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41-057 (3) 29 RIDGE VIEW RD-LOT 12 BP-2017-0118 GIS#: COMMONWEALTH OF MASSACHUSETTS Map-Block:41 -057 CITY OF NORTHAMPTON Lot: -001 Permit: Building Category: New Single Family House BUILDING PERMIT Permit BP-2017-0118 Project# JS-2017-000149 Est. Cost: 5252000.00 Fee: 51548.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: TIMOTHY LUCIER 097135 Lot Size(sq. ft.): 21780.00 Owner: RIDGE VIEW DEVELOPMENT Zoning: Applicant: TIMOTHY LUCIER AT: 29 RIDGE VIEW RD - LOT 12 Applicant Address: Phone: Insurance: 718 PARKER ST (413) 883-3573 () EAST LONGMEADOWMA01028 ISSUED ON:8/25/2016 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W/ATT GARAGE/DECK POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department 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. Certificate of Occupancy Signature: FeeTvpe: Date Paid: Amount: Building 8/25/2016 0:00:00 $1548.00 212 Main Street, Phone(413)587-1240, Fax:(413)587-1272 Louis Hasbrouck-Building Commissioner © GC To I,egrn Liarow�3`6cNett File P BP-2017-0118 V APPLICANT/CONTACT PERSON TIMOTHY LUCIER ADDRESS/PHONE 718 PARKER ST EAST LONGMEADOW01028(413)883-3573 0 PROPERTY LOCATION 29 RIDGE VIEW RD MAP 41 PARCEL 057 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid TimedConstruction: .ONSTRU:'2 STORY SRL W/ATT GARAGE/DECK New Construction Non Structural Interior renovations Addition to Existing Accessory Structure Building flans Included: _Diver/ Plans/ oLicense 097135 3 sets of Plans/Plot PlanAill THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ION PRESENTED: pproved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received& Recorded at Registry of Deeds Proof Enclosed_. Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management D-• alit' Del Si: ;. t e of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. _RFC,ENED DeparmerY I e only l S • 2flf6 :JO/ T M d 7117 h- on SCatus of Per tl +� �Ul ng Department Cur Cut/Dry dyPrni 21 Maintr.-e-i S fer/S zmc dilabnf Delos eo,._mameseeee s '.00m 156 Waist/Well ev lebillty 1 1I P . ipton, MA 01060 Two F'a atru 4o a Rens' - 'I phone 413-587-1240 Fax 413-587-1272 e:Fe8Site Pa IAPPLICATION TC CONSTRUCT,ALTER, REPAIR, RENOVATE OR DERIIOL-SL A ONE OR TWO FAMILY DNrE_LING SECTION 1 -SITE INFORMATION I 1.1 Property Address iicis section to:be complaued by office 2 \ Irk \ G t"{„ V l t?._v...f !(1+�0 MEP f. Los Unit +VG2 �,��,,, r4 ., .Mr}r 11Y�� nkSoo OverlayDistrict .' _Elm StDistrict CS District SECTION 2.PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: 10(pR1„v \tLw l� Iz� IZ�01D ^.alvr LLL 11;3 ..... 4)A e KI & I „.J T' Cc,.,., ,-..inA 'a Cu n / 9 In Address: .T t 3 e 3 zSl 3 I — Tuleebio Zv bane 1 SSgature ) 2.2 Authorized Agent. T/ r - L v c t.x 277 t S 4' tete C T`Con. ,,..•.".Dote nitA Name(P[inLt Pi iG'rZ.. ;;trent Main,"FAsesr. i Signature Telephone ____1 SECTION 3 -ESTIMATED CONSTRUCTION COSTS I item Estmated Cost(Dollars)is P_ O'iclai Use Orly" I L - completed by sernit aopiicent 1, Euildinoo i "' 1.(a) Budding Permit Fee . 12. Electrical (b)Estimated 'Total Cost of -.D -fl l 4 00 o — Cent uc�on ham(s1 L•_.i Zoo p a Plumbing O b G � c I Building Permit Fee 4. Mechanical (HVAC) / So�'o 5. h Pra(1 2 i T7' 6. To I=(1 +2+ 3-4+5) , Check Number . This Section For Official Use Only 8urlding Permit Number: Data - — tweed'.. Signature 1 L _ BuiNing Gorom3sonerlvpector of BNldings J^ ,a_ i 41r++fA.� i • 1 (7 ehiti opal er1t (9 �,I2oy 'cr. /1Q,t • I JCLei-K D 'lv[/. .0 PnRAIr �e, !' i 1P i-{4 rNRT" Section 4. ZONING alt In or'nator.NuDo BeCotpl_td. Perron:_an Re Cen' d ue To Rm. teimiersenatior Do t „SOE d. Pr000s Required Zoning I .. This robipry r Buidin3 D .arrngnt . Lot Size 2 I �, a Z_ 21 '4 b— '_ _.. . .... I - Frontage 2 Q 'c'._ i 6Ca - _ Setbacks front i3$ _. Side l RL.14 a..gr3-0..-.,. ICI J Building Height , � „ &dz . Square Footage OhNiC, I y. I { yry I I Open Space Footage r t it (L anus beta&pa,i!d ._ _stns 1 #of Parkins Spaces ..._S_.: .�, I Fill: __... _ ._. stns_ ____ _ ohms&Sotto ) '__... _ _ _c ...._ _ „ _ A. Has a �J Special Permit/Yarance/Finqd�ine ever been issued for/cn the site? NO 0 DONT KNOW YES 0 IF YES, date issued::...'' IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNC.w 0 YES 0 .___.... IF YES: enter Book Page) ---- I and/or Document t B. Does the site contain a brook, body of water or wet:ands? NO 0 DONT KNOW 0 YES 0 I IF YE5, has a permit been or need to be obtained from the Conservation Commission? , Needs to be obtained ) Obtained Le , Date issued C. Do any signs exist on the property? YES C) NO `: IF YES, describe size, type and location: i D Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and iocssion Will the construction activity disturb(clearing grading. excavation. or filling)over 1 acia or is it part oft nommen plan that will disierb over I ac= S0 NO Q IF YE5,ten a Northampton Starm Water Managaanert PTITIlt from the CFOS is required. • SECTIOPI5-DESCRIPTION OF PROPOSED WORK;check all ao,oiipabiet New House Le Add!Pon jpf cementWmdows fon.'s) 1 1 1 Roofing Doors oo Accessory Bidg. D Demollfion !J New Slogs (L ] Dechs IQ Sidipe I I 0ther IC; IVr.y p Brief Description of Proposed Wask'. 2.k- 6 F"' w ( . S A-1 Bk.tt°- PrBtAkfk. L/ ito= 4 Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished`seement Yes No Plans Attached Roll -Sheet saif blew hhouse en•3 or addition to existno ha:isirm.com3et=the fct{ot><iae: a. Use of building One Family 47 Two Family Other b. Number of rooms in each family unit: ( Number of Bathrooms 3 c. Is there a garaee attached? r c d. Proposed Square footage of new construction Z.7,0._t Dimensions Int Ck 4 e. Number of stories? T ''t/0 FS Method of heating? fin 1r frit cies AIP Fireplaces or W000stovesye Number of each 1 Fl,5q 15 p11(,t g. Enemy Conservation Compliance. v L 4 Masscfeok Energy Compliance form / attached? / "tx c S H. Type of construction t Is construction within 100 ft of wetlands? Yes ✓ No. Is sonstroc:on within 100 yr. floodplain Yes V Nn r Depth of basement or cellar floor below finished grade o / R Will building conform to the Building and Zoning retaliations, / ✓ Yes Z. No_ 1- Septic Tank ✓ Clty Sewer Private well f/ City water Supply SECTION 7a-OWNER AUTHORIZATION•TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT i. _as Owner of the subject property hereby authorize to act DI)my behalf,in aft matters relative to work authorized by this building permit application. Signature of owner Date is Ffjp,at. ".q. • 4 4'. as Owner/Authorized Agent hereby de dare that the statements and information an the foregoing application are tree and accurate,to the best of my knowiedee an. belief signed under the pains and penalties of perjury. t "'PR LV ( i 2. Print Na 7[ z /( Sch Srgnziu of Owner/Agent Pete SECTION 3-CONSTRUCTION SERVICES It Licensee Constitution Suon isce: .... Not Appficabie E Rama of hisfinseFolder: T + iv\ Number ps ltb �4RNP2 Sr Knsr w.cardcw i`l/1- 410 Z¢ Zate ;� 444 ate Cry(`\(()j'' & 5:} 3r"+ 3 Sign3tLre Telephone 9.Registered Home Improvement Con actor_ Nor Applicable E Company Name Registration Number Address Expiration Date Telephone _ SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.O-.L.c. 152, §25C16)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit wiii result in the denial of the issuance of the buidino permit (1( Signed Affidavit Attached Yes E No...... E I 11. —Home ()yeller Exemption The current exemption for°oomeowners"was extended to include Owner-occunied Dwellings of one(1) or two(2)famiP:ea and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780. Sixth Edition Section 10S.2,5.1. Definition of Homeowner: Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is, or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or fano structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner- Such"'homeowaer'shall submit to the Building Official,on a form acceptable to the Building Official.that be/she shall be responsible for all such work performed under the building perp it As acting Construction Sopervisot your presence on the job site will be required from time to time,during and upon completion of the work for which this permit issued. Also he advised that with reference to Chapter 152(Workers'Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts Genera:Laws.Aainotated,vonn mbe liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massa-chus tts General Laws Annotated. Homeowner Signature .;� s The Commonwealth r inns c -ns ei, DeriC& ar x% 'C) ^'nrstrxct .v,^es r --n Y` 172.972:e m,�I/ v s galio €a In a T ti k i .J©e. n, '"A 02112 Workers' k:.4l Lt pensai5on ITT.DSUr2.nc I l w'sn BL.L-JersiCnra_aGttrsiT cele £u /PICa.:.3r'i`s Arrrvticant lnformatiot Ce 5e . li (J / p C �t LedFs,v Name (Business/Organi ationelnd:vidual): R t U 6 q Li k 'Z`,-, 1)a, R. (lot)rl tz r- t. tJ C. Address: 'l I S f?Rle2 Jr , R City/State/Zip:17.4-,sr L.pric '4w, Qb ..r MI' C101 hone#: tk t 3 8 a 3 3 5 1 _ L e Ia an employerPP pri _box: Type of project(required): employer? Check the x ro -cote with 4. - I am a general contractor and I employees (_full and/or part-bitch.* have hired the sub-contractors 6. ew construction 2.VI am a sole proprietor or partner- listed on the attached sheet, 7. ❑Remodeling ship and have no employees These sub-cent-actors have g, ❑ Demolition working for me in any capacity. employees and have workers' q workers' comp, insurance required.) comp. insurancet ❑Building addition 5- ❑ We are a con/oration and its Ian Electrical repairs or additions officers have exercised their S._iZ urn a homeowner doing all work71.7 Plumbing repairs Or additions myself. [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.] t c. 152, §I(4), and we have no employees. [No workers' 13.0 Other comp.insurance required.,J. _ .... *sny applicant that cheeks box#1 must also fill out the sxhon below shot their workers'compensation polioy information. 'Ho meawners who submit this affidavit indicating they are doing all work and thee hire outside contractors must submit a new affidavit indicating such :Contractors that:heck this box must attached an additional sheer showing the name of the subcontractors and state whether or not those entities have employees- If the sub-contactors have employees they must provide their workers'comppolicy number. lain an employer that is providing workers'compensation insurance for my employees. 13edow is the policy and job site information. (r� I Insurance Company Name: .T t u sC.td' 'I- NP-R9 S Policy= or Self-ins.Lie. #: Expiration Date: Job Site Address: Z.c IL, 0 6 (Z L. I R.-'i 0 t> 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 Section 25A of MOL c. 152 can lead to the imposition of criminal penalties of 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. Be advised that a copy of this statement may be forwarded to the Office of L✓estioa ions of the DLA for insurance coverage verification. I do hereby ccerti under the pains and penaldes ofpe.zjuly that the information provided above is true and correct. Signature: _ `) .pate: 1 i Zl It b Phone#: lit 1 3 (g' 3 3 ? - ......... Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License g 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#: 'a- e r rtiee.. da,::'A,.raves merailose n 'Kamer ilkWrid gtel- is; t n r. 7 li '�dailiz1z -Northc o r '� Su y . . Col MV i ,oro "ou ., tNhm -Nsp_.TO; Louis Hasbrouck Chuck Miller Building Commissioner Assistant Commissioner HOME OWNER EXEMPTION CKIN'OWLEDGEMENT The State of Massachusetts allows the homeowner the right under 784CMR 708.3.4 to act as his/her construction supervisor. The state defines "Homeowner"as, ' Person(s) who owns a parcel on which he/she resides or intends to be, a one or two family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two- year period shall not be considered a home owner." The building department for the City of Northampton wants any person(s) who seek to use the home owner exemption, to acf as their own construction supervisor, to be aware that by doing so you become responsible for compliance with state building codes and regulations. The inspection process requires that the building department be called to inspect work at various stages, which include foundation/footings (before backfill), sonotube holes (before Dour). a :ouch buiidino inspection (before work Is concealedS, insulation insoection (if reouired) and a final buildinc inspection. The building department requires these inspections before the work is concealed, failure to secure these inspections can result in failure to obtain a certificate of occupancy until the work can be inspected. If the homeowner hires other trades to perform work (electrical, plumbing &gas) the homeowner will be responsible to make sure that the trades hired secure their proper permits in conjunction to the building permit issued, and that they get their required inspections. Failure of the individual trades to secure the permits and inspections as required can DELAY the project until such time as the proper permits and inspections are made understand the above. (Home owner/resident's signature requesting exemption) will call to schedule all required building inspections necessary for the building permit issued to me. Date Address of work location _.. Cit' ofNortham ton 2 2M trai_. Street,tragi_, NorL'z3motcn, AZA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MOL c 40, 354, 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: Z IZ t- vt rc_ The debris will be transported by: w4$ Nz ,,,,/T/1/414-1 ti.zti ir The debris will be received by: v,,gJF< '1.4/\1.9 Building permit number: Name of Permit Applicant `r-) L c , n 2 cc L -� Date Signature of Permit Applicant °Y y City of Northampton CS4 .. c,, '' OA Massachusetts {.Y�� DEPARTMENT OF BUILDING INSPECTIONS r 212 Main Street . Municipal Building Northampton, MA 01060 pp, .i Fee Calculator for Residential Properties Location : z- `\ QtoituttzN 2J /—.)oarhn-- pN ' . Square Footage Amount Basement @ .20 let,' cid 0 1ST Floor @ .50 ilGc9 6C6 2nd Floor @ .50 ti '' ° 55_ 6 Floors, Finish Attic, Garage @ .20 ti00 go Deck / Porches @ .20 l 4 0 £r/11 Total : �'7r_____ R ry 1146° ' + R� �S/1�� Energy Rater: n g ,�/ Rating Number: HERS-613 . ,�/ri Certified Rain Rater: 4/28Turcotte �uld Rating Date: 4/28/16 29 Ridge View Rd Rating Ordered For: Northampton,MA01062 Estimated Annual EnergyCost /�'� ) ,-\ ) a 2A:� k 1_1-1_1- Projected Rating !� 5 Stars Plus Use MMBtu Cost Percent Projected Rating: Based on Plans, Field Confirmation Required Heating 61.5 $1676 46% Cooling 3.7 $190 5% Uniform Energy Rating System Energy Efficient Hot Water 19.7 $583 14% 1 Star I Star Plus 2 Stars 2 Stars Plus r3 Stars 3 Stars Plus 4 Stars j 4 Stars Plus II 5 Stars 1 5 Stars Plus ---i . - — - Lights/Appliances 27.9 $1422 35% 500-401 400-301 300-251200151 150101 J 10091 9686 85-711 70 or Less Photovoltaics -0.0 $-0 -0% HERS Index: 0' ea Service Charges $0 0% General lMormetlon Total 112.8 $4073 100% Conditioned Area: 2142 sq.ft HouseType: Single-family detached Conditioned Volume: 19011 cubic ft. Foundation: Unconditioned basement Bedrooms: 4 This home meets or exceeds the minimum criteria for all of the following: Mechanical Systems Features Heating: Fuel-fired air distribution,Propane,95.0 AF UE. Cooling: Air conditioner,Electric,13.0 SEER. Water Heating: Instant water heater,Propane,0.82 EF,0.0 Gal. IV' Duct Leakage to Outside: 171.00 CFM25. Ventilation System: Exhaust Only:59 cfm, 10.0 watts. Programmable Thermostat: Heating:Yes Coating:Yes Building Shell Features Ceiling Flat: R-40.7 Slab: None Sealed Attic NA Exposed Floor: R-30.0 Vaulted Ceiling: NA Window Type: U-Value:0300,SHGC:0.250 Above Grade Walls: R-21.0 Infiltration Rate: Htg:4.00 CIg:4.00ACH50 Foundation Walls R-0.0 Method: Blower door test Lights and Appliance Features TITLE Percent Interior Lighting: 0.00 Range/Oven Fuel: Electric Company Percent Garage Lighting: 0.00 Clothes Dryer Fuel: Electric Address Refrigerator(kWh/yr): 0.00 Clothes Dryer EF: 3.01 City,State,Zip Dishwasher Energy Factor: 0.00 Ceiling Fan(cfm/Wat5: 70.40 Phone# The Home Energy Rating Standard Disclosure for this homes available from the rathg provider. Fax# REMIRate -Residential Energy Analysts and Rathg Software v14.6.1 This information does not constitute any warranty of energy cost or savings. ©1985-2015 Noresco,Boulder,Cobra do. Permit No. 018-16 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 6/30/16 Check 122 FEE: $250.00 Proposed driveway must be staked and address and/or lot number posted. Public Shade Trees are protected by MGL Chapter 87. Do not cut, trim or remove any trees on City property. The undersigned respectfully petitions your honorable body for: Permission to install a driveway at: 29 Ridge View Road, Florence, MA 01062 (Lot 12) Fifteen (15) foot maximum width from street line to property line. Gutter drainage not to be disturbed. All drainage shall be directed off the driveway surface to adjacent land and not on the existing roadway. The first one hundred (100) feet of the driveway surface shall be paved as soon as possible if the grade of the proposed driveway exceeds 3%at any point in the first one hundred(100) feet. Homeowners will be held responsible for any costs to the City of Northampton in the event of a washout of this driveway. City is not responsible for culverts installed under driveways in City layout. Code of Ordinances §350-8.8 providing standards for private, individual driveways as most recently amended,must he followed. By: Mark Kuchachik/Mark S Property Svcs. Telephone: 413-478-0323 Tint $$3-35731 gnature: Proposed Location Inspection By.Sb - . .. , '#7°°."Z^"Zat (p Gravel Base Grade Inspected By: Final Approval: _ Director of Public Works Cc: Building Inspector (SUBJECT 'ID ATTACHED CONDITIONS 1 & 2) Permit No. D18-16 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: 1. l will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. G r By: s Name: Murk KuchachikiMark S Property Svcs. Address: 45 Hillside Rd, Southwick. MA 01077 413-478-0323 Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. For Commercial and Industrial applicants, a plan showing the proposed driveway with grades, location and Planning Board permits are required. Cc: Building Inspector * MEt w ) t�-1 7/r•, L...sscit iti F_Y-pinin 7E/tic ` eurecn'a, 6N 1 '7 i ( Ori . C flue '- -(( raw(OPT fly (Nloalat c, . - l.nCpicka Fla can 1 65 -! 4 ae /e', t r Lnsnica, diet(rC�, ,y `a.in(aap w.)oFu Zxr r, fl?-4117b1 o'ionrrIol wit) CA&ttec.7 -Insq-, AThb on 67-/Z-/Co /7RsEiEp2amci- o.o I n citoEt . te:C. Cl fin j i1 , LticieC '--)3-z -3- 3 k •‘L CtW .Vk 1i_ LLC I_ me Hon fool been produced ran pp'mdbny purposes a shall not be used for fhe coalgy 1_ an N 4. 2 Ih premiseshereonre pod of an • r,r rzs.08', Ham sSb° S bty ore at me ea. N P County Rey In of Deeds Peon UfIJEL! Book 205 P g 71-86 PnrzcEE 1 `r—�_� 3. The premsee shownelmhereon ore lhe same Rulldel2 Setback formerly conveyed Mr i Properties, LLC Co Ht deed e of N here County P y fy o/f in Deeds P k 10668. r1 1 Page 20. 31 ` Conceptual Sal lal Parcel AbsoerPlan Systeedfrm / "1 Mop 41, Parcel 5] referenced from SITE LOCUS MAP Pe n Map I mIw ^'°o - 31,9621 syr it j recorded plan (vee nate) $ ,. 044' 4006 lir, Ni In 40.0 mM Hoe 4 10 c/f. 40Thr co 4,x......._ 72 re u /✓ Iz Lot 13 Lot 11 I ��Q� , PROPOSED .Loe: 1,08Ll RESIDENCE oeo .y. TO (T -' pROPO5E0 I� DRIVEWAY 5065 Conceptual for Wall Lo Reference ..® RogRY2:0OO i thea Sea Notes for Hon I 211 1 to / fV 1150 IP 40, 'L 2,b�5�C \jr!,:,--ii-' `u00^ ,7;17.707.,41,..4„, . PO n e LITE.' goo ° ex. °i'r n RIDGE VIEW ROAD mea ne msluN: �— R LEVESQUE ASSOCIATES, INCQ, 'fl29E3+` 74PT',r.�.. STAKE OUT PLAN _ SSS,,,aaa :�. Ala d Planning5 s Coopens LOT 12-RIDGE VIEW ROAD,NORTHAMPTON,MA "' � , ` 405m MAoans e42 sc 'ALe a J narc 060/ r 2O6 nNo 160502 W',, ph 413SGSGSE5 fnx 4,500040e ma'am mo. RIDGEVIEW DEVELOPMENT LLC � 2q S_4v vE k-0 17 on \to ¶ S {.� RIDOEVIEW DEVELOPMENT LLC 4-23-16 �� bur OT L2R EV(`eA ESTATES 3:14pm n tens ndnnn comrrr*v NORTHAMPTON.MA i of 7 Ci4Beam y'A..�I6.I11 Imraeaa'Eo 413.161 Makoaa Database 1547 Member Data Description:BEAM t Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing None Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: 1/360 We, L/240 total 1.000"max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 12.5 PLF Filename'. Beam1 Other Loads Type Trib. Other Dead (Description) Skie Begin End Width Start End Start End Category Replacement Uniform(PLF) Top Cr OW 12 1.25 380 95 Live vtit-;tis g,, �i m: e 1 0 z , 4 12I 4 Bearings and Reactions Input Rin Gravity Gravity Location Type Material Length Requited Reaction Uplift 1 0 O.ODOe Wail ConcreteMasony 3,500" 1.507' 2844# -- 2 121250' Wall Steel 3.5W" 150T 2844# — Maximum Load Case Reactions lima grappling parol Ions(or me ne l oals)to a arrying members Live Dead 1 2217# 627# 2 2217# 627# Design spans I1' 8o Product: 2.0 RigidLam LVL 1-314 x 9-112 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc NOTE:Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8294.'# 21845.W 37% 6.05 Total Load D+L Shear 2458.# 9842# 25% 113 Total Load D+L Max.Reaction 2844# 13781# 20% 0' Totes Load 0+1 TL Deflection 0.2709" 0.5833" U516 605' Total Load D+L LL Deflection 0.2111" 0.3&99" U663 6.05' Total Load L Cmirct u Deflection 1 00L5: Live=1� Sem.=115% RWI=125% W44=160% Design assumes a repetitive member use raease to bending stress: 4% SIMPSON All Dona nemeta.Indemarva ormalr rewctve owners Bill Lucas Str=n0 Tin copyright lot 1=11 py slmpn=6.tml nemnPanx lnLur nnarravesemrw Kelly Fradet Lumber -`'1's^3331"'"'""'"111°1111=', .wan«mdse mmmllnrol.am.,,,g«wa:pplmavea.gn<.rwrakraas wang Ceelnwna ane sgn lluedan W's 587 North Main 1s]Theeagn m.,xbeeavAop.amaawnneluewgnopraessopore«oriel esmquedrmappmvN.mm, esgoewmeepma.c intga1'fccownswmemennkm�era Eas[taxgmeadmv,Mass 413-7851558 ti Rburg RIt7('3EVIEW DEVELOPMENT t.LC 4-23-16�lll?G LOT 12 R[DG'E VIEW ESTATES 3:05pin y AF«.u[wdoett eanwm. NORTHAMPTON.MA I of 2 CS Bram 20161.1.1 NmBramatn 613.161 ?Ionians Database 1547 Member Data Description:BEAM 2 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 five, 0240 total 1.000" max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 12.5 PLF Filename: Beam1 Other Loads Type Tdb. Other Dead (Gest-notion) Side Begin End Width Start End Start End Category Replacement Uniform(ELF) Top C 0.00" 17 125" 440 110 Uve Additional Uniform(PLF) Top 12' 1.25" 15 5.25" 320 80 Live Additional Uniform(PLF) Tap 15 5.25" 22' 275' 500 125 Live Additional Uniform(PLF) Tap 17 1.25" 22 2.75" 0 80 Live Additional Uniform(PLF) Top 12 1.25" 15 525' 180 60 Uve Additional Uniform(PLF) Top 16 5.25" 22' 2.75' 375 125 Lye 1_..... 1 n n it 12 1 4 m 1 e 2z 212 �/ Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0 0.01x1" Wall Concrete/Masonry 3.500" 1.500" 2738#9 — 2 171250" Wall Steel 3.5007 2649" 10430# -- 3 22 2.750" Wail Steel 3.5W" 1.500" 5259# -- Maximum Load Case Reactions umJ fur applying poim I oabgm ere loads)m cliftYlel membasa Live Dead 1 12580 47161 2 77154 77164 3 5873# Mee Design spans 11'10.62&' S 10815' Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc NOTE:Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. Design assumes no lateral brazing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1088&7 21845.'# 49% 18.05 Even Spans D+L Negative Moment 118384 218,451# 53% 121 Told Load D+L Negative Unbrcd 7400.W 10317W 71% 12.1' Even Spans D+L Shear 5489.# 9642.# 56% 12.11' Total Load D+L Max.Reaction 10430.# 15258.# 68% 12.1' Total Load D+L TL Deflection 0.2278" 0.4953" 11521 17.55' Even Spans D+L U.Deflection 0.1748" 0.3302' 1/679 17.55 Even Spars L SIMPSON am pasdnel nameI rt.bademena prow m rl.e m.ner Bill Lucas Strong-Tie appmvei4inmsJ Kelly Fradet Lumber y Simpson"tartan Company Ata.Binns RESERVED. 587 North Main Si avowal!teener as Yen MCmmnEx,bmiaY arm nyW¢Vera mettnnogmewe rygl-tie eager etteat intone Leelg DerEarat olid Spars tete re Poo lean M1„e argonaut be mm.pea bya Duarte awsr.r«ae.pn pmrmdpm.enquired mr.ptrn*3m e n ae.,n.ppmrucito temp eumdinp to The manntrtan East LtTglneaday.Masa 413.785.1558 C� R W DEVELOPMENT I.LC 4-23-16 LOT ROSeblirg 12 RIDGH.VIEW ESTATES3:O5pm I rorew rnxturt.t aowar NORTHAMPTON.MA 2 oft CS Beam20161.1.1 bnBeamEgne 4.13.161 Mnkeiab Database 1547 Coll&'. Negative Unbcd OOLs'. tivc1W% Sraw115% Red=125% WUSk16C4 Desi$r sum denude&a repet8ve mem we acr din bedeg stress. 4% SIMPSON All product nermnon IndemeksMth*Irreeped4ve owner. Bill Lucas Slime-Tie p notn&CIt y slmpumS�.s�Tv Company me ALL ii(3MSeESERVEo Kelly Fradet Lumber _ 587 North Man St weI Ihrannnmmtl±e�a�.ewaauel�mw orpgne%maaeisn v]Md»pnr listifrwo+H.m sn e` 'mime:oteuct"�i.`sHalon according to th`ee manosursas East Longmeadow,Mese sari 413-785-1558 Ci Roseburg RIDGE VIEW DEVELOPMENT LLC 4-23-16 y� LOT 12 RIDGEVIF,W ESTATES 3:30pm A torts vndnu campm NORCHAMPTON,MA I of t CS Neem 2016.1 1.1 lm Ba mance 4 U.16I Materials Database 1547 Member Data Description:BEAM 3 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L1380 live, L1240 total 1.000" max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 12.5 PLF Filename: Beam1 Other Loads Type Trib. Other Dead (Description) Side Begin End e45tlth Start End Start End Category RegdaueiTient Uniform(PLF) Top er 0-00' 5 6.03' 400 100 Live Additional Uniform(PLF) Top 6' 600" 10' 2.25" 320 BO Live Additional Uniform(PLF) Top 3' 4.00" 10 2.25" 0 80 Live Additional Uniform(PLF) Top 3' 4.00" 5 6.00" 300 100 Live Additional Uniform(PLF) Top 6' 6.00" 10' 225' 240 80ft Live _�J 1024 CD 1024 Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Requited Reaction Uplift 1 0' 0.000' Wall Steel 3.500" 1.500" 3502# -- 2 10 2.250" Wall Concrete/Masonry 3.5W' 1.500" 4229# -- Maximum Load Case Reactions UMW la,wvlvl re perm leeaemrOz IiimonDllaying members Live Dead 1 25604 PaPlf21 2 29784 1251# Design spans 9' 9000' Product: 2.0 RigidLam LVL 1-3/4 x 8.1/2 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of ted common nails at 12.0"oc NOTE Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10239.'# 21845'# 46% 5.09' Total Load D*L Shear 3546.# 9642.# 36% 948' Total Load D+L Max.Reaction 4229.# 13781.# 30% 10.1g Total Load D+L IL Deflection 07295" 04875' 1/509 5.09 Total Load D+L IL Deflection 0.1636 0.3250" Lt715 503 Total Load L COMrd. if DeeeCI'ion 0025. Live=100% Scar-115% R001=125% Wirc4160 Design assumes a repetitive member'use increase in banging stress: 4% SIMPSON Til omd.a masses rrsdemans orlbnengxx.e wars Bill Lucas Strong-Tie Copybgr(C)1no.er S�menn rmeyn,Company IncAn Ramis RESERVED Kelly Fradet Lumber _ 587 North Mair,St eetfi*Ctlpv mufbsMis eraguevr'wem0.0m QF Qlde rap vt Wj IX6adrcag mq¢dpgkdlc Nlmt'ften ti twae Eta"C"I'"evtl spaesllhawa(+ row yin pmwexonv anumi�rmtorwym•el.mi= eeeean,meemmaum mauex0n aenou,.am me m.nw.nw: East Longmeadow,Maas braovom. 413-785-1558 R Roseburg RIDGEVIEW DEVELOPMENT Lit 3-216 � LOT t'_RIDGEVti;W ES-FATES 3:46pm NORTHAMPTON,MA Iof1 Cl Beam M6.5,0.14 Ipnlrt'nR1 l 20l6362 Mvaoak DamM¢15O5 Member Data Description:BEAM 4 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, U2401otal 1.000"max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 12,5 PLF Filename: Beam1 Other Loads Type Trib. Other Dead (Description) "Nin Begin End Width Stat End Start End Category Replacement Uniform(PLF) top D' 0.60" 12 8.00` 380 95 Live A 12 8 0 0 @1 12 a 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift I 0'0.000" Wall SPF 41.42 2x or 4x End-Groin(1150psi1 5.500* 1500" 29404 -- 2 12' &0001 Wadi SPE 41 te22x or 4x End-Grain(1150psi) 1500" 1.60t7 2940# -- Maximum Load Case Reactions sad InmrvngI"eleemtro m,rIS memre. Live m e1p Deed t 2292* 6484 2 2292# 64M Design spans i2 0 5" Product: 2.0 Rig(dLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS Connect memberewith 2 rows of 16d common naffs at 12.0"oz NOTE:Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8867.4 21845'# 40% 6.42' Total Load Da Shear 2554.# 9642.4 26% 0.4' Total Load D-+L Max.Reaction 2940.4 13791.# 21% 12.667 Total load Da IL Deflection 0.3025' 01621" L1467 6.42' Total Load DLL LL Deflection 0.2413" 0.4021' U599 642' Total Load Contra: a Deflection IX)bs: Dvm100)1. Snow=115% Roor®125% Wire I63% Design assumes a aperitive member use increase in bending stress: 4% SIMPSON Al!madam n arms aro Idemant or menredw.n.e o",re% Bill Lucas §tlmga' :ccrl9PC4mfsav;;rrm�.rrm„g-te0,_vw.y m=n�Qasr.snesERVED Kellyorn ter 567 North Main S n St amrol•aertnvi as raw memeanm.mo,yecean&v(ley show,annumm+ryoneenaepre aoargn.,nlenaJ IItooaelrro<dnamon..ann wane rmed on usmda_ East Longmeadow Mass egmmnbe miw.edel a ported deagna or Vspn voters dreg as rear rod rot approval on ger met pmduet=allabrin m,.dang to Ins mrvnUr'urer a ono n[anona 413-7&51558 R.. . RIDGEVIEW DEVELOPMENT LLC 6-25-16 oSebu LOT 12 RIDGEVICW ESTATES I:46pm ♦♦ a, t NORTHAMPTON.MA I of 1 CS beam#1165 OA krrrpy"mmgre 1r/16160 xoerub oamme 155, Member Data Description:BEAM IN FLOOR 2 Member Type: Girder Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IEC/IRC Live Load: 40 PLF Deflection Criteria: L1360 live, 1/240 total 1.000" max.LL Dead Load: 10 ALF Deck Connection: Nailed Member Weight: 8.1 PLF Filename: Beaml Other Loads Type Trib. Other Dead (Description) Side Begin End NAdth Start End Start End Category Replacement Uniform(PLF) Frani el 0,00" 13'11.50" 37 19 Live Additional Uniform(PLF) Back 0 0,0P' 13'11.50" 55 19 Live Additional Uniform (PLF) Top 0' 0.00" 13'11.50" 0 80 Live Additional Uniform(PLF) Top G' 0.00" 8' 0.00" 0 60 Live Replacement Tapered(PLF) Top 6' 0.00" 13'11,50'• 0 0 60 0 ave Adddtionai Tapered(PLF) Top 0 0.00" 1' 0.00" 160 200 60 75 Snow Additional Tapered(PLF) Top i' 000" F 0.00' 200 0 75 0 Snow I I 01 rr r — / 1311 fi 13„ 8 IBearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0. 0.040" Wail Steel 2.50M 1.500" 21574 — 2 13.11.500" Wali SPF#t/#2 ex or 4x End-Grain{1I SOpsi) 3500•' 1500" 1725# — Maximum Load Case Reactions ueu me ens w#m iomn m n'm>ario coma mnn)me Live Snow Dead 1 6260 412# 13790 2 626# nfi# 1099# ' Design spans 13' 7.25P' Product: 2.0 RigidLam LVL 1-3/4 x 9-1/4 2 ply PASSES DESIGN CHECKS Connect members with 2 rows at 15d common nails at 12.0'•oc Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6272.'# 13320:6 47% 6.79' Total l..oad D+L Shear 1738.# 6259,# 27% 0.15' Total I..oad D+L Max_Reaction 2157,# 65621 32% 0' Total Load D+0.75(L+5) TL Deflection 0.4524" 0.6802" L/360 6.94' Total load D.L LI Deflection 0,1535 0.4555" 1/993+ 6.94' Total Load L contra TL Deflection DOts: avert CO^/ 'Snow=995% Aookl25%" WItt1=16O% SIMPSON "0eoe'c ramnaanademark,m um amrmme o.esa Rill Lucas y Stneheithei ell ber Perholutwoorminomminemmecht AU-PKras eesexaen 55677 Northh MMorain n St Longmeadow arena•nawned and ea manrcdenooepn man)or yme�no.r on meg 11####meets 6ennonrene mwaaewaon9 condmore assnese on thin cto East 5"1558 Mass a u'm MOP be revleima n an"wrote mxgne,ar dean Pulesso'nxr as raQtlrm fora prn/# 1 h"den on arv^ee prat/ anon mcord np to the mMedn#rzre Sed ncslonar.Th 413-7854558 t4 .,,s. RID( EVIEW DEVELOPMENT LI.0 4-23-16 ' RoseburgLOT 12 RIDGE.VIEW ESTATES I22pm r t m NORTHAMPTON,MA I of I CS 110amr,Gl�rf kmammSgre 4 13.101 1tannkPaohre I547 Member Data Description:BEAM IN FLOOR Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLS Deflection Criteria: L/360 live, L/240 total 1.000"max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 8.1 PLF Filename: Beaml Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Tapered(PLF) Top 0' 0,00" 8' 0,00" 0 0 80 120 Live Replacement Uniform(PLF) Top A' 0.00• 1i' 8.00" 0 120 Live Additional Tapered(PLF) Top 8' 0,00" II' 8.00" 0 120 0 45 Snow �_...... n m 10 e0 0) 8/ 1160 Bearings and Reactions Input Gam Gravity Gravity Location Type Material Length Required Reaction Uplift I 0' 0000' Wall LV IPSL(DF/SP) End-Grain(1000ps1) 3.500" 1.500' 615# -- 2 11' 8.000" Wall SPF#1/42 2x or 4x End-Grain(1150psi 5.500" 1.500" 890# Maximum Load Case Reactions Wed u,apply wkro.0 we o-"-bads,moatot<OV wS. Snow Dead 1 174 5084 2 1574 Tort Design spans 10 0.750• Product: 2.0 RigidIam LVL 1-3/4 x 9-1/4 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 181014 119$6.'# 15% 5.75' Total Load D Shear 607.# 5633.# 10% 30.56 Total Load D Max.Rexiim 615,# 9188.4 6% 0 Total Load D+S Tl.Deflection 0.0917" 0.5531" 11999+ 575' Total load 0+S LL Deflection 0.0053" 03689" 1.1999+ 6.41' Total Load S °amid: TL Deflection CCM: Live=roe% Srrnw1154. 1144W.125% Wind.l6O% SIMPSON All pozn namess,e.medmarvs of tell reanwfe o,meo Bill Lucas umber SlrOlen11°10”01O1°011/ S u. _ s-x Kelly FriedeltM inSt 53stt nhMeado devg nue bbee..Moes PP deGgro 0090 amned as.ment1111nermer.floor psi °ride(tIOwn on MS a u mc. on aw°,o.®Th$detu aden1100000r inn lad Ng po.d,n0000 01 re o mauic ttsaatosas i,500 on us 916 as East 85"15leadow,mass ak 413-786'1558 OROSos Roseburg RIDGEVIEW DEVELOPMENT LLC 4-2i-16 LOT 2R GEVIF,W ESIA ES 2:24pm •t pores en46.1e contpprsy NORTItAMP TON.MA I of I CS Beam 20161.1.1 bn&m&tgme 413161 NautiAIs Database 1547 Member Data +1 Description:GIRDER 1 Faly - Member Type: Girder Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: 31360 live, L/240 total 1000'-max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 16.2 PLF Filename: Beam1 Other Loads Type Tdb. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Front 0 0.00" 15' 600` 53 18 Live Additional Uniform(PLF) Back 0' 0.00" 15 6.00" 188 63 Live „"fes,y°.8a +a•r .4ll, e -. 1560 7 e/ 15 6 0 Bearings and Reactions Input Nin Gravity Gravity Location Type Material Length Required Reaction Uplift 1 00.000" Wall SPF#1r#22x or 4x End-Gram(11SOpsi) 3.500" 1500" 2519# -- 2 15' 6.000" Wall SPF#1/#22x or 4x End-Grain(1150psi) 5.505' 1.500" 2519# -- Maximum Load Case Reactions coy or ppm � mmrline medoe aimiMembersUM Deed 1 1795* 724# 2 1795# 724# Design spans 14 10750" Product: 2.0 RigidLam LVL 1-314 x 9-1/4 4 ply PASSES DESIGN CHECKS Connect mambos with 2 rows of 1/2"diameter bolts at 24.0"oc Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9380'# 27706.'# 33% 7.67' Total Load D+L Shear 22252# 12518.# 18% 023` Total Load D+L Max.Reaction 2519# 18375.# 13% 0 Total Load D+L TL Deflection 04057' 0.7448" 11440 7.67' Total Load D+L LL Deflection 0 2891" 0,4965" 1/618 7.67' Total Load L Control LL Deflection DOIsDve=100% Sroom115% R741=125% wind.leo% Doerr assumes a IW4tmlve rRet i use licnesse In 0015160 amass 41% SIMPSON All product namee.i mdemanemtnevnmeceve owners Blll Lucas suoatg- worte 667166M 2otSty 66664 Pr t04rs664446 L1466PSP ERVES. Kelly Fradet Lumber -mncv4644necm nmawaterpaDnom oeam«#ma:mwn ontaeawmg meaaaPwm.wedesr emena tttOede Load587 wash Main St 1Mas:yrs mane rovimwd w aqua�nende.oneroraesyn pmvd0nalastegm�ed tarapprowai.m.s deagn adrmee product�n>,ai�nat w<0am gtoteman",roeiureni. Easi Longmeadow Mass meadona 413-7861558 „,�j�� RIDGE VIEW DEVELOPMENT LLC 4-23-16 CI �rg/non Compui) LOT 12NRIDGEVIEW MATES 1:5I9pmi CS Born 1016 I I I bnbewnEr ie 613 Th Mavnak Database I547 Member Data Description:LARDER 2 filo 7€ Member Type: Girder Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L1240 total 1.000” max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 31.5 PLF Filename: Beam1 Other Loads 'type Bib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Front 0 0.001 22 8-00" 120 60 Live Additional Uniform(PLF) Back 0' 0.00' 11' 8.00" 175 59 Live Additional Uniform(PLF) Back 11' 8-00" 22' 8.00" 117 59 Live Point(LBS) Top 11' 8.00" 17 598 Snow Additional Uniform(PLF) Top 0' 000 1f 8.00' 0 80 Live Addlional Uniform(PIE) Top a 0.0o 11' 800 117 59 Live Additional Uniform(PLF) Top a 0.00" 7 6.00' 520 195 Snow Replacement Tapered(PLF) Top T 6.00" 11' B. 520 320 195 120 Snow l dti�_ r ... 1' 2250 l _ @, 2290 Bearings and Reactions 1 Input Min Gravity Gravity Location Type Material Length Requited Reaction Uplift 1 00.000" Wall SPF#1t/t22x or 4x End-Grain(115npsi) 5.500" 2742' 10796# -- 2 22' 8000" Wall SPF#1/#22x or 4x End-Grain(1150psi) 5.500' 1.570" 6181# — Maximum Load Case Reactions Van ter applying pone Wa $for line lauds ea cairn ny members Live Snow Dead 1 4060# 4135# 4649# 2 3103/. 1331N 2856# Design spans 21'1075P Product: 2.0 Rigidlam LVL 1-3/4 x 24 3 ply PASSES DESIGN CHECKS Connect members with 4 rows of ted common nails at 12.0"oc NOTE:Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 493319'# 142795.W 34% 9.5.9 Tota Lead D+0.75(L+S) Shear 8429.# 28014.# 30% 04 Total Load D+0.75(L+S) Max.Reaction 10796# 21656.# 49% 0' Total Load 010.75(L+S) TL Deflection 0.3376" 1.0948" L/778 10.84' Total Load 0+0.75(L+S) LL Deflection 01842" 0,7290' 1/999+ 10.82' Total Load 0.75(L+S) CLrxrtt Mat ReaPP30 Dots: ove=100% Srontt5% Rmr=125% Wxehieo% Design assumes a re4sve meter use bcrease in Darekng stress 4% i SIMPSON An noeuct nemee an tnaemarva onon wpectmwrens ren Bill Lucas 84mnp-'Pic epee.p eats en neenn smdgnns teennee:neve Rem'SRES RnED 5e7yorh et Min ber St ^PIwmtademedaa.mnnw Penn,.torls bang dyne Pus, tanong meesapwmml«eenpnemestat aant_i�ng emdwnn end spannnEnn an m. `East Longmeadow, St :nmomo ka,mus x rnie ed by a cwnne@ dolma otne9gb p reuonantaq.bed coreromen.met desel am,mnpmb n in#slllmon etnnonn a as manmaamtare East La'gmeadow Mass I 0 413-785.1558 D EV/EW DEVELOPMENT Roseburg R LOT 12 RINORDG VIEW E5STATES A E :55pm CS&➢m 2116$0.14 km9e4mEmve 2116508 Mnarialr nave e 152 Member Data Description:GARAGE HEADER Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition:Dry Building Code: IBC/IRC r Live Load: 40 FLF Deflection Criteria: U360 live, IJ240 total 1.000" max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 10,4 PLF Filename: Beam1 Other Loads l Type Trib. Other Dead (Description) Side Begin End width Start End Start End Category Replacement Uniform(PLF) Top R 0,00" 22 8.00' 120 60 Uve Replacement Tapered(PLF) Top 0' 0,00" 6' 0.00" 0 0 25 75 Live Additional Uniform (PLF) Top 8' 500" 16' 6.00" 0 75 Live Additional Tapered(PLF) Top 16' 8.00" 22' 8.00" 0 0 75 25 Live Additional Tapered(PLF) Top 6' 000" n' 4.00" 0 200 0 75 Srow AdrkfionS Tapered(PLF) 'fop 11' 4.00" 16' &O9' 200 0 75 0 Snow , a::, 9` ' I I ' 340 1600 340 7 0 0 2280 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0000" Wall SPF#1/#22x or 44 End-Grain(1150psi) 3,500" 1.500" -- -18954 2 3' 4.006" Wall SPE#14-2 2x or 4x End-Grain(ttSOosi) 3.500" 1_545" 4842# -- 3 19' 4.000" Wall SPF#1/422x or 4x End-Grain('i Mese 3500" 1,845" 4842# -- 4 22' 8.000" Wall SPF#1/#2 2x or 4x End-Grain(II 50psi) 3.500" 1.500" -- -1895# Maximum Load Case Reactions vwuo,nap. rCO1 et!, nna ieaaa a lrt ena mu, mce„ LiveSnow Dead 1 -72i -S&41 -9274 2 18854 10974 26054 3 1e884t 1097m 260511 4 -7275 -5624 .9274 Design spans 1 Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 15d common nails at 12,5"oc Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Review gravity uplift reaction force of 18953bs at bearing I and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 189514s at bearing 4 and ensure that the structure can resist appropriately. Allowable Stress Design ' Actual Allowable Capacity Location Loading Positive Moment 4851:4 24470,5 19% 11.33' Even Spans D+0.75(L+S Negative Moment 5694'4 21275.'5 26% 19.33' Adjacent 20+L Negative Urbrcd 5694:4 21278 # 26% 19.33' Adjacent 2 D+L Shear 2053.# 8035.# 25% 3.34' Adjacent 1 D+L Max,Reaction 4842.4 10172,# 47% 3.33' Adjacent 1 D+0.75(44S) IL Deflection 0.1553' 0.8000" L/999+ 11.33' Even Spare D+0.75(L+S) LL Deflection 0.0748` 0.5313' L'999+ 1133' Even Spans 0.75(L+S) Control': Max.Reaction ) DUO:: we=1500/e Snw=115% Roo14125% Wlrrk IFA'/ SIMPSON All eoaernamee at aademao-am ter ntnnrhe tee" Bill Lucas 1 UMW* e rmnh2ao.sm�n so . C esy =-ALPraysv RnSeaWa KellyEnderMain Lumber 587 NorthMain St a�tv"ouree;e db ;nt morne++9;'«''sa odes ono es"w„ha lm m:eetsapole`amexaon>aenamr wao4Lmnaedndmdee aro 44414410n 44orise � East Longmeadow Mass rn n're ena gnswmeegddee!name one¢apnn ld the manuluMren yeol e avant.. 413-7854558 in 0 jhj 3:: 06 ��",, E �5 ft "id e1, �, MH4 —1 a1. " “Piill lii MH3 a rd ?i4 r-.I _- MH2 „ iiiiiin 115 d ' -jt \H10 — v i f ;ilii: i ii T3E 1 (� �/ aria Ile . d T3O �� tib€� r€ I T3C �16 e p y te. v4 e Tap T3AT M1 I sy:. as nil, 1, 1 ,s HHtt_ 113 . r Tg4E Hh'6E 7 19 I d$Ea�Z agl N .—I �I I r 1 ' €A t vti C ! $I;t I Ii vti,1i§F, t ,€ I :dal t M I7ji I 111 I 1a a1' lel.[ In In 104315'FIRST FLO HE 'WO 11 Fj3 TRUSS PROFILES BASE ON THE FOLLOWING: . w fill npG OR WALLS nen Zx1O SECOND FLOOR JOISTS oryrSg 92 Sr SECOND FLOOR WALLS ..r.Thi.ID.Erif in ALL EXTERIOR WALLS 246 FRAME roonriimirroN a^ DETAILS AND DIMENSIONS TO BE REVIEWED AND APPROVED PRIOR TO ORDER �,1.a ANY CHANGES TO THE ABOVE COULD IMPACT TRUSS DESIGNS. TR I .uu.ewr .rrwx.�•wwrw roof Sheath ng Area: 2316851 Rirlge Lines. 3649/Hip Lines esu [SCALE: BEST FIT j i.,; alley Lines 35 88/Honzont I Overhang Lines 157 67/Raked Overhang Lines 7818 PN % 7•, l CONTRACTOR QUOTE PRINTED ON 07/26/16 PAGE 1 QUOTE # Q1607193 ® DATE QUOTED:07/26/16 TR ' 181 GOODWIN ST VALID UNTIL: 08/23/16 ..rayaa., PO BOX 51027 It INDIAN ORCHARD, MA 01151 Job: PEACHTREE DESIGN GROUP RIDGEVIEW DEVELOPMENT LLC MANUFACTURERS OF ROOF& FLOOR TRUSSES LOT 12 RIDGEVIEW ESTATES Phone(413)543-1298 Fax(413)543-1847 Toll Free(800)466-018] NORTHAMPTON, MA Quote To:Kelly-Fradet Lumber- East Longmeadow Requested B BILL LUCAS 557 North Main Street P.O. Box 277 4 y. East Longmeadow, MA 01028 Quoted By: John Goodrich Attn:BILL LUCAS Phone:(413) 785--1558 SPECIAL INSTRUCTIONS: PLAN HAS BEEN MODIFIED IN ATTEMPT TO MEET CURRENT CODES. FULL REVIEW AND APPROVAL REQUIRED PRIOR TO ORDER. ROOF TRUSSES NPORIMATION 4coo;To; too 0p,m0 STRESS sOR ROOF TRUSS SPACING:24.01 N.O.C.(TYP.) LAYOUTJFG 07/26/16 PROFILE QTY PITCHTYPE BASE 0/A LUMBER OVRHG/CANT SHIPPINGUNIT PLY TOP I ROT I TRUSS ID SPAN SPAN I I I TOP'80T LEFT I RIGHT HEIGHT WEIGHT JACK-OPEN I 01 01-11-0302-00-01 6 1 9001 0.00 01-11-032X42X4010300� - - � I t 3lID 0001 JACK 02OSEO' 06-05-0210.6-05-022X42X4101-0300 1 I 02-01-03 22 11 7001 JACK-CLOSED 91-0300 04-06-07 28 0.00 03 1 06-10-06 06-10 06 2 X 412 X 4 I 1 ]00 000 JACK- OB-08, 04-0608 '2%42X40L0300 - _ - - 04 dip-ff 041011 2%412X01 030203 17 OPEN �y JACK-OPEN 01-011 _ _ I 4 1 1 JACK-OPEN - I 000 06 03-08-002 03-08-022%42X401-0300 I _ p03-03-12161 1 9Op r 1 9 001 07 .02-04071 1 02-0f0712 X 4,2 X401-03-00 - - 02-01-12 9 LeF- 1 I 2.651 00 DICJIAOONAL-0PENP 08-01-02. 08-010212%42X403-06-15 02-0111 27 '/1 DIAGONAL HIP 04-05-12 37 /� 10.00 CJ2 08-06-05 O8- ® I 5531 MM -_28-0]-o0 28-07-002Xa 2X410140-III 0605 2X4 COMMON I 3PIY ]00 0001 HIP 2 X42X 4,01-03001 09-02-13 175 2 X 8 ® f 9001 000 Ni 23-1100 23-01001 01-03-00 08-06-15 122 I ® I HALF HIP I - - 09-02-07 159 L� 1 I 9.00 - 000 HIP 23-11-00123-1100 2%112 X4.01-03001 _ 07-04-15 111 pop H1p z7-0]-pp 2>.0]OO zx4 zx4 p1-p3-0p ® 1 900 0.00 H3GE 23-11-0012 X 4'2 X 41 07-01-02 119 z3-11-0p, a. 1 _, 7.001 000., H4 29-10-001 2%42X401-03-00101-03-00 I 07-08-12 136 ® 7.00 HIP _ 1 900. 000 H5GE 29- 29-10-002%412X4' 06-06-14 139 /fah 1 9 00HIP 29-03-08 SII f 1 _ SII 101-03-00 10-09-06 152 000 H6 01-0300 0}00 1 1 9.00„ 000 H] 29 29-OJ OB 2%42%401-03-00 01-03-00{I 09-02-06 144 03- Iil Villa,. HIP _ p8 29-D3-08 2%4.2X401-0300 1 9.00 000 HBGE 29-03-08 29-03-08 2 X 4 2 X 4 08-10-04 206 11 41CW 127-07-00 2]-0]-00 2%42%4 10-04-07 169 1 9.00I. 0.00 ROOF Ot-03 p0 _ _ _ CONTRACTOR QUOTE PRINTED ON 07266„6 PAGE 2 QUOTE # Q1607193 .+1►0,. DATE QUOTED:07/26/16 181 GOODWIN ST VALID UNTIL: 08/23/16 •!Liao,Ti Po BOX 51027 P Ititi . INDIAN ORCHARD,MA 01151 Job: PEACHTREE DESIGN GROUP RIDGEVIEW DEVELOPMENT LLC MANUFACTURERS OF ROOF&FLOOR TRUSSES LOT 12 RIDGEVIEW ESTATES Phone(413)6434296 Fax(413)643-1647 Toll FM{400)4554307 NORTHAMPTON, MA Quote To:Kelly-Fradet Lumber- East Longmeadow Requested By: BILL LUCAS 557 North Main Street P.O. Box 277 East Longmeadow, MA 01028 Quoted By: John Goodrich Attn:BILL LUCAS Phone:(413)785--1558 SPECIAL INSTRUCTIONS: PLAN HAS BEEN MODIFIED IN ATTEMPT TO MEET CURRENT CODES. FULL REVIEW AND APPROVAL REQUIRED PRIOR TO ORDER. ROOF TRUSSES it F G LOADTc_ ma:-TtLaCtt s DINNG ON 40a.19.6,4D,t00 t.ts ROOF TRUSS SPACING:2a0IN.ac,{fYP.j uYWT.iFG 07;26(18 PROFILE QTY PITCHTYPE BASE OM 'LUMBER QVRHG/CANT SHIPPING UNIT PLY TOP I BOP I TRUSS ID SPAN SPAN ITOP Sot LEFT I RIGHT HEIGHT WEIGHT ® 1 900. 0.00 Mt 2-03-00 12-03-00 2 X 4,2 X 441.03-001 0946-14 62 MONOPITCH A _..- 1 ROOF - - ._ I 12PIy 400 BOOT _ MIG 12-03-00 1263-0012 X 42X60103-00 I 1 09-0894 ]i 1JACK-CLOSED •_ IO _0_ 00. - - ✓ 1 —_ 5 300[ 0,00! _ M2 0401-08 08-01082 X412 X4 1. 3- 02-06-04 29 - -MONOPITCH I 01-00-00 - - 0,4-Act LJ [_ 300. 100 M3 09-11-00109.11-00 2X42%410103001 it 0302-10 139 + t� -MONOPITCH04-0o-0o r+""I�iJL tf 300 00� M3GE 09-11-00 0941-00 2%42X4 - 03-02-10 32 HALF HIP Ofi-00-OJ 136 1 9001 OUO. MHt 2)-0]-00 2Y07.00 2%412X4010300 1 11 900 000_ HAMH2IP 127-07-001 274700 2 X 12 X 4.0103-001 _. 06-10-0F 128 t,1 1- 2PIY) 9.00'x O.OU. HALFMH41P 2]-0]-00 27-07-0012%412X610(-03001 `_. ' 000 MH3 27-07-00 i. 05-08-07 136 L.2`1Q\1XIy 1 04-06-07 147 COMMON 3 9.00 000 TtA 1234140123-01-00 2%412X4.010}001 090614 113 //�� 2 9 001 DACOMMON 23-05-08 1 23-05-08 12 X 4 2 X 4101-03-00 09-0414 14 I 113 w!snett. 4I ]00 O.001 COMMON _ �A� T2 26-10-002940-00 2X 412 X 4'014900 01- 09-02.13 127 N VP. 1 9TiI 0001 TSA 2].0]-001 2]-0iA0 2%412X4.-01 3OOi 03_00 _. 1 110407 , 138 ROOF _.. /�� ROOF • .. _ _.1. /RCN 1 9.00. 000. TSB 27-07-00 27-074012X42X910163001 1108.0) 140 _. 1. ROOF 1.. . _ .. _ ..- AIthSI 1 9001 0001 T30 , 27-0700. 27-02002 X 412 X 401.0300 11-06.07 11I 144 pall 1 ROOF • D'en 0 1 1-30 ROOF 1 27-07-00 2747 961 X 4 2 X 42%401-03-00) - -. 1(-064'1- 145 1 - 9 00 1 01.03 00 0}00 11-0407 138 1 400' • - COMMON 15-0306 I2 X 412 X41 _+f+l� 1 000_ T4 15.03-08 010300 01- 06-03-07 63 COMMONI Agile. 1 9AG: 0-00 T4GE 15-03-08 18-0209.2%412x91 030302 it 65 ITEMS QTY ITEM CATEGORY LENGTH NOTES FN40 ) U CONTRACTOR QUOTE PRINTED ON. 07)26/16 PAGE 3 QUOTE # Q1607193 ® DATE QUOTED:07/26/16 181 GOODWIN ST VALID UNTIL: 08/23/16 (rk %- 11I PO BOX 51027 0.1.,:iSe..�11 e„ Job: PEACHTREE DESIGN GROUP i A INDIAN ORCHARD, MA 01151 RIDGEVIEW DEVELOPMENT LLC MANUFACTURERS OF ROOF& FLOOR TRUSSES LOT 12 RIDGEVIEW ESTATES Phone(413)543-1298 Fax(6131 543-1847 Toll Free 0001 456.0187 NORTHAMPTON, MA Quote To:Kelly-Fradet Lumber- East Longmeadow Requested B BILL LUCAS 557 North Main Street P.O. Box 277 4 y. East Longmeadow, MA 01028 Quoted By: John Goodrich Attn:BILL LUCAS Phone:(413)765--1558 SPECIAL INSTRUCTIONS: PLAN HAS BEEN MODIFIED IN ATTEMPT TO MEET CURRENT CODES. FULL REVIEW AND APPROVAL REQUIRED PRIOR TO ORDER. ITEMS QTY I ITEM CATEGORY LENGTH NOTES f II FT-IN-16 11 HGUS26-2 Hanger • 19 HUS26 Manger • 16 LUS26 Han.er -- - - - 1 iTHASL29 _ Han er 1 ITHASR29 ager I - Truss Engineering Corporation(TECI strictly adheres to the'Standard Responsibilities in the Del sign M Metal Plate I Connected Wood Trusses'as defined by TPI Chapter 2(available upon request)regardless of any job specMc epa+fications unless clearly defined otherwise in writing by TEC. SUB-TOTAL This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility Is taken or Implied by TEC for the structural integrity of the structure beiowthe trusses or the affects of I - -" - -- TECs product on the structure as a whole. The building owner/owners agent is solely responsible for verifying all 'WIDE LOAD/ dimensions,geometry,loads and load requirements for accuracy and Nn compliance to mastic's-lion documents and shard be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for ESCORT FEE field verification of dimensions or special conditions. The building ownerlowners agent is responsible for coordinating all conshurnon details between trades.The truss 'Waller shall follow all SCSI recwnmendedona,construction document specifications as well as any site specific GRAND TOTAL requirements to ensure safe and proper Installation. No loading shall be applied to trusses until properly and fully Installed,Including all sheathing,hangers,wall anchors,lateral web bracing(as shown on Individual Mop drawings),and permanent bracing Ms required by the construction documents). Installation contractor shell refer o the individual truss _. - shop drawings for all structural requirements of trusses,including but not limned to bearing locations and requirements, P ly to ply nailing.lateral web bracing,and truss spacing. supplied by Truss Engin eering Corporation may be cut,drilled,or altered m find eany way without ficontacting TEC• trusses nreceivingeengineering documents allowing such. *** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER *** Approved By: _ _ Approval Date: PO#: - Requested Delivery Date: Job I Tess Truss Type On ply PEACHTREE ROT 12 RIDGEVIEW ESTATES] 01607193 01 Jack-Open -- — 1 1J � RererelwYMsE yerng Corp..Ionian MAbiisf 7540 s Oct V201s, no Jui 26 24432018 ID Nypad I DYDT5S9ABC250w1y Bus-_M9NnSG gad GIDh NFY4)Fx]<OOYruMgXp11W5yuBuY 1-11-3 1-11-3 _-_-_--1 Scale=1:10$ 3 - 1x4I' <1 9.00.12• I,1 2 T1 OM-105/t 7/ 4e ea 0-1 ) W1 111 3x6 11 711,1 5w-142# 5 a 194 I. Plate Offsets(x Y)-11P30.0D7]LOADING 0,50 SPACING- 2M 051, DEF. SnowTOLL(roof) 35 0 Kyle Grip DOL 115 IC On DEFT 000 (loci > GO MT2O 197/144 TCDL ppm30.8/00100 Lumber DOL 115 BC 012 Venml 0.00 5 >999 180 TCDL 100 1 Rep Stress ha YES Wtl 005 Hmz(TL) -001 3 Na Na BOLL 100 __-I. Code IRC2003/1P12W7 (Matra) Weight]Ib FT=10% WMBER- ITOP CHORD 2x4SPF NotBOT 8)Provide mNlantal cornatonothers) caps WEBS 2x4 SPF Sod Max Grav wlthstandig 1O5 lb uplift at 3,1421 ilt of'�s joint 4 and bearinb gft al Joint 5. lent 5. WEOS h45PF5tIG 4 - 5(LC]) 9)This truss is designed h Joint with the 2009 InternationalResidential Code WED25 = 459(.02) sections R502.111 and R802.10 2 and referenced standard AN5YR11 Left 2x44 SPF Stud BRACING- FORCES. (10)-Mer.Comp Max.Ten.-Al cores 250 Obi)or less except when shown analysis __, pAticdeaXS with Died keep"Memberentl filly model was used in the TOP CHORD 11)All Platesall cesgn W this truss. Structural wood sheathing directly applied or 1-11-3osportae, NOTES- (11) 11)All 20 Gauge Unless Noted BOT CHORD 1)TMs truss has been checked ler unfair roof live load only,except as noted. Rod ceiling dredN applied or 1000 co bra ig. 2)Wind.ASCE 1d5,95mphl 2pse Ex5[h-19X'CaL II,Exp B, Pano � aleendzone andCC tcantilever' REACTNXS (bsize) right exposetl CC membersll forces MWFRS for reactio�hown; u Lumbar 3 = -97/Mechanical DOL=1.60 plate cop D07=1 SO 4 = -132/Mechanical 3)TOLL.ASCE 7-05.Pr-350 psi{roof live load.Lumber DOL=1.15 Plate DOL=1 151, 5 =Max Hat 424/0-5-8 (min O1-8) Pg-01ID Psi(ground smw).P13a08 ref(flat roof snow Lumber DOL71.15 Plate tegoy II,Exp 8.PanuLN Eap,Usti 5 - ]4(LC 9) 4)This truss has been designed for bask load Combinations.wts h include cases With Max Uplift reductions to multiple concurrent live bads. 3 - •105(LC 2) 5)This toes has been designed 10 a 10.0 psi bottom chord live load nonooncurrenl wM 4 = -142(LC 2) any other live loads Max Gray -43(LC 9) 6)'This truss has been designed for a live load of 2O.0psf on the bottom chord in all 4 = STC ]) arreas est reaa rectangle argle 3-6-0by 1M wide will fit the h bottomGo an d and 5 = 4590.0 2) ])Refer to girda(s)for tans to toes cometlon. Job Toss Tidiss Tyre an PEACHTREE[L0T 12 RIDGEVIEW ESTATES] Q1607193 02 JackClose0 1 1 _— — Job Reference{ ekrerce( . Trues Engineering Corp Indian MA 01151 7640 a Oct]20Industries, -c JulJis is 2455me Page 1 I0:ZVypadlDYDT559A8C2B0xlyuBusdflv1201>2VZH3J14IuDnR1r0ouMFCSRPITxPyuBUM • __ ___ 6-5-2 _ _ • 6-5-2 _y 1,544 I Scale=1:12.9 3.001,12 61 :-_-_—_--_-_- _1:1-_-- a q 646 V T1 WJ :__-11_Tlt— 1 a' W2 4 2.5x4= -- axon - / 246#/-O# 6 1-5-12 ga8(O-1A) 6-5-2 1-5-12 ..yN.,.,. __. 4-11-6 Plate Onsls(x,V)-120-1Ag0-1-141403-0,0-1-81 . LOADING(PC) SPACING 2-0-0 CSL DEFL in floc) Ytlef) Vd PLATES GRIP (ro • TCLL d) 350 Plate Grip DOL 1.15 IC 0.38 Vet(LL) 6.02 4-5 >999 240 MT20 1971144 Snow(Pf/Pg)30.8140 0Lumber 00L 1.15 BC 015 Ven(TL) 6.05 45 >999 180 TCOL 100 Rep Stress1nm- YES WB 010 Hm(TL) 000 4 Na ICC Na BCLL 00' code 1RC2009/TP12907 (Matrix) Weight 22171 FT=10% BCDL 100 LUMBER- TOP CHORD 2x4 SPF Not BOT CHORD 2x4 SPF No.2 WEBS 10)This buss is designed in accordance wpl the 2009 Inamatinal Residential Cote Kf DS 2x4 SPF Stud 25-61249 bns1250211.1 and R802.102 and referenced standardfyniodPI 1 BRACING a11 rne sisbrriod pdchbml.s with!Red heels'Member end lolly modal was used in the a2 Allie and design of Nie thus TOP CHORD NOTES- 121 All Plates 20 Gauge Unless Noted Structural wood sheathing airetln&hplied«600 m Pw4ns. except end vandals 1)This hiss has been 5.np i.checked for unnohm rho live bad oNy,except as noted ROT CHORD 2)Nod:ASCE S) w-rimy)gTCDL=0.2ps!BCDL-5bo4 M19ft,Cat II,Exp B. Rigid ceiling directly applied a 1000 os bracing- Panlalx: WFRS(bwmse)gable end zone and C-C Ealenor(2)5one,cantilever left and nexpased ICL for members and forces&MWFRS Io-reactors slmm:Lime, REACTIONS. (Ibisae) DOL=1.60 plate gT.OL=1W 4 = SO (mon. 3)TCLL.ASCE 7-05.Prw50 ps1(rw1live load Lumber DOL-115 Plate15), DOL=1. 6-0 5 = 41710 .Dtd) Pg=409wnd now). F30.OPA(flat roof snow:Lumber DOL-115 Plate Max HHocDOL=1.15)5).category II.6p B,Fatally Exp.Cd.11 5 = 79(LC 9) 4)Unbalancedsnow loads have been considered ICY Ibis design. Max Uplift 5)This trussrusshas been designed for bask bad combinations,Mich include cases saint f4 = 6](LC 9) reductions for mulliple concurrent sitwit live bads Max G2v -125(L09) 6)Tnimtrr live haste desgpd for a 10.0 psi bottom Curd Iwo load normnowem who any 4 = 245(LC 15) 7)-This truss has been designed for a live bed of 20.0p$1 an the bottom chord in all 5 = 452)LC 2) areas Wore a rectangle 3601e1 by 1.0O wide will fa between to bottom chord and any other members. FORCES. (b)-Max,Comp,Max.Ten-Al laces 250(Ib)or less except Mren shown. 0)Refer to girder(s)for truss to connections. WEBS 9)Pravda mechanical oonnxt (by others)of truss to bearing plate apabe of 25=3' 1249 wrbstanding67b uplift atlat4and 125 buplftatowi 5. J .too Truss Truss Type OHPN PEACHTREE[LOT 12 RIDGEVIEW ESTATES] • 01601193 03 Jack-Closed 11 I 1J ob e. I) I-itsEngineering Corp:.!nota'Orchard.MA 01151 _ - — _-_..._. --_ Oct 7 2015 MiTelt Indusines.Inc T6 13 24 592016 Pagel IDNypadlDYDT5SOABC2B0w1y B SWR708 T 3HO.mhwSJg9N0 hY26NI3CjM011K4AyuBu 6-10-6 F _. ___-5-10-6. .. I 1.5x4 I Scale=1:26. 3 T 7.00112 /.� � Wa 3x40 �� I 1 � fT 2.5x4 -- 1- 380N..1324 615 5 4W�{{041-8) w- Y011-T4s � 1-5-12 _ 6-10-6 1-5-12 r 5-4-10 - -- Plate Offsets l%,Y}11:0 -1304E1.1TEaye 0-0-11112 0-1-12,0-1-8l _ TCLLLOAPsi) G SPACIN2-0-0CSI. DER_ m TCLL(roof) 250 lm) Udell Lid GRIPP1ATE5 6nDL(%N9)2rI.N10_-0 Plate Grip DOI_ 1.15 TC 046 Vet(LL) -002 4-5 >999 240 M120 1971144 )COL Lumber DOL 115 BC 0.21 Vert(TT) -006 4-5 >999 180 BCLL 100 Rep Stress Inst YES VR 0.10 HoaQU -0W 4 Na Na BCDL 10.0 Code IRC2009GPI2007 (Matted Weight.291b FT=10% LUMBER- -- TOP CHORD 2v4 SPF ib2 10)This less IS deslgne0 n accordance with the 2009 International Residential Cede BOT CHORD 2v4 SPF No.2 WEBS sections 85502.111 and R002102 and referenced standard ANS✓TPI 1. WEBS WEDGE 2=4 SPF Stud 2-5=-3E4/1 11)'Sere-rigidp✓dlbreaks will rued heel%Member end(uAymodel was used in the Left 2x4 SPF Stud NOTES- (12) loth AM Pk ea 20 Gad Nis Was BRACING 1)This truss has been checked for unarm roof live Led only,except as noted. uye Unless Noted TOP CHORD 2)%And ASCE 7. 595mph,TCDL=4.2pst BCDL=S Cpl,h=1911.Cat.It Lap B. Structuralwoad sheathing directly applle0 or 6-0-0 w pulls, except end velials. partially,MVJFR6(lowrise)gable end zone and CC Extenar(2)zone cantkver lett and BOT CHORD nghleposed,C-C for members and faces 6 MOORS fwreebLns stow[Lumbar Rigid ceiling Greyly applied or 100-0 oo bracing DOL=180 plate grip DOL=1 60 3)TOLL ASCE 7-05,Pr150 psi(roof toe load Lumber DOL=1.15 Plele OOL=1.1$ REACTIONS. (Bksue) Pg=400 psi(ground snow) %=30.0 psi Mat roof snow Lumber DOL=1 15 Plate 4 = 245Mechanic% DOL=1.15),Category II.Exp B,Par-lolly Exp.Ct=1 I 5 = 430NS8 (min 01%) 4)Unbalanced snow loads have been considered for This deslg0 Max Hors 5)TMs buss has been designed for bask bad cunblnellms,wTlch eldUde cases Mth s - 180(LC 11) reductions tor multiple m nt live bads. Max UpI81 6)1Ms truss has been designed Mr 100 psf bottom chord free load nonrmo'rienl w)h 4 -122(LC 11) any other lure loads. s = -740_C 11) 7)'lin truss has been designed far a live ba)of 20.Lbsfan the bottom chord n all Max Gray areas%Pere a rectangle 3€O tall by 1-0O wide will fit between the bottom chord and 4 = 280(LC 15) any other members. 5 = 474(LC 2) 5)Refa to pit-duds)fcc truss to truss connections 9)Provide mechanical connection(by others)oflmss to beanlg plate capable of FORCES (ib)-Max.CunpTlax.Ten.-Al forces 250(Ib)or less except when shown. wilhslaMiy 122 lb uplift at pint 4 and 74 lb opt%at tool Job r ss Type OIyPEACHTREE]LOT 12 RIDGEVIEW ESTATES] 01607193 00 IJ ck-Open 1 PM 1 Job leplior Truss Engineering Corp Inchon Orchard.MA 01151 - -- - - - - - 7610 s Oct 7 2015 MTekIndustries.IncInc Tue 6126 1325032016-Page 10 ZVyp dl DYDT5S9A8C2BOwlyuBuSOCMwzIWJTVWOFIOgYSvmXT SJrv1EukJGeftDxyuBUE 4-6-8__ - 4-6-8 665.- J Scale=1:17.6! 371 / 8-5-810-1a1 4II �� en �: W2Yrn 1 WI - 3 SII > 4 5 4 3x4- 1-5-12 4-6-8 `— 1-5-12 I 3-0-12 - _ Pale Offsets(%Y6 s.1 oa13D4a/p'.Edge,oa111 P0-67 Edge] - _ - - - - - LOApNG(pen SPACING- 2110 CSL DFFl. TCLL fraud 40 Plate Gee DOL cls TC 0.16 v2 in (kw) >999Vdell ue PLATES SwF TCDLIM�sI30.W4pp LumberOL 1.15 DC 005 venlnl -0.01 45 >999-5 12� Mr2D 19]naa BOLL 00' Rep Stress Inv YES W9 006 Hoa(TL) -000 a3 Na Na BOOL 1.0,0 Code IRC20ARWb P127 (Maim) Weight 17FT=10% LUMBER. TOP CHORD 264 SPF Not 7 Tllrs truss has been Rspp BOT CHORD 264 SPF No 2 Max Gray 1- Dal by aM1ve load 9mlFe dpdomchord in lchdall WEBS 2x4 SPF Stud 3 = 107LC 15) areas WgrearMagle 300 U1 EylA➢wlod wlll6l between We bottom chord and WEDGE 4 = g&LC 7) any alNttmemMrs Refer 6 gm-der(s)for truss to buss connectrons SPACING- : Left 2x0 PF Stud 5 = 3]O LC Zj 9)Providemedlankal connection(by others)of truss to beanng plate capable of TOP CHORD FORCES, ow-Mab.Comp/Max.Ten.-All farces 250(t)or less except when sbrvn, wnMandlrre 96 b With m Pmt and"lb aplm alPri 5. suWwalwood&reaming aaegM aWlied m 466 m Fudma WEBS I IDb wssrscesgrednearmm»win IXe 2009 International Residential Code RCT CHORD 25=286/161 sections 8502.111 and R802 andrHerervad standard ANSIRPI I. Rigid ceiling directly applied or 6002 bracing 11 3amvgq pllTbeaks with feed hurels'MemodleMlu6Y model was used in the X) TES 13= 312) between inside olbptlwtl Msnlgandlirst dle05rlalavaWal web mall not 3 = 9SMeclaskal 2)NallyASCE7ffi195mph TCOL--0 2pay and C-C 0ps[M19X,Cal.l)Erie B', a6aed05Wm r4 = 24M(tivnW Partially:MWFR- formee)gable end zone and GCS for reactions zone,cantilever left and 13)All Plates 20 Gauge Unless Noted 6 = 342069 (min 0-1-8) rgbl elpased.0-CVmLi.5rs and forms 6 MVJERS for reactio n shown,Lumber Max Hct OOL=160 plate 9^p DOL=160 5 = 126(Lc 11) 3)TOLL'ASCE 705PCw)D psi Spsiti bad Lumber DOLe115 Male Plate 5y Max Uplift Pga00.0 psi(groundsrw), 8=308 psllllxp roof snow Lumber DOL=1,15 Plate 3 = 95(LC 11) 4)Unba15),ed snow ll,Exp 8.Parially Exp.',Ct=11 SMaxCray 63(LG11) a)Unbalanced snow loads have been considered this design 5)This truss has been(haggled toreasc bad arnbllWidn.MVA include cases vet 3 = 107(LC 15) reductions of mungle concurrent ire loads, 4 = 4860 7) 6)The truss has been designed 1a a 100 ort bottom chord live bed rxdmmvrent wnh 5 370(LC 2) any other lore Lads, foe 1Truss _--- Taos Twe - - - -- Dry PN PEACHTREE ROT 12 RIOGEVIEW ESTATES] 01607193 05 pack-Open I1 1 Ielerence4wi 1 1 T7 2015 MOPS Inc TUB Ad 13 25 06 201.6 russ fa Orchard MA 01151 �DZVypadl DYOT559MC2AOw1y Bs-n23cKYB00 6myPEaST900 7sYPage 7RELIzdCgGyUAus ____ 1-10-11 ___ I . - - - __. 1-10-11 _- Scale=1:10.4 1x4 I, B r.0012 2 444s\ l' n't ..--- / 1 ssttstststs.st6 9 ]�N421- 0- -11► ry(0.141) B1 _ 2.5x4= 1x4 II 5 4 1-10-11 H 1-10-11 - ALOAn rP 3DB/ao.0 -.-_- ING psll G SPACIN210 DEFL in (los) WWI V0 PLATES GRIP TOLL L (rose(f 350 PlateerDDTC OL 115 TC 012 VelUL) 000 5 >999 240 MI20 197(144 TCDD 9) 10030 Lumber DOL 115 BC 014 Ve4(TT) 0W 5 +999 180 BOLL 00' Rep Stress Ions YES W8 007 Hwz(TL) 0.01 3 Na Na BCD_ 100 W Lode IRC29RP120 (Ma0) IMalrk) Nbght 61b FT=f0% LUMBER- TOP CHORD 2x4 SPF Not DOT CHORD 2x4 BPF Na 3 WEBS101"8emvgtl pAsnMeaks wAM1 fixed heels'Member ell lixrly awl ones used in Pie WEBS 2x4 SPF Stud 25=1-325/156 analysis all EesGollnb trios BRACING 11)All Plates 20 Gage P11044 Noted TOP CHORD NOTES- (11) Structural wood sheathing directly applies or 1(10-11 cc pains. 1)This truss has been&inked for widow rm11Ne load only exspl az Mep. BOT CHORD 2)Wind ASCE 7-05,95mph. 2ps1 BCDL-SWtL b=19Ni Cffi Il,fxp B. Rigid ceding directly applied or 1000 no bracing, parially MWFRS(bonne)gable end zone and C-C SExlencf(2)zone,own.cantiksver left and null exposed;C-CM members and forces A MINERS for reactions shown LUMEm REACTIONS (dsize) DOL=1.60 plate god DOL=1 60 3 = --11 (choral 3)TOLL ASCE undsn-35.0 psi(mos live load.Lumber umber D5 Plan 001=1 15) 4 = -265M1h]-11 (mo 0-1-s) Pg--40115),lgnsUdsnowy. B10,8 Fat(het roof sow Lumber DOb1,15 Pole 5 - 622/0.2.11 (mn 0-1A) DOL=115)Calegoryf II,Exp B,Partially Exp.l q-11 Max How 41 This tASShas been designed for basic bad combinatons,vkich kltlWe cases was 5 s 56(LC 9) reductions for own*concurrent toe loads Max LAIR 51 This trufor has been designed far a 10.0 CIA bottom chord live load nonconunem with 3 = -182(1.02) any other live kali i4 = -286(LC 2) 6)'This Inas has been 3-6-0designed for a Me load N 20 bet on the bottom chord in as 5 = -136(1C 9) areas where a rectangle 3-601eII by 110 rale will M between the WXom chord and Max Gray any and(members 3 - 33(LC 9) 7)Refer to median)for truss in truss connections 201LC 7) 01 Provide mer t connectron fl(by obeh)of(was to bearing plate capable of 5 - 679(LC 2) aimslandiss 187esned in pint 3,286 b Will m)94eand n 136 l 1psih at joint 5. 91 This truss is designed in evlWrm nth gen 2009 International Residential Code FORCES. (b)-Max.ComnpilMax.Ten-Al forces 250(b)or less er2gtwfien shown sections 850211.1 all R802.10.2 and referenced standard ANSVTA 1. ane 'Seas --- nasTyPe -__ Ory Plr TPEACHTREE(LOT 12 RIOGEVIEW ESTATES] - - 01607193 106 Jack-OpenJ, 1 bJeL Reference(optional) Truss E aneeong Corp Indian Orchard,MA 01151 _. —... —— _._.__. 76405 Del 71015Mr 25102016 e 1 INypatll DY0T559ASC2BOwlyuBusM1VHaRpti TIORaNFH$p%PNMT gN3eLUENxIyuB Ru ] I_-__ 3-8-2 -_ I 3-8-2 Scale=1:18.4 6x6 S. 3 16N / 9.00112 6 AV /Vlow Osalala au 444 i es W3 1 / 1 w1 A I9 I . _. � • ' 1 356 11 ` J334/045 5 4 ar- 1-5-123-8-2 _.a 1-5-12 _- 2-2-6. . r Plate Offsets(X YE 11:0.1U DE7L3:614Etl J - - _ _ __. LOADING(P>D SPACING- 2-0-0 CSL GER n (IOC) ✓dell Lid PLATES GRIP TOLL MAPSnow(PIMP) 350 PI Grip DOL 115 TC 010 WAAL -0 CO 5 >933 240 MT2C 197/144 Snow(PIMP)308/400 ( ) TCDL 100 Lumber DOL v5 BC 003 Vee(TLI pW 4-53 3999 1Va ecu 00 Rep Stress Mcr YES Wa 005 Horx(11) -0- 3 rva rva BCDL moCo.e' W IRc23/IPIDN] (Ma(rh) Wei9MY5b FT=10% ' LUMBER. __ . i TDP CHORD 2x4 SPF Not BOT CHORD 2x5 SPF Not Max Gras 9)Provide to aimeashor truss to truss connections. WEBS 2x4 SPF Stud 3 = 51(LC 15) 9)Provideg106I,mechanical connection(by others)of truss to bearing plate capable of WEDGE 4 - 33(Lc 11 vMn9105 B upne atnaIcc 3 and28wdh the at pint 5. LM 2x4 SPF Stud 5 33*LC 21 10)This Luo is designed in .cane Ieyer 2009 International Residential Code TOP CHORD sections R502111 and R603.102 and els ed slandard AN51/IPI1 BRACING- ll TOP CHORD FORCES. Qts)-Max.Comp Max.Ten,-Al forces 250(Ib)or less except Alen shown 1 DSemingd pitchbreake web fixed heels"Member end fuTy mode)was used in Me Structural wood steaming thready applied or 362 ocpidins analysis and te$nsdl this buss BOT CHORD NOTES (13) 12)Gap belsmn inside Wmp chord bearing and first diagonal or vertical web shall not Rigid ceiling directly appYM 0'5`or 60C brining. 1)This truss has been L-A dfor uniform roof live bad only except as noted exceed 05Wlrt 2)Wnd ASCE DL5,95mphl TCD2Psl BCDL=SWs[h=19M1I Cal II,Exp O, 3AllPL=les 20 Gauge Unless Noted I REACTIONS (Ib§pa) parially.MWFRS(low^sa)gale es zone and C-C Exlxioa2l zone,rantever felt and ' 3 = 45Mtrlunieal nghl exposed C-C for OL 100s and forces A MWPRS for reaction shown,Lumber 1 4 1S (Olin nical DOL=191gaE7.0 DOL=191 5 - 312/OSB (min 0-1A) 2)TCLC psCEundsnw).Pf=s1(sed live bad Lumber DOL-1.15 Male DOL=115)1 Max Hoc P3J0.0 psi(ground snow):B=30.8 psi(flat cool snow Lumber DOL-115 Plate 5 = 133(Lc 11) OOL=115)category IL Exp BI Padially EAP,CI=11 Max Up= 4)Unbalanced snow bads have peenconsideredloaded bi this design 3 = -105(LC 11) 5)This truss has been designed for bask combinations whets Include cases ivied 5 = -23(LC 11) reductions for multiple cordumentfor live loads Max Gray 6)TMs buss has Peen designed a 10.0 psiboM1Om chord live load noworco�M with 3 = 51(LC 15) y Other Me bads. 4 = 384L0 7) 71a The truss has been designed for alive load of 20, on the bottom chord in aN 5 = 338(LC 2) zeas Mere a remmJe 360 tall by 1-0-0 wide will fit between the bottom chord and any other members. !Q1607191 _---- 1 0765- -_- - -- IJasThe ---- -- _- foty Iny--- 1 I PEACHTREE(LOT 12RIDGEVIEW ESTATES] --- ___ I I-ob Rnerexe lweofl TrussEy nng Corp..IndianO d.MP O115i - -- —-- - - Oh 72015 Marek lodUsmes Inc Tue ul 25 13 25132016 Pagel ID.2Vypad10VDT5S9AOC2B0 ly B 5€7ZiP RQIBV-06xaBA8n R PVnaC44aMyuBu4 2-1-7 2-1-7 Scale=1:12.9 3 969 9.00''12 1.11.411 3211 • A at A 777 77' 36 g: . w2 1 w1 1 . A-..11 -e3 366 II I I® 7W43N 5 3x4 2-1-7 2-1-7 Plate Offsets(XV)-110.1066]LI309-1EAI NG T1OAGr�sD 350 T Plate Gnp DOL 2115 CSL 004 DEFL � n (Ftc5 Udell>599 VO PLATES GRIP O0 5 >999 240 MT20 197/104 ' $now(PfIPg)bb40.0 Lumber DOL 115 BC 003 Venn nW 5 TCOL MO j > iW BCLL 00' Rap Stress lmpJ 3 Na Na BCDL _ 100 code IRC20D9RP12W] (Matra) Weigh 910 FT=10% LUMBER- _ TOP CHORD 2x4 SPF o.2 91 Proide m chmM anxal coan(by others)of truss to bead9 pale capable of BOT CHORD 2x4 BPF NNo 2 May Gov wAlMardng 1320 npl4t attain 3.23 b PON al)pinl4 and37 b uplift a1mini 6 WEB$ 2x4 SPF 51W 4 = ](LC 9) WEDGE 5 = 3B7IlC 21 101 This toss is designed in accordance wbh he 209 InlemLional Residential Code eft2x4SPF Stud buns R50$.11,1 and R802.10rthr and referenced rendfid ANSVTP11. BRACM6 FORCES. (10)-Max.Comp/Max,Ten,-All forms 250(b)or less except when shown. 11)'Semwigd PilUbreeka wM Ned Mee'Member end tlxby medal Lues used In dee TOP CHORD 12)Gsis ems dTors truss. C Structural w0�5M1eatM1Flg dxeNV applied or2l-0oc pudRu'. 1) TFS (13) exceed d6etween inside of hp chord bearing and lRSl diagonal d veXcall web shall nal SOT CHORD This truss hasASCE been checked tmun4orm 1100]We bad only,except as noted. e>xc00tes2 Rgitl ceiling direNy addled w6O0 cc bating. 21 W^d ]-05I Oise)g TCDb42ps(BCDL=S Opst.M1=19 a,Cat R Exp BI lid)NI Pla1a520 Ganga Unless Noted Partially.MWFR5(1for ea)gate end zone and C-C Exterior(2)zone,cantilever tell and REACTIONS. (IWsue) right01 exposed C-C1or menters ad fors&MINERS lm realms shown lumbar 3 = -122/Mechanical 301=L6A pale grip DOL=1 SO = -21IMam 0-1-8)l 3)TCLC ASCE 7-05,Pc350psi=30 B pet dad.Lumber DOL=115 Plate DOL=1151, 4 9Vb5-0 (m1nP9=400 Ph Ca"oundsnow)P�06pet(lied roof snow.Lumber DOL=1p5Otte Max Hum OOL=1.15)1 Category II,Exp 15 Partially Exp.:Ct=11 5 = 81(10 11) 5)ma buss dh snow loads have been considered forth ns.eti. Max UPIM 5)This Was has been designed for basic load combinations.sena Irc l*.caves wn0 3 -132(102) reductions for multiple concurrent live bats. 4 re -23(LC 2) 6)This truss has been desgred lea 100 psf bottom Moo he load norxwvunrenl w1h 5 - 3711C 11) any other live loads Max GrThis 7)'This ss has been desired for a live load of20.bele Mn on the bosom chord all 0 = 711091 areas Wrerea rectangle 3-601/11 by 1DO Bade MIR between be bottom chord ad 6 = 36710 2) any ocher members. L8 Refer to 9ndeMs)for buss to truss nnre]6 ns, 'Job "- Truss Truss Type - --- tory Pa/ REACNTREE[LOT I3 RIDGEVIEW ESTATES] 01601193 ICA Diagonal Hip Girder 1 1 1 c Tue Jul ie l3ung0rueul IndianONeo MA 0151 -- b Reference(aLL ) 1 Try Engineering CorpDas. uCDw5MT Industries, IONyp 89ABC200 l4. Bus uLOv4ry5gpHR SIWN09260L121GpN9yNV 2H 3-11-13 8-1-2 _.. __ 3-11-13 __. 4-1-5 _._ .. . 3x4-_ Scale=1:15.3 3 2.85 512 NAILED 6 T rr' 1X4 45 1 � � L� 2 N / W3 ry 1 cA 11______-1-W1- 1 - B1 Y II P 3x4— 3x8 I ♦♦♦♦♦♦♦♦".... ♦��♦♦♦♦♦♦♦♦♦♦� ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ 7 SRdal 4 •�♦•♦•�♦•♦A -♦• NAILED 5148-38M 5 1.5x4 I; 354 15.14(0-1-9) 4-5-141015p424 8-1-2_— - __ _ 1 • 4514 37-4 LOffsets it Epge 0-1-44 tioao l OA0ING(pai) TCLL(rood) 35o SPACING gA0 L6L oEFL m Q44 Vdefl v0 PLATES GNP 8vn'(PIIGg)3q&40.0 Plate Grip DOL 115 TC 052 Vert(T) -002 4-5 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 026 Verl(TL) 0.02 4-5 >999 160 BCLL O.0' Rep Stress Fru NO WB 027 HwzQL) 7/,00 4 Na flea BOOL 100 Cate IRC2100941-P121207 (Malrtv) Weight 20F FT=10% ! LUMBER- TOP CHORD 2a4 SPF Nat 9)Provide mechanical Denrred✓on(by others)of truss to bearingplate BOT CHORD 254 SPF No 2 TOP CHORDwwpabkW WEBS 244 SPF Not 1-2=-223554.2-3=-2667823-0=23/254 IC)Thehstandrag 284 desilb gned allacrnrdntl 424 ththIt e at 101M 5 WEDGE BOT CHORD 10)Thu truss Illad n accordance Mb the 2003 standard A anal Residential Code Left 2x4 SPF No.2 1d=493235 sMms 3502.111 and RW2102 and referenced scan d hx ANSI/TR L BRACING- WEBS 111"Semnndd pilo of this math rued heels'Member end fix¢y motlH was used In he TOP CHORD 2-5=-455/227.35=-895282 12)ianaN54(M tlesig^fes 3-10d(0.145"424) Structural wood sheathing dkecl applied or 8-1-R oc pulrns, except end verticals 4 NAILED0 Mire ea S1MENAIL q'30r 2-124(OA 48'53 Fa more BOT CHORD NOTES- (15) details refer lo MTler STTOENAILD I Rigid ceim9 directly applied or 600m bracing- 11 Thistruss hes been diecpetl Ibon II bast 13)Hatk'wrs oroMrmru.m m ) albe pleaded vN nibsuppal 2)Wind ASCE 7-05.95mpb,TOOL 42paL BCDL 50p I M1 1911 Cat. ,Exp B. des concentrated load(sl200lb down and 90 lb up at 668 en bo tlnM. The r RFAGTKKIs. (lb/size) paNelly:MWF0.6(bwne)gable end zoMca,Wevd left and null exposed rLumber basgNse LOAD M such mmHn^dee m(c)is inrefaceofAlly of others 4 = -66/Mechanical 00L=1.0 plate grip DOL4160fron14t)F)oLOAD GA9E(6)aWiM,loa]s eppiNNBelace WNe1r15s oR mied as 5 = 942/1914 (mu 0-1-9) 3)TOLL ASCE 7-05.Pry-35 psi(rod lwe load Lumber DOL=115 Kale 00441 154 15)NI back(B1 Sax Hoz 95(LC 0) D0�Opetound snow/.Pt-M8 pal(Ilat rat snow Lumber DOL=1.15 Pbte 15)Nl Plates 20 Gape Unless Noted Category II.Exp B.Paniaa)Exp,CI=1.1 Max Uplift 4)UMabnced snow loads have been considered for this design. 4 -284(LC 10) 5)This truss has been designed for base bad combinations,what include cases 44904 5 -424)LC 6) rdudms for multiple concurrent live bads. Max Gray 61Thk truss has been designed fora 100 psi bottom chord live bad rrorconcwent with 4 = 51/LC 26) any ether live loads. 5 = 1016(LC 2) 7)'This truss has been designed for a live load of 20.0ps1 on the 4441001 chord all areas Wer,a rectangle 360 all by 1dO wide wiff between Be bottom chord and FORCES Ib)-Max.ComplMax.Ten.-Al bites 250(Ib)or less except when sfownany cher members. 8)Refer to girdar(s)for lmss to'buss m^reclrons Job Truss Truss_p -- 1Dw 'Ply PEACHTREE[LOT I2RIDGEVIEW ESTATES] 1 Q1607193 1CJ2 Diagonal HipGirder 1 1 I ___ _ _ _ _ _ Reference(Donnell 521 2016 Page 1. Truss Ergmer n9 Corp Indian Orford,MA 01151 - - industries nc. IDe 26 13 10 v8/ I - DL559ABC2B0 IyuBusH5kl5k 1 tP30HCE0 GGN51 9NSOsyPROVmyuBty 4-2-3 8-6-5 __4-2-3— _—_.+_ 4-0-2 LsxO Scale=1:28.61 4 NAILED / i{ 55312 NAILED D NAILED -- Special 0 - /-- W5 e 1x4 II C �� 3e,— 'I--;,-> 11 6 12 2968/-1898 386 II 384= 184 o OA-1510-1a1 NAILED Jx4- 453#/-1108 NAILED I NAILED 2-3-4 5-3-0 8-6-5 2-3-4 _.. � 2-11-12 1 3-3-4 { Plate Offsets lzvr[I 0-121 11 0-1-4,065-2L LOADING 2U0 CSI. DFFL m hoc) VMI Ltd PLPTFS GRIP TOLL(roof) 350 Plate C Grp DOL 115 TC 041 VM(LL) .0.00 Sb >999 240 MT20 197/144 TCOL(PIIPg 34fl1�➢ Lumber DOL 115 BO 0113 Ven(R) -001 5-6 >999 180 DOLL DO ' Rep Stress Inv NO (MM 008 Hoof TL) -0D3 5 Na Na BCDL 10 0 Code IRC2DOSTPp097 (Mahe) Nbght 378/ PT=1o% LUMBER- TOP CHORD 2x4 SPF No 2 UMBER-TOPCHOR02a45PFNo2 10This truss 15 designedin accordance the 20O9 International Resdenlal Code BOT CHORD 2x4 SPF Not TOP CHORD reds 850211.1 and R802102 and referenced standard AwsvTPl 1 NESS 2x4 SPF Not 1-2=-9328.2d=-67298 WEDGE µp85 1E-Semi-nod p,hbreaa well fixed Keele Member end pyTy model was used in the j LA 210 SPE No 2 y]=-095208,2-7=-371264 12)1 Iapt Wsignolt11154uss. BRAdNG- 121',JAILEDo Mile)s SI-1 O(0.14813')a 21£tl 10.las Ye 25")Ioe-n its.Fd more TOP CHORD NOTES- (15) 13)Han err to MneNS ST-TOENAIL Detail SNCNral wood sheathing directly applied or 604 oc purlins except end verticals. 1)This Puss has been checked for m roof live load only cep as Mm 13)Hangerysleotlerwn94 Pe do.Mla d334lb shall be poopedshord lto support 00T CHORD 2)W✓d.ASCE 7405,95mph,TCDL4.2psf.8CDL50pf N19ft.0 II,Exp Bi chat Nsektlmmcencentrated ce orsuchmnlwc bndtlevvab(s)pp5the res-5-0ponsodrly of top Ped. The hers Rgo ceiling directly applied or 6-0-0 cc bracing Partially MWERS I lwnse)gable end zone,canllever left and ogle exposed Lumber 14)IInn the LOAD CA5E(5)seotbn,bads applied to lire of the Ws are noted as 0OL=1 W plate 9(D 00L=160 Imo(F)or bole(S). READ-BONS. (hlslze) 3)TCLL.ASCE]D5.Po350 psf(roof live load Lumber 0OL=115 Plate DOL=1.15), 15)NI Plates 20 Gauge Unless Noted 5 = 245/Mrltnkal Pg=400 psf 19round snow).P1=30 B psf(Sat roof snow.Lumber DOL=115 Plate Max Horz 40410.15 (mm.0.1-6 4)Unbalanced Category ba dsowMoats have been Partially for this design .7 = 183(LC 10) 5)This truss has been designed for basic load combnatlonswnlm include cases with I Max Uplm reductions for multiple mwnem live bah s -189(LC 10) 6)This truss has been designed for a100 pal bottom chord live load norconcurrent with 7 = -17C(LC 10) any other bye dads Max Gray 7))'This Was has been designed for a live load of 20.Cyst on the Sodom chord In a1 s = 2%4LC 14) areas where a rectangle 340 tall by lDOwidew,M between the bottom chord and 1 = 452(LC 2) any other members. FORCES. h - 8)Refer to gbdems)ler Was to blas connections ( ) Max Camp MaxMlax.Ten-Al forces 250 plc)or less except when shoo,. 9)Provide mechanical connection(by others)of loss to bring plate capable of withstanding 189 p uplet at joint 5 and 170 h uplift alpot 7. Sae ---- 'Truss Type Div_-_ - Hy 'PEACHTREE[LOT 12 RIDGEVIEW ESTATES(- 1 'D160N93 G2 common Girder 1 3 obReference.(re 4 Y=fns amvp Inc. nee9 AI 26 13 ss26mts Page T0/ Engineering Corp.. nO Orchard.MA 01151 --- ] pd 5-3 5 10-1-2 14-11-0 194-8 23 10-0 _Tss9Ae28 7-0 Bas calMAfDXBr61 Nse]R x908 n6newl35xya b A> 5-3-5 + - 4-9-14 4-9-14 4-5-8 � - 4-5-8 4-9-0 1 6x6 9 Scale=1:5].q 6 7.00112 4x69 •,..,1•-..., J6C 19�� A� i I X 3:4. /� zB 3x4 o SxB M186H64 t8 % 1 , 8 s-> 9 o i 10x16 M1BSH8// • 'd 1 2 t� ■ 1111 - - 111 il�F 111 �1 ni w ��— - _ I n 110- - �w6 . �IIL4 I� a 3x0—}x�6 16 21 22 is 23 24 25 10 13 26 V 13 28 29 30 11 31 32 10 OS- sj1 4x9- ix6 HU526 5x8 6x6— 7x12 z HUS26 114558/-28660 10x12—HU526 008310.63) NGU536-31111526 HU526 HU526 1111626 HU526 HU326 120838V-26358 HU526 I 5-3-5 10-1-2 14-11-0 _ 19-4-8 . 23-10-0 28-7-0 5-3-5 {-. . 4-9-14 4-9-14 1 4-5-8 • 4-5-8 ---4-9-0 I Pbte Offsets(Xy)-12:0-3-8,0-1-121 14 61-120.1Ay 7509-1]0-2-0116:03-862-011]0290.191,IB0.1-II,0.19j 190.27 Ede1 0162-020-3-121112:030,0401,11504-00n121,060-2-0.2-0111]:04461-81 _... - LOAgPGIpsO m$r15 083 _ Vert(TL) 0391(5-10 Udell Na M TCLL NG( 35.0 SPACING 2-00 j CSL TES GRIP O How(TL $rex,(roof) 35.0 Plate Grip DOL 115 TO 091 I Vert(LL) -02515-16 0 197/144 TOOL 100 LumberRep DOL 115 BC 093 8511$ 197/144 BCLL BLDL 100 Code RC2009/11P1200] (Maim) WeighP 525 lb FT 10% LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E TOP CHORD 2 Al loads are the LOAD equally giplietlto all plea,except A noted as lprovided u WEBS 2x4 SPF Stud rxcept LY-10]1212,2,W-156420938 4 -15883/3793todeli uteolaw inlM LOADdas5edbn PlYbPN connectionshavebeen W7,,WI22x4 SPF Not,W2'244 SPF 1650F 1 5E 54=-11960/2827,6-7=-11948/2828,7-8=1428913320 to tlsiNNe only loads noted as(F)Of(13),uoesslervlrenerated. W1i WI3 2x6 SPF Nat 8-9=.1522313399.9-10=-10351/2346 31 This truss has been clerked for uniform roof live bath only.ex¢gtas noted BRACING- BOT CHORD 41 Wnd ASCE 7-05,95mph.TCOL-0 2psf,BCOL=5.5psfi h=1911.Cat II.Exp B. TOP CHORD 1-17=1801938.16-1794938,15-16=-3396/13416 ool=i.MWFRSrip 00Le gable end zone,cantilever left and rgllexposed,Lumber Structural wood shealmlg&rely applied or 44-1200 purlins, except end verticals. 1415=916893561.12-14-2705/12284,11-124-2867113049, 5)TOISA plate 7-05,00L=1W BOT CHORD 10.11=35811659 5)TCLC ASCE Pc$,0 Rs((roof five load.Lumber DOL=1.15 Plate DOL=115), Rigid COMM deedly applied or 10-0-0 oCbraohgi WEBS 27¢4005)Cate or snow),pYa05851(1141 mMrrxw.Lumber DOL=1.15 Plate REACTIONS. (6/size) 4-11 66=11]14-150/495 S15=-1542(5845,5-14=-5540/1524. DOL=1151,edsnowgory adshI.Exp vPazIbINEMIred or n 6)Unbalanced snow bads have been considered for Mir deal 1t-SfSSl.�9,]-1Y�52900. 7)This truss MS been co� rye for Seslc bad combinaf01¢whiiGr lrcN]e cases with , 17 = 12 Min 034) &1Y—n15226 6-14=4721/11553.7-14=-3709/889, Alpbm for maniple wminem live loads. Max Xorz 1 (min 63h) 2-1]=1 PYJ928W,5-11=2RN11fi-0 8)Aflakes are MT20 plates unless o1rv0i et vacated 17 = 238(LC 9) MOTES- 119 91 This'Inas has been designed fa a 10.0 Psi lwXom chord live bad norcmanmh wM ds. Max Uplift 1)3Wy buss to be wnreded together as follows. 10)'any otheristnjs has 17 = 28(64LC 10) Top chords connected with 10d(0120'5(3"1 nails as follows 2x4-1 row al 040 cc,2x6 101'This Wales been designedfori-0-ve load will be sf en the bottom chord all 10 = -2635(LC 11) -2 rows staggered at 0-7-0 w. areazwhere herme rectangle3601aII bV180Wde (A beNreen the bottom cM1 4414 Max Gray Bottom diads annected with 5DW22438 as follows.2x6-2 rows staggered at 0-7-0 any other me ors,with BCDL=10.yot 1] I145MLC 11 cc, 11)Provie l lbiital conneaon(bl others))1 truss b.1 Isle 10 12C83(LL 1) µp5 connectedwM lCd 0120'13' w2sislaws WO rplet al 263 04844x4 ( ')nails as blows 2x4-1 mw at 0BL os 2x6-2 pint(s)except 27=2 .10=26aS rows staggered at 0-7-0 - 12�1M1S Nsskedsgl R8d 02I 102 and e2W31nlem%lorw pl1Residential Lode FORCES. (b)-Max Comp Max.Ten.-AA lords 250(lb)or less except when sMwm. sachem R502 11.1 and RM2.f02eM referenced rend standard model a 13)"6emingids noffhis'wMfixed leek'Member end!LTV model was used in the CdNn 2 _ -___ analysts and design afmswss. )Jeb Tmssss ruts -- --- pry 'PEACHTREE[LOT 12 RIDGEVIEW ESTATES]- - — -- Ply p P1607193 G2 Common Girder 1 J.I. b Reference(gationa1 Truss Engreem9 Corp.Indian orchard.MA 01161 —---- -- —-- - psi 'i2016 Minsk industries,Inc T 26 13 29 26 2016 Page2 0 ZVypadlDVUT5S9A8C2BGw19uBus-COIMA6iHIeggTeeBJSB72-x9C8g77MdNH3s1yByug2 NOTES- (191 14)Use Simpson Strong-Tie HGUS262(20-10d Girder,B-100 Truss)or equivalent al 6-11-14 from the tell end to conned tussles)MHO(2 ply 266 SPF)to front face of bottom chord skewed 00 deg to the right.sbp109 PO deg dem 15)Use Simpson Siong-Te HUSZB(10-10d Greer 6-10d Truss)or equivalent at 8-11-2 from the left end to corccd tousles)MHO(1 psi 2ra SPF)to front face of bottom chord. Skewed 00 deg le the right,sloping 00 des dpwn. 16)Use Simpson Strong-Tie HU326(10.10d Girder,6-10d Truss.Single Py Girder)or • equivalent spaced ata0000 max.starting at 10-11-2 from the len end to 26-11.2 to connect hussies)MI-12(1 ply 2u1 SPE),MH11l ply 2x4 SPF),H9p(1 ply Sul SPF),H9(1 ' ply Zn SPF),T96(1 py 2)0 SPF),TSA(1 ply 2e0 SPF)to front face of bcfom Gard 17)Use Simpson Slmrlg-Ti HUS26)10.10d Girder.4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0000 mar starling at 18-11-2 from the len end to 22-11-2 to conned fb vss(es)T3E Ii pry 2x0 SUFI,no(1 ply 2x0 SPF),TSC(1 ply 2r0 SPF)b front face chord 16)8)Fitt bon all nail boles ehanger in contact rob luobor. 19)All Plates 20 Gauge Unless Noted Job 9-- - - Truss Teed IDI. INY EACHTREE(LOT 12 RIOGEVIEW ESTATES] p1607193 H1 Hip 1 1 rte nc ria 13 25 3e 2o15 rage 1, _ _. .. J Reference LP J Truss E Igneelnp Colli Indian Orchard.MA01151 -ADNN IO.NypatlIDYOT5523-11-wlyuBus AONNOry EBg11SeaWC tl21J ZFaObOW G1CN0 yuBV 5-5-0 10-8-6 13-9-10 18-8-9 I 23 11-0 5-5-0 5-3-6 3-1.4 4-10-15 5-2-7 I 5x5 sxfi.- Stale'1/41•=1J. a 6 4 1 ��, IB 9.00112 � 1 676p 16� 19]0x90 s 20 4A 2105 -1 lsxa a 14 • w Jab I� -.Ht _ -I 22 10 6 p--H =W6 to 13 12 11 9 8 3x8- 3:4= 3x6= 374= 05-8(0a-0) 0-5-8(0.2.10) 1-51925W-281# 1675W-2214 -12 10-8-60 13-9-10 18-8-9 23-11-0 1-55-1 9-2-10 _. 3-1-4 4-10-15 5-2-7 Plate offsets(XY]-jl_0.3.00C.3],H 0-3-00-1121[503121 0.1.121.160-112=0-1-OL[]0306138L 18 EdgeO-1A1 I90.2Q0.1-811130-1-120-1-81 0-1AI LOAgNG 1ps1) ISPACING- 20-0 051. TEFL in (les) Well Lid PLATES GRIP TOLL Plate Gr DOL 115 TC 0.]0 V LL -0p312- (maN 35,0 P Vert(LL) 13 >b3 240 MRO 1W/1Gp Snow(RIPg)308'100 Lumber 001 1.15 BC 0.50 Ve TL -0.33 12- TOOL 100 Rep SVess her YES WB 0.54 Horz(TL) 0.04 1B Na Na0 BOLL 00' Cede IRC2009/W12037 Malro h 122 lb FT=10% BCDL 100 l ] L Nle 91 LUMBER- TOPCHORD2x4SPFW,24 - - - SOT CHORD h4 SPF Nat Max Gras 5)Th trusslanced smwloadsndes havebeen ss load etlbr this design. WEBS 234 SPF Sluo'Ex - 5)This has been designed for flask load combinations,whits duffde cases with Vs 2x4 SPF 8 - 1675(LC 23) 6)Pruvns for multiple(unmeantnt live loads. WEDGE FORCES. (b)-Max Comp.AAae.Ten.-All forces 250(0)er less except when shown 6)Ths rude adequate drainage prevent walttpan9lg. Lon 214 SPF 31W TOP CHORD ])Th¢taus has been designed fora 100 p9 bottom chisel Iwe load mmmwrrent with BRACING- 3 -1553339,05M =-1OA1B 56=-1561/065,6]=] 53 0421, any other lore bans. 4= TOP CHORD ]d=-1620/2]] 8This Nus has been desig34-O tall bra t-0 widebad W 2fit bet on eetM bottom Wb in all Structural wood sheathing directly applied Qs 2-116oc purlins, except end verticals,and BOT CHORD areas of rmembers.tlmgk 360011 hy1-0Cvnll(LL�MeentM WXan Wtlarq 2-0Lrc polos(5<12 mast 40- 12113=255/126211-125419/1028,9-11=1]911401, anYaM calc BCDL=IC-Opst. BOT CHORD BtLTY62 9)Provitle meaaniralmmeintl by ogaers)Mtruss to�a(eg plate cgwb6 of Rigid ceding directly applied or 1000¢bracing WEBS withstanding 281 designed in accordance 221WyAry alpittl 8. WEBS 3-12-92/18],4-12=39/320.511 1/445.6-11 01420) 10)This R50trusLai i and 8 02.102 and rwlNNa2�International Residential Code 1 Row al mWpt 4-11,3-13 3-13-1]]8343,2.13=3]]/199,R9=118/1233 sedum R502.111 ale R8@.102 d 11 rN5'Member eMatl AN$V1PI1, 111"Sem Mgd siW'e kv withuss teed heels" end harry moo was used in The REACTORS. (Wrhe) NOES (13) 12)Gris and rksgnWNo toss, 13 = 1288/0-58 (mod 0.3-0) 1)This truss has been checked for unborn rod 0w load mb.except as nodes Grq h�IPufimrepresmlMonhord, depict the size or the ofierdelmMtlre 8 112110.-8 (min 0-2-10) 2)W1rd ASCE 7-05.SSmph,TCOL=42psL BCDL=S Opal,h=191L Cat.II. p Bl 1ulN along sa2l Gauge uMbr bottom ted Max Herz paralfy.MVNFRS(lw-me)gable end zone and C-C Extmv(2)000 to 300, 13)All Plates NlUnless Noted 13 = 221(LC 10) Inteao(1)30-0to550Exterp(2)6-5-8 to 18-0-5 Intelur(1)18-08 to 20-94 zone. Max Uplift cantilever left and nght exposed:CC tor members and forces 8 MWFRS for reactions 13 = -281(LC 12) shown.L ASCE 005=Pr-35blepp WLe1W 8 = -221(LC 12) P4 Af@mood;new$Op4(roof live Oa!roof snow. u b=1 15 00L 11.1 Plate 154 Max Grav P9=40.051Cattgor smExpB=3sBpsl Expmat11, ;Lun-0r DOL=115 Plate 13 1925/LC 23) DOL=1,1511 Category II,Exp B.Palblly Exp.;C1=11,Lu=513-00 Joe s Tif/Ott M PEACHTREE]LOT 13 RIOGEVIEW ESTATES] 01607193 H10 Half Hip i 1 1 I Job Reference(opitonalt_ Truss Erpnemn9 Corp, ID:ZVypad1DYDT559A C2BOWI0yuSusMlry46bCcLBQIXt 7 2015 NI0Z 5VIhy 9tlY1BdgPJIFryuInc 'The Jul 26 13 27 55 2016 Bry o nd2640 s MA 01151-- 5-10-1 11-6-7 16-6-14 22-1 1 27-7-0 5-10-1 5-8-6 5-2-7 5-4-3 5-5-15 H 1x4 II 3x4 4x9 35A II Scale=1:51.5 4 �p�q5 Da _J2JTL 6 7 � 21 6 9.0013 �� \ \ ', 390-T.- 17 / 6 Pr • O1 6 P 6 6 2 W 01 r --;T l _- _.B1 -- - _-. rt' _6 o 1936653718 31t6 I 1 15 14 1J 23 12 23 24 1110 g Od 2x4115) 306= 3z4= 354_ 3x8- 1x411 3x8_ 803-2 1877#I-258# I_- 5-10-1 11-6-7 t _ 16-8-14 I 22-1-1 27-7-0 H 5-10-1 5-8-6 5-2-7 5-0-3 5-5-15 Pale Offsets(XY1-T1 DC-0.0-61-71 13 0-1-12 0-1-61,14 0-3.12,01-121 - --- -- -- -- ----- -- -- - - TOLL(bolt SPACING- 2-00 051. DEFL 1 mw(mI) 300 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0,0711-113 2993 240 MT220 S 9771144 PWg)3Pd0 Lumber COL 115 BC 040 Ved(TL4 -01211-13 09999 180 TOOL 10.0 Rep Seess her YES VR 090 Horz(1L) 004 9 Na Na BOLL 00 - Code IRC2W3/TP12W7 i pat 100 (MATO Weight 159 lb Pi=1pX I LUMBER- TOP CHORD 2x4 SPF No.2 3)1011 ASCE 7-05.Pr-350 ps1(roof live bad:Lumber DOL=115 Plate DOL=1 BOT CHORD 2x4 SPF No 2 Max Gray15) WEBS 2x4 SPF No,2'Fxcepl' 15 187](1619) Pg=42.2 psi(ground snow),P1230.8pst Mel roof 11,L Lumber OOL=115 Plate W WO W2 W1 224 SPF Stud DOL=11$Category II Exp BI Pata1N Exp.;Ct=11, des n. WEDGE FORCES. (Ib)-Max Comp Ten-AM forces 250(Ib)a ass except when shown 4)Unbalanced snow bads have been se,had tllw this tlesl Len 2x4 SPF Stud TOP CHORD 5)This truss has been concurrent live bask load mmdratom,which ircWe Vases both BRACING- 2-3=_ reductions for multiple gtolive loads. TOP CHORD B+Y=327997.3-0=-047ER 1645--130d29L S>=-13WR92 6)Provide adequate drainage to prevent water podin9. SnnluelWarl sheathing tlueplyappFedor2312 ocpurlins, except end vediCa ,an] (TOT CHORD 7111Th truss has been designed for a 100 pst bottom thud live load mnswwmenl cele 2Mmpudns(408 marl 461 14-15=324129.13-14-457/1258,11-15-325/1128, any Ttss live loads. BOT CHORD 10-11=-113619.23.910=1861948 By This hiss las been designed for a live had d 20.Lbs/m the b000m Gerd n all Rigid veiling three,applied or60O m bracing. WEBS areas where a rectangle36-0 BCDL Y by 1-0-0 wide wlllfm between the bottom chord and WEBS 3-14=-29399,3-13=-0461182,4-13=511401.4-11=-235354. any other Members,eMnCDL=10Ops1. 1 Row at mldpl 89A11,5.11,7-9 5-11=-801/245.7-11=205598,7-1RN307.791818358, 9)RelevH gtbar(anca buss to lmsscdmedons, 2.14-1511310.2-15=17681327 101Provide a medanual connection(by p of pass to bearing plate capable el RFAC1pP6 ( /she) wMstervvitg 1O0 e iRIe allocccor except ith Pi 4371.156158 9 = 1314/Methanol NOTES- (14) 1 )inlsW designed andrwtM1 M1ed Standard in In ernN rWResidential Code 16 = 1473/058 (min 0.2.15) 1)This Imes has been Geeed or nfomi mal Ave badexcept pare R502 and R8V2.10.2aMrelenewberendNAN51/IPI 1. Max Hoz 2)LMM:ASCE]9595mpb;TOOL-42Ps(BCDL=50p ;A=1911;Cat. B. 12)"SemkgdP xehis with Ned leel5'Member end oder was used in the 15 - 352(LC 11) Pallidly,MWERS(bwnse)gable end zone and C-C Extenor(2)000 to 3-0-0. 13)Graphical and design olNutnw. Max Upllfl Interw(1)30010738.Exterar(2)738 to 1157,lnlabr(l)15-95 to 245-0 zoe. 13)GrePhxa'puD rn& botalen doasrM drylcltMsoe orlM1e odenlatlon olUe 9 = -371(LC 91 cantilever left ale rightWM alalg the eUnMsNoted'd, 15 = -259(1011) shown;Lumber DOL--T60 plate gry DOL=1 C-0rsaMldce58 MWER$MreaGpre 14)All Plates 20 Gauge Unless Nolle Max Gray 9 = 193(LC 18) ]06 Type On Ry PEACHTREE[LOT 12 RIDGEVIEW ESTATES] 01607193 Liss Hp 1 1111 �_ - Jo Refeence(opu 4-I Ton Engineering Com,Indianarc MA 01151 —"- - -" - 7 640 s Oct p015MT Industries.I .Toe JulP P 02016 Pagel 119-5-013YOT559A- p0 11. 11-0 wkyzWPWgB Yx0j3R%Heb0z28PPwlnv6701yuBtl 4-7-11 _ _9-1-12 15-44 195-14 _ 23-11-0 __ __ -_ —_ 4-7-11- - 45-0 6-2-9 --- 4-1-10 {" 45-2 { SA 5x8 M18SHS-- Scale=1:41.4 4 i/ 9.00 4 �� N 19 16 4x4< 36 0 16 / 975 6 n N AL d � 14 4 W4 3°z1 13 541 611 2 .8 Nr e , 1 to pc m -.S ]6 tl 12st1 22 10 g \' 1] 8 JN= 8s4_ 3x4 36= 36= 0-58(0-2-12) 0-5-8(0-2-6) 1-542r-181M 9-1-1215« 23-11-0 151W/12220 LI 512 7-8-0 __ 6-2-9 _ B-6-12 Pble Offsets(%Y!- :oap Daly la 09,41-1zsolz > 2116oz59151 ZD,J3la1 _ LOADING(FAl SPACING 2Ud LSI. DER TCLLpoon 35.4 n Cleo) Udell LidPIAIEGRIP$ GP Slow(MNg)3a 8/50.0Pule Grip DOL 115 TC 084 ver(LL) 412 8-9 >9A' 240 MTm 197/144 TCDL 10O Lumber DOL 115 BC 052 r vert(TL) 430 b9 4885 180 M18SHS 197/144 BCLL 00' Rep Stress her YES WB 096 Ha'YTLI 005 8 51a Na BCDL 10.0 ) Cat IRC2059/TP12007 (Metro/ NpD0L 1126 FT=10% LUMBER- TOP L CHORD 254 SPF No 24rtcept" T22x4 SPF 2100E 1BE Max1431M 3)TCLL ASCE]fdsnow)6, 5.OpA(mq live Mlad.snowLumbLumber Plate 151, BOT CHORD 2x4 SPF No 2 12 = -281(LC 11) 0OLl15)- gmuM snow),Exp ,heed lxproof 527497.Lumber 001=1.15 Plaid WEBS 2x4 SPF Stud£rsepl B = .222(LC 12) OOL=l lanced ryary II.Exp Bl beenclly El0.:CM.L en. 55,V/8.L4 SPF No.2 Max Gray 4)Uneaurce0wino loads have adrco for tors design. WEDGE 12 1]91C 2g 5)This lens's has been designed for basic lead combinations,which include cases wAb BRACt live loads. Left ING- 7) SPF Stud e = 1514(Lc]91 reductions eaeQwbledrainage prered water pending TOP CHORD FORCES. (Ib)-Max"Comp/Max Ten.-Atlbrces 250(b)or less except when shown. 71A11 platestruare beenpoles edforaICCpunless si be/indtoatM. Structural wood sheathing directly applied or 4-3-10 oc pWdK except end officals,and TOP CHORD anyolblwe has easgraBlora l0ppsl bottom Wtllrre loa]mrrgnwrlenrwM oads 2-0-0oc pue!m 144-5 max)45 3-4=-I404A51.4 9975352,56-116!371.6-7 98/114, gmd„6r�!s lhas been designed far afne lead oload of 20000 on the bottom Wrd in BOT CHORD 7A=-4741129 all Rigid ceiling diredry applied or 10-0-0 cc bracing. BOT CHORD alms wheremembers, 600tall by 1-0-0 ewllllc between Ole Whom chord and WEBS 11-12=271]1059.9-11=-1186/943 Bs=218!1294 a0[Proy membne wM BCDL,i0Dps1 1 Row at mdpl 49 WEBS 101 Provide mechanical mnretlm(by 272 h of truss to hearing//ale capable of 4-11=-221258,59 21370.69=-001/200,3-12=1633,346. withstanding zel lb uplift alion112and witWuw2 el141-58. REACTIONS. (b!swe) 2-1218/158,61K140/273 11)Tno buss 6 cenglleRd askandr wa 2�elemanorW Residential Code 12 = 1288/0-5-8 (min.0-2-12) sections R50211,1 and RB02m2 and referenced standard A SPTPI 1. 8 = 112710-5-8 (ooh 0-2-6) NOTES- (14) 121"SemkreH Pndlgeaps with rued heels-Mnnmrend luny model was used the Max Hoc 1)This miss has been checked for unform roof kve load only,except as notedanalysis and design gthis truss . 12 = 191(LC 10) 2)Wind ASCE 7-05,95mph..TCDL=42psl BCDL=SCps4,h=15R,Cat II.Exp Bl 13)GrgAlreltop aipre5mlelgndxs not depot the see orlM onenl&Im1d he hord Max Uplm padaky MINERS lbmnae)gable end zone and C-C Exlem(2)009 to 3-0-0. n Plates he GaugeU Wtlom ted 12 = -281(LC 11) Intenm(1)3-0144-1013,Exter (2)4-10-13 to 19-731Mdbr11)19-7-35120-9-0 14)M PIMe520 Unbss'Note] 8 = -222(LC 12) lane.canlilever left and/1.111 expsed:CC for members and fares B MWFRS for medians SUOMI.Lune,OOL=160 plate ono DOL=1.60 I-03 - T -miss Type DNPI Jac Reference u EW ESTATES] r PEALHTREE ROT 12 RIDGEVI 01607193 HJGE Wp Supported GaEk 1 1 (p ' TIncrue a2s 422o1s Page'I Truss Engrenmg Corp..IrM MA 01151_ -. - . . .. ' Octo 72016 1 IOTVyP OI DVDT559ABC2BOwI yuBuS1Dg9tl sUOuOIJNB5vou5pNgctTM2EDM5A uBl h 8-8-11 15-9-5 23-11-0 -_ 8-8-11 7-0-11 8-1-11 I 3x4 axe- Scale=1:40.4 1.5x4 I 6 7 6 '2➢ 9 10 6 l* �1%. 1.5x4I 9.0011-2 s / I A 1.5e4 II 1.6x4 a �' +z n 3 ly- - 576 T6 STB 1.5x4 n 1.5x4 I! 28 I y1f N u H 'T 1 NA 11 2 r 9 j 913 1 1 ��V V V V V & Va�JO�pp4'•S6a ' SS JOOJ x O 356 II I .4 ( 1i 14 B B 8 �2 - U a _ 27 26 25 24 23 22 21 20 19 18 17 16 15 354- 2x4 II H--__-_ ___-_- 23-11-0 _1 23-11-0 P late Offsets tar-[10-3-00-0-71)80-2-002-01 L OADING(PsB TOLLSPACING 240 451. DEFL in (lest men Lid PLATES GRP (roof) 350 Plate Grip DOL 115 TC 013 Ver11LL) Na - Na 939 MT20 1971144 I Snow(PIIPg)BPB'00 Lepper DOL 1.15 BC 0.13 Ver11Tq Na - Na 999 TTat1100 Rep Stress MR YES WB 0.26 Horz(R) 000 15 Na Na BCLL BCDL 100 Code 1RC2009MP12037 Ilam,) Weight 1191E FT=10% LUMBER- -._. TOP CHORD 2x4 SPF No 2 4)TCLL ASCE 7-06 Pr=35.0 psf(root live bad'.Lumber DOL=1.15 Plate 00L=115). BOT CHORD 2x4 SPE NO2 REfQIYWBV Pg 40084(ground snow).Pt-330 psf(tat roof snow Lumber 001=115 Plate WEBS 2x0 SPE No 2 All reactions 2501E or less at loit(s)15.26 except COL=1.15).Category II.Exp B.Partially Exp CPl I.hc50-0-0 OTHERS 2x4 SPF No 2332641LC 29)21353(LC 22),22=328(LC 22).23-325(LC 22). 5)Unbalanced snow loads have been considered for this design WEDGE 24Q35(LC 29)25 S50(LC 23).27475(LC 23).l8=359(LC 23). Left 2x4 SPE Not 1]aW'(LC 23).16-415(LC 23) 6 Thistrussr fa been designed for o oa load combinations,which include cases who BRACING reductions for muXlpkwnage 0 live loads ng TOP CHORD FORCES. db.)-Max.Comp Wax Tse-AN forces 250(b)a less except wixn shwns ])P Malevide s adequate1s4 MramaceespreheramelerryEed I Shuturel wood sheathag directly applied or 600 oo purlins except end veal®ls,are WEB$ 9)All palesde Baced MlN-0-0unlecollerwue indicated l 2UO cc purlins 000-0 max.)6-10. 9-21�13�.622=28611037-23=265'43524--2WJ26 91Gaokrussasbee et280w I ROT CHORD 4-25=2961139,3-26=259/131.2-27 4&11911-10x16/121, art101 mb ouaa hoe�m dearened lwa+O.O ps(Lotmm xMra nve led no unwmem Rgid®ning dire-3111,applied or 600 w bracing 12-17=2741119.13-16x40050 11) any otherss flax been designed for a-0e load of 20Pose on the bottom chord in all REACTORS.AM bearings 228-0. NOTES- (17) areas where ar,ers,e 3fi0tall byl-0O wide will fit between Me bottom crud and (IE)-Max Hoa 11m15 truss has been tlteckedto-lmnotm roof live load only,except as noted any PBar memcers,wnh BCDL'10 Opst 27=18zBC 10) 2)W nd ASCE 7a5,95mph.TCOL=42psf,BCDL,S.Opsf,h=1911:Cat II.Exp B 12)sPtavde 100 lb up cat pings)dim(0r 1,2 3.f 2ws to 17an9 ptUte Wabl19, Max uphl pamalM Mv6RS(lw+4)gNxe and zone and C-C Comed31000 to n0. wdneaNre 103m uvm 410159.2427 22,23.24.18,17 except Uf�E)15=1�, All uplift 1W lb or less at pills)20,21222124.16. Ederior(2)30.0to5-8-11,Cgrer(3)5'B'I I to 8811_Edabr(2)11-94 to 12.95, 25=102.2E=136.27=102.1fv15S_ 17 except 15=-109'LC 10),25=-102(LC 11)26=135(LC 10), Cmnm(3)15-9-51023-9-4 none cantilever len and right evpeeed:CC for members and 13)Non inns IS Standard bearing wham. Revrew required. 27=1@QC 1¶,I6-159(LC 9) forces&MWFRS for reactions shown,Lumber DOL=1,W plate gnp DOL=1,W 14�Tha NvsuIiR 0210.2 accordance the 2091Mamalcnal Resldenfal Cole Max Gray 3)Truss designed for who lads.,the plane of the truss only. For studs exposed to s ons R502.111 and R802 102 and etcrefeMember mbstd-pard ANiodetw. All reactlms 2501b or less at lobl(s)15,26 except wid(normal to the face),see Standard lydusby Gable End Details as aplkable,or 151"Semddplltlttthis rwith ust dlleel5'MemEaaMMtymWelwe¢used(11114 20264(LC 29)21�53(LC 22),223284LC 22)23=325(LC 22), consul.qualrred busing designer as per ANSvWl I. analysis and design of res4usi 24=335(LC 29).2514 LC 231.2]<]5(LC 23),18=359(LC 23), 16)Graphical pulp representation does m11gb the sae dune upnlalion of Me Bunn slang the lop bottomn chord 17)All Plates 20 GaugeugeUnless Noted