(Ib)or less at joint(s) Detail for Connection to base truss as applicable,or 2 4 7 11 consult qualified building designer. Max Gray All reactions 250(Ib)or less at joint LOAD CASE(S) Standard (s)6 except 2=283(LC 1),4=283 (LC 1),7=283(LC 1),11=283(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust) Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. , , . O && r \J" I / 1 ii _,/ i 1 , 9 1 ' T im o 1 1 t . '; I J ' 1 tli/ 1 C ! [ ' i t 1 4D.), :Tv. ----, ,i ,I, 1..' is' 1 Al 1 ,.moo 6p , / ' J On / - ._ ..,, - ,i t r`cn ....MINON•a1110 II , Rcw4o0c. t I .1 y I s 1 1 1 , , 1 a1 ti 5 Q. ' i; 1 00.80' 69.25' O :!i RYAN ROAD 1 PROPOSED SITE PLAN PLAN OF LAND IN NORTHAMPTON, MASSACHUSETTS PREPARED FOR f. -'cs. DAVID & ALISON SCHOEN goy RAKE.D �s:1 u 17.ER SCALE: 1"=30' JANUARY 18, 2024 3 HAROLD L. EATON AND ASSOCIATES, INC. "" R AN REGISTERED PROFESSIONAL LAND SURVEYORS 235 RUSSELL STREET — HADLEY — MASSACHUSETTS 413-584-7599 413-585-5976 (fax) email — hleoton@aol.com 0' 30' 60' 90' et To the crest of my knowledge Mese plans are drawn to comply wiM owner's andf or builders specifications and any changes made on Them after prints are made via be done at the owners and!or 12 builders expense and respons billy.The contractor 8 shun Dn sSn4d encSlo msed adrbaw i lBfOgf. arras Dote Construct on has begun.While every effort has been made in the preparation of Mrs plan to avoid mistakes,the maker can not guarantee z against human error The contractor of the job must o check al dimensions antl other details poor to �' a consWCDon and De solely responsible thereafter. �p�yy� us M 1 wive IMMi SMINI wy fln in tti z tt+ MIIIIM Ciotti Mo w ft zi 0/ w m G F Z C T REAR ELEVATIQN 3/16 =1 0 z __= ''r.y�,t,�1i. �. r.li}'.t•Lt't-, :v, stft"i. lf}}:.,:':tttti".l.r:r.t,! ,,?d:tt'�.,+,,r",tiircylt...,..ssi,: _,:7.: n W ;, {t.+ it Sr/'''.—- rr.- rr�i• , .›. ›..ti',ti%a .-:,-,ti, ,titi '-, /:ri:ti. . . r, w Ct c __— —________ __ __ ____________— = r. 2� . •��r r.'r.�. �7 .7{.,, }i�'.tr:::'''1 : � �ti:��`j :' ti ` ti<ri }�'� `r'.•: 1 — W= _s_=____—_—_--_—_===--_ =_____= = __: f' • ' ''S'.` rr• rrr ti , .{ {.' { •' }". %1:<‘i:";i.•.• v4 d lJl Z_____ ====- _ _ ___ -______ __�_-== •7.�.f ' r rr.<•.'•'r,;ti��ti �; •.} ,. ''r ... 7 .; J•�ti i , l' {ar , .—_ — __ _ ______=_rr=—r_= ter rr.' ti•t ' ti•:ti�-.••+. .ti ' . . { '.' ',} .. ti•rw W Q Z__s__= =__=_ _-r____ ===___ ______ __r__ __— _____=_r_____ r +. .+.,!. • ' `<' .'{ .:ti r.? '�+,ti• }-t�'t� r. Ce __ ___ ___ _—______________________ r=__ ___ ____—__=_r____ __ �.•r.•rf' .l} •r. J •r. ,ti` .ti•. �t <.. r;..�. �rWr�/_==___:___ __ l •/�.� �ti �', , ?r' ..(. .r �` 4\ti` ti �Z .1 ti•.l rA '.1 ' Z CL ____—____________=____ __-_ ___ _-_-_____-___---—__ _ ______—______________ _ •ry;}}'..:v� �' .�ti�ti•� ti r,�' ti }. ,ti<, { ti.•. W cf� __ _ � 1. / iJr.1 . rrrrt, ..."Atr,-, .-- '.��'•'/"3 ____=_=__r_ _______—___ ______ _-- ___ .'.a': .r-% i:'i:: l r r /r r r r ti ti•` .•/r r, i t r. r i./• J____ __ ___ =_z--___— _ _ _____ __ _ _ J}.rr.,r� � �• .�ti• •t�ti•r rr,-�J�./v.ti{: /l{ r�ti, .? r.:.. ti•:ti'- ..+i � crJ __— _ ___ _—_-_ __ _ ______==__ _ _ __ J• J ir''}� r tr✓ _�. �. ':{' s , �.•ti? :,::.• 'r:'}.•r • ...•. S:+�if;` o= II- 0 ____ __________= r=—___________—_______--____________—r— _ __ ti'. 'r.•: r rs'.' la } ti•.•.ti} •r'ti• it>i i r v r,ti� `'.+r. J ln r., }.,mil,} .titirlr �.}` '/ {r �~/l ~~ ' R~ti% ~•�l•�~ —_—_ ______ __-_=_ _—_____-________________— ti•i ti i ti r.`.<, ‹ -:;i. .r.�ti•r.rr' 5 . .•l.� \ �.,` �5,:•,.. ____ ___ _ _ _ __ _ __— _ _ _ _ >r.ti x-, .'r,•?.•>r.•./> r,-.,'r.titi'�.<'�:T. .`:r'. .'r:,:�.;:�.,'f,,}.<; �: l�r�}r.};7,�, ., �•rrr. _ = .•. ice.. 1 .:�� i I r l rI I LEFT ELEVATION 3/16"=1'0" RIGHT ELEVATION 3/16"=1'0" 12 8 w z a ,. m o "'OyrJ o� L Uw mp<nZ$r C w m v LL I G'4.• ..• ®®Y iZ< .w V id m n tor; 911P o <7. — � I r_v ram. 1�. - DATE: � La. ® _ _ j _ — 6/19/2024 SCALE: l 1 1 SHEET: FRONT ELEVATION 1/4"=110" Ed 36' ?4 �_14_ z T 10'-4" 6'-6' I b'-10" - 1'-2" E tr_5•,} Ls 4.' I 4' N � D 0 D20 Q 1 0 D,9 0„,.., w o mm e� + in s /_. 71 i- �w q Z,n in o5 23'4" 1V-5" w >' —Y405 w 9UNROOM K a �p ROOF TRUSSE u1 m 24"OG TO BE _ e 4 < 1 y,102 �— ENGINEERED AS R a m T in K C PRIMARY BEDROOM m in - 9'0"CEILING HEIGHT 9'0"CEILING HEIGHT of iinn _ , *405 W05— Win QININCz `° GREAT ROOF( Ip�1�y p W Q < it < r O Cl r A A IIt so , + D011n f a iT) `Z W 3'-11"-s i I 4' T V <Y LU v z 0 -1 in vol a` in i O o 0 i g 4 e B — _ IMARY - \ / _ N f' �� * f'+ S a I II o 1 I I I-1I�� CJ </ i -1- 1 v15 - • KTGMEN i46'-6" b'-r� TI -1"—-•/ in { 010 I I . -✓w o MUMMY I 11 11' �L2 D4Y,M ..n1 K.N.I KAw. ..qp< • ' Cr, R ® MJD OOM 1- (.1 l]ASET H 11'-1" ;re i 1 i IW04 •+/® m in ' I Q1 6'-b" 13'-7��-- ry m : V-2" 7,� 007 m DN I D12 012. �1 e rt iL J J * I i'-',, 'fe+rs�� I FIRE DOOR MUST } U 8E SELF CLOSING I.0 dATMROOM 1 •--1-- 11 -T-3" "3'-6" SO"FC DRYWALL 1 O ON CEILING AND LIVING ii ry Y ® D05 ADJACENT WALLS W O 7 1"I1 C.. O v'Tggqis 0 . t 1.''' CDAR GAGE Wp o V j �QYER .z f n W Z <; W< •AKK W in CIr 4'POURED CONCRETE FLOOR <fv =m e n N 4000 PSI y. �aEoorcz1�` f1PDROAM tlJ' - 6 i.'J W O 1 lir G F W w z1u'ni3 g '^ 9'0"CEILING HEIGHT i K v i~ <^ iv I ROOF TRUSSES gQ,z z_ I 24-OCTOBE ^ olnFilizt2 t COY.PORCH ENGINEERED AS REED <^ g E j m t. t 11'-1" ' 1D17 /� I N } R OTLET LOCATION l I fin F R E.V.CHARGING '� 1 , _ • 5 ATION s v < 111 cs1-e, „two, TI I DATE: 1 4 V-6"-H- +-3'4,"— co-n 0 LIVING AREA b' 6' 2'-b"^•2'-b' —10-b" 10'-6" 1844 SQ F7 6/19/2024 SCALE: - it 5' 21' 38' 1_144•.ro• SHEET: ErZ z O 38' 1: , i -ri...• •.. .•.� -. , O- 0 'POURED CONCRETE WALLS a CIO Y4/18"X10"CONT'D FOOTINGS m Ill > O IX ® • H yJ <p AI021 y493-_ ce Lai SEAM TO BE m ENGINEERED AS REO'D T Z BEAM POCKET • T W v BEAM POCKET o Z Q I 10"POURED CONCRETE WALL i WAY l20"X 1O GONT'D FOOTINGS F ` z W L. W Q Z K p 4'POURED CONCRETE FLOOR IT v ( W 3500 PSI YV!6 MIL POLY UNDER SLAB ^ z W cr. J^ 4 • LVL BEAM TO BE o 0 q OJ CI ENGINEERED AS REQ'D 30X30X12 CONCRETE PADS• v WINDOW SCHEDULE N NUMBER LABEL QTY FLOOR SIZE WIDTH HEIGHT R/O EGRESS DESCRIPTION HEADER CODE MANUFACTURER COMMENTS ¢•-9- I 6" " l 10'-3" -1- 10'-6' • W01 2424AW 1 1 2424AW 28" 28" 29•X29• SINGLE AWNING 2X10X32"(2) 1� 1,402 2616R5 5 0 2816R5 32' 18' 33'X19` RIGHT SLIDING 2X10X33"(2) —+ 1,403 2828FX 3 2 2826FX 32' 32" 33`X33' FIXED GLASS 2X10X36"(2) - 10'-b I BEAM POCKET W04 3030AW 3 1 3030AW 363/8"36" 313/8"X31" SINGLE AWNING 2X10X40 3/6'(2) s 1 - °r- • I I UI Y405 3232AW 6 1 3232AW 38' 38' 30"X39' SINGLE AWNING 2X10X42"(2) W06 4646TC 1 1 4646TC,54" 54` 55"X55' TRIPLE CASEMENT-LHL/RHR 2X10X56"(2) BEAM POCKET \3 in..LALLY GOLD W01 5060DC 1 1 SO60DC 60" 72" b1"X73" DOUBLE CASEMENT•LHL/RHR 2X10X64"(2) I l an ♦ I 111 •D • I Fla— _ DOOR SCHEDULE 0 NUMBER LABEL QTY FLOOR SIZE WIDTH HEIGHT R/O DESCRIPTION HEADER THICKNESS CODE MANUFACTURER COMMENTS .` )o K 8 (r D01 1466 1 1 1466 R IN lb 1/6"80" 18 1/8"X82 1/a HINGED-POOR PO4 2X10X21 lib"(2) 1 3/6' in D02 16080 1 1 16080 1.72" 96" 194"X99" GARAGE-GARAGE DOOR CH005 2X12X200"((2) 1 3/4' I -a'' 15' J •: I D03 21068 1 1 21068 L IN 34" 80" 36"X82 1/2" HINGED-DOOR PO4 2X10X39"(2) 1 NW -I—b2 r ` --•' { D04 2668 1 1 2668 L IN 30` 60" 32"X82 1/2" HINGED-DOOR PO4 2X10X35"(2) 1 3/8" I o LVL BEAM TO BE .. }�� P05 2668 1 1 2668 R 30" 80" 611/4"X821/2" POCKET-DOOR PO4 2X10X64 1/4"(2) 13/8' ® 10.1" 4 R'r ENGINEERED AS REQ D D06 2666 2 1 2666 R IN 30' 80" 3YX821/2" HINGED•DOOR PO4 2X10X35"(2) 1 NV Up d V/n 4 I DO1 2868 1 1 2966 L IN 32_ 80" 54"X82 1/2" HINGED"DOOR PO4 2X10X31"(2) 1 3/8" II '^ I v DOS 2868 1 1 2868 R 32_ 80" 65 1/4"X82 1/2" POCKET•POOR PO4 2X10X68 1/4"(2) 1 3/6" ,.` EAM POCKET BEAM POGKEy-, \ 1 -I} 4-J 009 2868 2 1 2868 R IN 32_ 80" 34"X82 1/T' HINGED-DOOR PO4 2X10X37"(2) law u I{ 010 3068 1 0 3068 L EX 36" 80" 38"X83" EXT.HINGED•DOOR E20 2X10X41"(2) 1 3/4' 011 3068 1 1 3068 L 36" 80" 731/4"X821/2" POCKET-DOOR PO4 2X10XT61/4"(2) 1 3/8" 012 3066 1 1 30¢8 L EX 36' 00" 38"X83' EXT.HINGED-DOOR E20 2X10X41"(2) 1 3/4' 6'-10" 'I' 8'-10-—-- 1' S PROVIDE M.O.FOR 3'0"DOOR D13 3068 1 1 3068 L EX 36 1/4"80" 38 1/4"X83" EXT.HINGED-DOOR E20 , X10X41 1/4" 1 3/4" N D14 3068 1 1 3068 R 361/8"80" 13 1/2"X62 1/2" POCKET-DOOR PO4 2X10X761/2" 13/6" m 015 3068 1 1 3068 R 361/6"80" 13 7/16'X62 1/2" POCKET-DOOR PO4 2X10X161/16"(2)1 3/8" p D16 3066 1 1 3068 R EX 36" 80" 38"X83" EXT.HINGED-DOOR E20 2X10X41" 2} 1 3/4" of v 011 3080 1 1 3080 L EX 36" 46" MOW pXT.HINGED-POOR E20 2X10X41"((2) 1 3/4" - O D18 4066 1 1 4068 UR IN 46" 80" 50"X82 1/2" DOUBLE HINGED-DOOR PO4 2X10X53"(2) 1 3/8" g 014 6068 1 1 6068 C-L EX 12 1/8"80" 14 1/8"X83" EXT.DOUBLE HINGED-GLASS PANEL 2X10X11 1/8"(2) 1 3/4" u. z p 020 4068 2 1 9065 L EX 106" 80" 110`X33" EXT.TRIPLE SLIDER-GLASS PANEL 2X12X113"(2) 1 3/4" • 0. _ `�1 g3 s • 415 )1NPX.r.AVATED O o'-W . BEAM POCKET BEAM POCKET . m o i2'g'Z 2 R —8'•10" I 8'-10" � IN 6itgama 3 W LVL BEAM TO BE 8"POURED CONCRETE FROST WALLS =W N j s w —plp2- ENGINEERED AS R.EQ'D X r _ N ,�- IN/18"X10`CONT'D FOOTINGS S p o�j i=i C x^ 2 W RO ^ ® viQ1� Z kQ 0 I r ; I 111NEXGAVATED/FB,L o I I � sr�i_ .,ly .4I, I I I 'I - `.')L _IL -p1J I PROVIDE M.O.FOR 16'0`DOOR -L._. .. - ._ --- DATE: lc �`8"POURED CONCRETE V' 4 LS •` SIMPSON TIE DOWNS / 6/19/2024 YU 18"X10-CONTD FOOTII GS 2-5THP14 10'-b" a+- 10'4' - SCALE: 17 5' 21' I• 38' w 1/4•.1'A• SHEET: CON .•RIDGE VENT ROOF TRUSSES 24"OC LOCATION FOR FUTURE SOLAR PER RG105 3 TO BE ENGINEERED BY MANUF. (VERIFY LOCATION AS SOUTH-FACING) a III 12 W 0 5/b"GDX SHEATHING u+y IOWm co I♦'I ASPHALT SHINGLES W/SYNTHETIC ~W UNDERLAYMENT OR EGUAL ull O �W 7� 72"ICE AND WATER BARRIER R PROVIDE RAISED HEEL R-60 INSULATION W c 0p0000fIppf1pp00p0p,... ...--- �'i I .i I I I u:I I I I. IIRII1111111111110011If1Il[l i L u...._.4 2X4 ILLS.iLDS-16"OG III III) 6"FASCIA W/12"VENTED SOFFIT p:Lu . 2.2xb TOP PLATES SIB"FC DRYWALL �/ i f 2.2X10 HEADERS � W/ON CEILING AND WALLS z I� 2Xb EXT STUDS 16`OC E L_ tt� e I j R.21 INSULATION R-21 INSULATION1-77E 2X10 FLOOR JOISTS 16`OG e 1 W ),„4/ .. ., .. ,. .. 1/16`ZIP MALL SHEATHING -C GARAGE 3/4"T8G ADVANTECH _,-VINYL SIDING Z d 2x10 BOx SILL s� a ' \' 2X6 PT SILL WI SEALER ‹c z v _ .I Y I I I I I I I ft0 Z W WI 1/2"X12"ANCHOR BOLTS AT 4'OG AppROX GRADE 44 CONrO REBAR AT TOP- •_ - - -- ..�- ,�? i 4"FROM EACH CORNER / d Z R•301N BA / Z i 6 PER SECTION R403.1.3.1 ILI B4 CONT'D REBAR \4`POURED GONG.FLOOR 4000 PSI R•15 INSULATIOtt- _ AT BOTTOM 1/3 OF WALL HEIGHT 10"POURED CONCRETE WALLS IT- PER SECTION R403.1 3.1 LI V 6 MIL POLY REQUIRED '• 4"POURED CONC.FLOOR DAMPPROOFING N UNDER HOUSE SLAB 3500 PSI PROVIDE CODE COMPLIANT 4"DRAIN TILE i /r^� / •I SURROUND VW 3/4'STONE 1b`X10"CONDO FOOTINGS STONE INSIDE FOOTINGS&BACK-ILL W/2X4 KEYWAY WITH CLEAN WELL DRAINING SOIL CONDO RIDGE VENT LOCATION FOR FUTURE SOLAR PER RC105 3 -(VERIFY LOCATION AS SOUTH-FACING) 12 .7 5/b"CDX SHEATHING 6 ASPHALT SHINGLES WI SYNTHETIC ROOF TRUSSES 24"OC / UNDERLAYMENT OR EQUAL TO BE ENGINEERED BY MANUF. Z yy u 12"ICE AND WATER BARRIER ' Sz E S C 8 P ROVIDE RAISED HEEL R-60 INSULATION IO o Z E i$.- CI ..r....r..r .. ., - -6"FASCIA W/12`VENTED SOFFIT D e o V u I- ......1.. .lI_-..4—�--•I•••II tr rif rt•--1r- r _ �7--r-- -�. - :_ .F a 2.2X6 TOP PLATES________,-- ' -1/2"DRYYWLL INT FINISH ! 3 6 S uNi 4 X4 INT STUDS 16'OC o o o- 2.2X10 HEADERS 2X6 EXT STUDS 16`OC m: S W 4 b' • I R•21 INSULATION ��j 111 R•21 INSULATION \ 3 m Z 2X70 FtOOR.015T$11 OC • / 1 VINYL SIDING 1116"ZIP WALL SHEATHING / ,y4"T8G ADVAWEIGN R•30 IN BAY -� I ` -(1�/ r- 2X6 PT SILL YW SEALER -~ I I f I f 1 I i I I I f 1 ~ 1 I 1 I I I f I I I 1/2"X12"ANCHOR BOLTS AT 1'OG APPROX GRADE 114(ANTI)RFRARAMnP '• V FROM EACH CORNER / DATE: PER SECTION R403.1.3.1/r LVL BEAM TO BE 2X10 BOX SILt�' f 91/2`LOLLY COLUMNS ENGINEERED AS REQ'D 6/19/2024 R•16 THERMAX INSULATION 1: b"POURED CONCRETE WALLS tt4 GONT'D REBAR 30X30X12 DAMPPROOFING SCALE: 6 MIL POLY REQUIRED 4"POURED GONG FLOOR AT BOTTOM 1/3 OF WALL HEIGH UNDER HOUSE SLAB GONG.PADS 3500 PSI PER SECTION R403 1 3 1 4' f d+ PROVIDE CODE COMPLIANT 4"DRAIN TILE 114"!1O I.1 t�I SURROUND IN3/4"STONE tb"X10`CONTDFOOTINGS STONE INSIDE FOOTINGS BBACKFILL SHEET: W/2X4 KEYWAY WITH CLEAN WELL DRAINING SOIL