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HomeMy WebLinkAboutBLD-23-001179 I o�. BUILDING PERMIT APPLICATION d � _~ ;,__ APPLICATION TO CONSTRUCT, REPAIR, RENOVATE , CHANGE THE USE, OCCUPANCY OF, i' -SEP.0 OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING. l [___.__ - G _ I " Town of Ytrrnouth Building Department BUILDING DE ` "".te n.* 1146 Rout,,!, 28 • Yarmouth, MA 02664-4492 Tel: 508-398-2231 ext. 1261 Fax 508-398-0836 (9 V4`►`ff{ Office Use Only Planning Board Information Assessors Department Information: c11,-. �3-Cx:'`7CI Plan Type Map Lot Permit No. Date -Permit Fee $ Endorsement Date / o. o 6 Recording Date New Deposit Rec'd. $ . ! 00 Rate Plan No. 1.4 Property Dimensions: \* Net Due $ ' ' t\7....„..„.7 Other_ Lot Area(sf) Frontage(ft) Lot Coverage \ � This Section for Office Use Only Building Permit Number i Date Issued: . f!_ �" 1 ' . Certificate of Occupancy Signature: Building Official ' Data. is V is not required Section 1 - Site Information 1.1 Property Address: 1.2 Zoning Information: ) 2 f . k.: Zoning District Proposed Use 1.3 Building Setbacks(ft) Front Yard Side Yards Rear Yard Required Provided Required Provided Required Provided 1.4 Water Supply(M.n.L e.40.S 54) 1.5 Rood Zona Information: Comments Public Private Zone: BFE: Section 2 - Property Ownership/Authorized Agent 2.1 Owner of Record: )N "7L) -InCi :'11 Namnnt) Mailing Address: •NY ----, 79 -s&i • 5 c(.JU I N o 6 6 )S &)t\ie, (- - Signature Te e1'pMr-•18--- Telephone / Email Address: 2.2 Authorized Agent � it- N1 u it f - 2) s Tvi rc 3 (., Hamel (print) �i r Mailing Address: �/� 'J'' �•- Z�6 ? DL ivlL-(„x"„ ii' ' — Signature Telephone Fax Email Address: Section 3 - Construction Services 7(, tlL Mi..)LL I t:-1. ' (u 6m41. 3.1 Licensed Construction Supervisor. Not Applicable -j te--v N-)(-Li C j&.1 License Number Address C C — C' V 5 (o • Expiration Date Signature Telephone Email Address: 1...✓ - 0 1 -.2 ' • , Section 6 - Description of Proposed Work (check all applicable)I . New Construction ❑ (for multiple family only) No.of Bedrooms (for multiple family only) No.of Bathrooms Existing Bldg. . Repair(s) ✓❑- Alterations ] Addition ❑ Accessory Bldg. ❑ Type Demolition Other Specify: Brief Descri tion of Proposed Work: r C L71WCT {� (� ��1�., ✓�L,1-17 ��1�C;) Section 7- Use Group and Construction TypJ Building Use Group (Check as applicapable) Construction Type A ASSEMBLY ❑ A-1 ❑ A-2 0 A-3 0 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B BUSINESS ❑ 2A ❑ E EDUCATIONAL 0 2B ❑ F FACTORY ❑ F-1 ❑ F-2 I] 2C i] H HIGH HAZARD ❑ 3A ❑ I INSTITUTIONAL ❑ I-1 0 1-2 1] 1-3 ❑ 39 M MERCHANTILE 4 R RESIDENTIAL ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A ❑ S STORAGE ❑ $-1 S-2 i3 5B ❑ U UTILITY SPECIFY: • M MIXED USE SPECIFY: S SPECIAL USE � SPECIFY: Complete this.section if existing building undergoing renovations;additions and/or change id use. Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34 Proposed Hazard Index 780 CMR 34 Section 8 Building Height and Area • Building Area Existing(if applicable) Proposed Number of floors or stories �^ A include basement levels Floor Area per Floor(sf) Total Area All Floors (sf) 30 cc.,-) Total Height (ft) '?7 r-t Section 9 - STRUCTURAL PEER REVIEW (780CMR 110 11) Independent Structural Engineering Structural Peer Review Required Yes No SECTION 10a OWNER AUTHORIZATION -TO BE COMPLETED WHEN OWNER'S•AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT /I I. 1 )MOor , as Owner of the subject property, hereby authorize Ag) v �02.,EV_ V .JLLI k to act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date The Commonwealth of Massachusetts —*.....,0—. /. Department oflndustrialAccidents imaitia 1 Congress Street, Suite 100 =�f- Boston, MA 02114-2017 OW 5v�'V www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Name (Business/Organization/Individual): C-^-a. V i _ \V iL li, , Address: 1., G-TtFcrZ43 C,` ,tom City/State/Zip: ;10 1 S PUJvr Phone #: C © `'iv •3 .3 Are you an employer? Check the appropriate box: �7 Type of project (required): 1. am a employer with _, employees(full and/or part-time).* 7. El New construction 2. I am a sole proprietor or partnership and have no employees working for me in any capacity. [No workers'comp. insurance required.] 8. ❑ Remodeling 3. I am a homeowner doing all work myself. t 9. ❑ Demolition y [No workers'comp.insurance required.] 4. I am a homeowner and will be hiring contractors to conduct all work on m property.Y I will 10 ❑ Building addition ensure that all contractors either have workers'compensation insurance or are sole 11.❑ Electrical repairs or additions proprietors with no employees. 12.❑Plumbing repairs or additions 5.1111 am a general contractor and I have hired the sub-contractors listed on the attached sheet These sub-contractors have employees and have workers'comp. insurance.; 1 •❑Roof repairs 6.0 We are a corporation and its officers have exercised their right of exemption per MGL c. 14.❑Other 152,§1(4),and we have no employees. [No workers'comp. insurance required.] *Any applicant that checks box 41 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. 1Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: 14 1 V•A V uv( Policy# or Self-ins. Lic. #: W C L i 1 U , Expiration Date: (0 b (z- Job Site Address: *If S c) k.ti;(3 ?Ck\-'6-- 1 City/State/Zip: - '`-::1 AC ‘"40 b- Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MGL c. 152, §25A is a criminal violation punishable by a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Signature: 4 '/ Date: 6(z ��-ZZ- Phone#: `� 6 3 Official use only. Do not write in this area, to be completed by city or town officiaL City or Town: Permit/License# Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone#: §TOWN OF YARMOUTH 1146 Route 28, South Yarmouth, MA 02664 508-398-223!1 :ext..1261 Fax 508-398-0836 Office of the Building Commissioner BUILDING DEPARTMENT DEMOLITION DEBRIS DISPOSAL AFFIDAVIT Pursuant to M.G.L. Ch. 40, §54 and 780 CMR - Section 105.3.1. #4. I hereby certify that the debris resulting from the proposed work/demolition to be conducted at > -P ) 11.0 Work Address Is to be disposed of oat the following location: ac I (,,;x t i'3 C_ C*pis Said disposal site shall be a licensed solid waste facility as defined by M.G.L. Ch. 111, §150A. 1 Signature of Application Date Permit No. _ "--........„,,, Page 1 Residential Heat Loss and Heat Gain Calculation 12/30/2022 In accordance min ACCA Manual J Report Prepared Ely, Snow and Jones, Inc. Yarmouth Branch FIX John Downey Long Pond Drive f THE OUTDOOR SHOP) Yarmouth, MA Design Coriditions. Yarmouth Indoor; Outdoor; Summer temperature; 70 Summer temperature: 95 Winter temperature; 70 Winter temperature: 0 Relative humidity 50 Summer grams of moisture 91 Daily temperature range Medium Budding Component Sensible Latent Total Total Gain Gain Heat Gain Heat Loss (3TUH) (SIGH) (STUH) (8TUH) Whole House 3.856 soil. 35,534 13,364 48.898 93,368 (4 tons) STORE 1 18,962 7,048 25,!!'; 48.7:it Retail 1 1,925 aielft, 18.lS2 7,048 2.6.!!; 48,7:; STORE 2 16 ; 6,318 22.! # 44, ; Retail Shop 2 1625 IRA+ 16.582 6,318 22,900 44 580, Whole House 3,856 sq.11. 35,534 13,364 48,898 93.368 (4 tons) HVN.„:,.CESo Residential 4.0 by HVAC Corriputer Systems Ltd. 888 736,1101 Leamt;A:i0.14NrY,S 1,6 ev,a.t.ks,0.8 .A.waat,ros4 vigy akia0 kfi.,**Math&WW1 0001,4,4a2W 1501 50 Long Pond Rd. Yarmouth, MA 01-06-22 ,- ROBERT THERRIEN. ARCHITECT , 24'):A'cr Road,Suite 2(u,,Ilarn,i►d!1\t)1451 �� PH:Ors) 1)l•I230 Fat i)78t 39)Iw1253 TherriciiArehherrri gurail.com RE: 50 Long Pond Road, The Outdoor Shop Yarmouth, MA. (REBUILD OF UNITS 1 & 2) BUILDING INVESTIGATION & REVIEW PER CHAPTER 780 CMR 34, 104 (TNTRAI_ OVrRVIEW: The referenced project and subsequent code review is based upon the rebuilding of a portion of existing single story, wood frame area with a commercial (retail) use that was destroyed by fire. The area of work represents (3,854 sf) of the total building area (8,269 sf), which is less than the 50% threshold for full compliance. Consequently, Chapter 34: Existing Building Code standards apply for this project. This project is subject to 301.1.42 Exception 1. The scope of this project is to retain the original foundation, fire separation wall and rebuilding the original structural walls and roof and entire exterior building envelope. The remaining interior work, interior partitions, bath rooms, plumbing, electric, fire detection to be completed under separate permits based upon the needs for future potential tenant leases. 4irigt.„,.t.„----- ..— Robert Therrien, Architect k 5.'-\7 al'0 1 TOW V '-Viit- Al()I I If 114(i 1410titv 21.4;;14 taluth. NI k 02664 50 )X-223)*-04. 1 a008-398-0836 • ()incl.. of ifig,i)oic I'm eimissioner •,--_,: •-, - Massachusetts Existing Building Code Checklist Based on 2015 IEBC w/Massachusetts Amendments To be submitted with Building Permit Application Address: 50 Lo F.46 Po_ND R 0/ Ti4e. an.ne177 s Rae, Yg%2-1Yi 0 tittS , MA (Streci number.mule) (City I own) Unit Suite(location within building) ijr.nrs I A 7- Xle.c2,1/0.0 Risk Category: (Cheek one), El Risk C'ategoty I, Disk Category II, 0 RC HI, 0 RC IV. Work proposed: Rr.rui it_p A VZ.GP. o r IL Y.(St i 14 ci....___21.ui Lait-zz,___riasair....oliE D Ey Ft me-, Ngoott eS avt-Di IAA, EtivILLa e C Fo re._ ry.."r u It= Tr S. ill.itt_IP IY...rr Construction Control,building at 35,000 c.f. or greater Cir Yes 0 No P';'- -,staGly If Yes then "Investigation & Evaluation Report"is required (780 CMR 34, 104.2.2.1.) Compliance Method: [Only one method to be used] (Check all boxes that apply) Prescriptive Work area Performance (Chapter 4) (Chapters 5- 13) (Chapter 14) O Repairs 0 Repairs: Chapter 5 0 Repairs O Alteration 0 Alteration: (check only one box) 0 Alteration gi<ddition 0 Level I: Chapter 7 0 Addition O Ch ajwatiOq Li pa ney Li Level 2: Chapter 7& 8 0 Change of Occupancy (7. 'f. t 0 Level 3: Chapter 7, 8 &9 1?; El Change of Occupancy: Chapter I. k ,t , Additions: Chapter 1 I Al 0 Historic Buildings: Chapter 12 (-•• 0 Relocated or Moved Buildings: Chapter I ; Note: Chapter 15 applies to all compliance methods. Applicant's Name: (print) ,.. ,„..,------- Date: 14-77 5 Rt.)I3I R I I I Il .RRII .\. ARC:IMITi:( i ;. Via').\\:r kv,nl. 'un: ''U . ILirc:1ril\I\u145I 1'fl: 0'sI 1 .1V 1')7'I;'II-1_';; I il:rl'1:!1�1':I)ILCI+J 4111,III.4t1!II CONTROLLED CONSTRUCTION AFFADAVIT PROJECT LOCATION: 50 Long Pond Road, South Yarmouth, MA PROJECT NAME: The Out Door Shop Retail Complex NATURE OF PROJECT: Rebuild of Fire Damaged Section In accordance with Section 110 and 116.0 of the Massachusetts State Building Code, I, ROBERT H THERRIEN Registration No.6018 being a registered professional architect, hereby certify that I have prepared or directly supervised the preparation of all design plans, computations and specifications concerning: ENTIRE PROJECT X ARCHITECTURAL X STRUCTURAL X MECHANICAL X_ FIRE PROTECTION_X _ ELECTRICAL_X_ OTHER For the above named project and that,to the best of my knowledge, such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,all accepted engineering practices and applicable laws and ordinances for the proposed use and occupancy. I further certify that I shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to determine that the work is proceeding in accordance with the documents approved for the building permit and shall be responsible for the following as specified in Section 116.2. 1. Review of shop drawings,samples and other submittals of the contractor as required by the construction contract documents as submitted for building permit,and approval for conformance to the design concept. 2 Review and approval of the quality control procedures for all code-required controlled materials. 3. Special architectural or engineering professional inspection of critical construction components requiring controlled materials or construction specified in the accepted engineering practice standards listed in Appendix G. Pursuant to Section 116.2.2, I shall submit periodically Monthly progress reports together with pertinent comments to the Local Building Department. Upon completion of the work,architect and/or engineers shall Ii a is as to the satisfactory completion and readiness of the project for occupancy. Signat e - 3c)- Zr3Z2- Sears, Tim From: Sears, Tim Sent: Monday, September 12, 2022 8:40 AM To: Derek Mullikin Subject: 50 Long Pond Dr Attachments: Existing Building Code Checklist.PDF; existing building evaluation.PDF Derek, I have reviewed your application and there are some items needed. N31,. Fire separtment sign off ✓2 S g-cs on roof trusses A. Construction control affidavits . Existing building checklist completed &evaluation submitted Please submit these items for review This email is considered a written denial of your permit application per Section 105.3.1 of the Massachusetts State Building Code. Section 105.3.2 states in part that "an application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith" You may appeal this denial to the Building Code Appeals Board in accordance with M.G.L. c. 143 §100, within 45 days of this notice. Timothy Sears CBO Deputy Building Commissioner Town of Yarmouth 508-398-2231 Ext. 1259 mailto:tsears@yarmouth.ma.us 1 MGL.AND FIRE TOWN OF YARMOUTH REVIEWED FOR CODE COMPLIANCE gaiP ERRORS OR OMMISSIONS DO NOT RELIEVE THE APPLICANT FROM THE RESPONSIBILITY OF'AS Emu r COMPLIANCE ‘ZPV DATE Ltz 9._M_Z 2 NSPECTOF YARMOUTH FIRE PREVENTION Commercial Construction Building Transmittal Project Name: Rebuild Address: 50 Long Pond Dr. Contact Name: Dan Dumont Phone: 774-836-5508 Description of planned project: rebuild retail commercial IY N NA Subject Regulation X Access for Fire Apparatus 527 CMR 1; 18.2.4.1 X Building Numbers MGL C 148;sec 59 X *Flammable gas/liquid storage 527 CMR 1;42.2.2.1 X Fire Lanes 527 CMR 1;22.3 X *Service Stations 527 CMR I ;16.2.3,16.2.3.1.30.3.2 ©-- *Hazardous Materials Storage 527 CMR 1;60.1 *Kitchen Exhaust Systems 780 CMR,527 1;50.1 X Extinguishers 527 CMR 1; 13.6, MGL C 148;sec 28 X Fire Alarm Systems/CO detection* 780 CMR,MGL C 148;,527 CMR l; 13.7 X *LPG Storage Chapter 148;sec 9,10,28& 527 CMR 1;69.1 X Use and Occupancy(FH Building Class) 780 CMR;302.1 X Sprinkler Systems* 780 CMR&Chapter 148 sec 26 A-I X Storage inside/outside Buildings 527 CMR 1; 10.19.4,4.4.3.1.1,19.1.2,34.1.1 X *Upholstery 527 CMR 1;20.6.2.5 X *Trash Containers 527 CMR 1; 19.1.1, 1.12 X Any Harard to the Public MGL Chapter 148;sec 28 X *Curtains,Draperies, Blinds 527 CMR 1; 12.6.2 X Safeguarding Construction NFPA 241,527 CMR 1 Ch 16, 16.3.1,2; 16.3.4.1 X Hot Works Permit,where required 527 CMR 41.1.5.3 *YFD permit required-depending on occupancy and submittal Compliance with the following: 527 CMR I Chapter 16"Safeguarding Construction, Alteration, and Demolition Operations." 780 CMR Chapter 33 *Permit is required for temporary shutdown, alterations or proposed ren1ov al of tire protection systems. BDA as needed per 780 CMR Fire Alarms and Sprinklers as needed Per MGI. 148 and 780 C'MR Yarmouth Fire Department supports the application, subject to applicable submissions. permits and inspections. Plan Reviewed By: Lieutenant Matthew Bearse Date: December 9, 2022 Copy for Applicant Copy to Building Department Copy to Fire Prevention Entered in Firehouse J Final Inspection TOWN OF YARMOUTH HEALTH DEPARTMENT PERMIT APPLICATION SIGN OFF TRANSMITTAL SHEET To be completed by Applicant: l/ � Building Site Location: i\-.)Gv+ • Proposed Improvement: ]`.7.1)A)Cr f 14' A EG Cv H ,At r � u4 � Applicant: 1) ,a_ MJLLIL i Tel. No.: .( (� / Address: L ':=;11R trot) LI v - fort-- Date Filed: 3(Z7 j7�-- tN1�t oZ631 **If you would like e-mail notification of sign off please provide e-mail address: Owner Name: Owner Address: Owner Tel. No.: -74-1 636 - 5-Cos RESIDENTIAL AND/OR COMMERCIAL BUILDING HEALTH DEPARTMENT: Determines Compliance to State and Town Regulations; i.e., Requirements For Septage Disposal and other Public Health Activities. Please submit three (3) copies of plans, to include: (1.) Site Plan showing existing buildings, water line location, and septic system location; (2.) Floor plan labeling ALL rooms within building (all existing and proposed) — Note: Floor plans not required for decks, sheds, windows, roofing; (3.) If necessary, Title 5 application signed by licensed installer with fee. REVIEWED BY: DATE: 3-1 ° - 1.)— L ASE NOTE COMMENTS/CONDITIONS: - c-c s -t-c) MVS ( _ 1 I—I vtci S 1 IC. • Commonwealth of Massachusetts IF; Division of Professional.Licensure Board of Building Regulations and Standards Consiivtt �t�t��r(isor Expires:05/09/2023 DEREK W MULLIKIN P ,' . 21 STAFFORD CIRCLE ;t DENNIS PORT MA , , /J 104 `� Commissioner daeak K. bl&n Job Truss Truss Type Oty Ply South Yarmouth,MA 22080967J PB01 Piggyback 37 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S 0 ct 22 2021 Print:8.510 S Oct 22 2021 MITek Industries,Inc.Wed Aug 31 12:53:29 Page:1 ID:i?xF1e? o21zy_pxOb1v9MyozpH-UH0vwO?TnCaeNITs?)?REL8sZvgsiOC2v?oKSmyikzr 11 01 00 I 2-04-06 I 2-04-06 111-011-00 12 4x4 e 5f 3 14 15 o 9 9 2 Ti 4 o o 1Mil I B1 5 6 2x4= 2x4 a 2x4= 4-08-13 Scale=1:25.6 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a . - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n/a n/a BCLL 0.0' Code• IBC2015/TP12014 Matrix-MP BCDL 10.0 Weight 15 lb FT=20% LUMBER 9) *This truss has been desig ed for a live load of 20.0psf TOP CHORD 2x4 SPF No.2 on the bottom chord in all ar=as where a rectangle BOT CHORD 2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom OTHERS 2x4 SPF No.2 chord and any other memb= s. BRACING 10)Provide mechanical conne •on(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of wit standing 100 lb uplift at 6-0-0 oc purlins. joint(s)2,4,6,2,4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 11)This truss is designed in a•.•rdance with the 2015 bracing. International Building Code action 2306.1 and REACTIONS All bearings 4-08-13. referenced standard ANSI/T'11. (Ib)-Max Horiz 2=25(LC 12),7=25(LC 12) 12)See Standard Industry Pigg back Truss Connection DetaMax Uplift All uplift 100(Ib)or less at joint(s) consult qualifiedr Connection buildingto bas:truss as applicable,or 2,4,6,7,11 consu8 de igner. Max Gray All reactions 250(lb)or less at joint LOAD CASES) Standard (s)2,4,6,7,11 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. - NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.Dpsf;h=25ft;Cat. II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Category ASCE Exp B;Partially Exp.;Ctat roof 1 t10;IBC ,y"t� ��F?.s?Scf� 1607.11.2 minimum roof live load applied where y 0, required. • jA!E�lC.�. • fp 4) Unbalanced snow loads have been considered for this CAPlTANlt3 ffr . design. r-. L 5) This truss has been designed for greater of min roof live •V O`$511 ' load of 19.0 psf or 2.00 times flat roof load of 30.0 psi on 1 overhangs non-concurrent with other live loads. 'S' $ ti 6) Gable requires continuous bottom chord bearing. •• •�et`:. )1 �'� 7) Gable studs spaced at 2-0-0 oc. `4S1f)(y,%{(,. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 09/01/2022 This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibi8y of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the desigr information as it may relate to a specific building.Certification is valid only when truss Is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace traction and permanent bracing. Refer to Building Component Safety Information(BCSI) for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Job Truss Truss Type Oty Ply South Yarmouth,MA 22080967J TO1 Piggyback Base 33 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 Mirek Industries,Inc.Wed Aug 31 12:53:29 Page:1 ID_BeUzXRepQ1G 9S8N7DfR9yozrl-UH0vwQ7TnCaeNlTs?j7REL8iovdTiBn2v?oKSmyiKzr -1-00-00 8-02-05 16-01-03 24-00-00 31-00-00 38-10-13 46-09-11 55-00-00 1-00-00I I I I I I 8-02-05 7-10-13 7-10-13 7-00-00 7-10-13 7-10-13 8-02-05 5x8 0 6x6a 6 24 7 _ q 4x4n 22 23 2526 4x4a 5/2 5 8 0 4x6is - 4x6$ 0 o 4x4A 4 8 N7 9 4x4a O 3 10 N5 6 27 21 8x12= N3 4 N3 8x12= =T 11 1 1 WI C ' I.1_ Be D1 112 19 18 28 17 29 16 15 30 14 13 6x8= 8x8= 4x8= 5x6= 4x4= 8x8= 8x8= 3-10 8-02-05 16-01-03 23-10-04 31-01-12 38-10-13 46-09-11 54.08.06 55-00-00 I 3-10 7-10-11 I 7-10-13 I 7-09-01 �7-03-08 I 7-09-01 I 7-10-13 I 7-10-11 3-10 Scale=1:93.2 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.36 15-17 >999 240 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.60 14-15 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.19 12 n/a n/a BCLL 0.0' Code IBC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:329 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vuli=140mph(3-second gust) TOP CHORD 2x6 SPF No.2 Vasd=111 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;Cat. BOT CHORD 2x6 SPF No.2 II;Exp B;Enclosed;MWFRS(envelope)exterior zone WEBS 2x4 SPF No.2*Except*20-2,12-11:2x8 SP and C-C Exterior(2)-1-0-0 to 4-6-0,Interior(1)4-6-0 to No.1 18-6-0,Exterior(2)18-6-0 to 36-6-0,Interior(1)36-6-0 BRACING to 49-2-6,Exterior(2)49-2-6 to 54-8-6 zone;cantilever TOP CHORD Structural wood sheathing directly applied or left and right exposed;end vertical left and right 2-4-6 oc purlins, except end verticals,and exposed;C-C for members and forces&MWFRS for 2-0-0 oc purlins(3-5-8 max.):6-7. reactions shown;Lumber DOL=1.60 plate grip BOT CHORD Rigid ceiling directly applied or 2-2-0 oc DOL=1.60 bracing. 2) TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow); WEBS 1 Row at midpt 5-17,7-17,8-15,3-18, Category II;Exp B;Partially Exp.;Ct=1.10,W left 10-14 28-0-0,W right=28-0-0;IB:1607.11.2 minimum roof live load applied where requ red. REACTIONS (size) 12=5-08,(min.1-08),20=5-08, 3) Unbalanced snow loads have been considered for this (min.1-08) design. Max Horiz 20=188(LC 12) 4) This truss has been designed for greater of min roof live Max Uplift 12=-488(LC 13),20=-525(LC 12) load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on Max Gray 12=2719(LC 1),20=2825(LC 1) overhangs non-concurrent with other live loads. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 5) This truss has been designed for a 10.0 psf bottom (lb)or less except when shown. chord live load nonconcurrent with any other live loads. TOP CHORD 2-21=-5227/1070,3-21=-5080/1097, 6) •This truss has been designed for a live load of 20.0psf 3-4=-4759/1085,4-5=-4650/1104, on the bottom chord in all areas where a rectangle 5-22=-3917/996,22-23=-3806/1007, 3-06-00 tall by 2-00-00 wide will fit between the bottom 6-23=-3783/1024,6-24=-3476/1003, chord and any other members,with BCDL=10.0psf. 7-24=-3476/1003,7.25=-3781/1025, 7) Bearing at joint(s)20,12 considers parallel to grain 25-26=-3818/1007,8-26=-3914/1004, value using ANSI/TPI 1 angl a to grain formula. Building 8-9=-4653/1115,9-10=-4767/1087, designer should verify capac'ty of bearing surface. 10-27=-5069/1125,11-27=-5238/1110, 8) Provide mechanical connect on(by others)of truss to 2-20=-2706/709,11-12=-2592/630 bearing plate capable of witl'standing 525 lb uplift at BOT CHORD 19-20=-497/1462,18-19=-920/4689, joint 20 and 488 lb uplift at jcint 12. �F 18-28=-780/4287,17-28=-780/4287, 9) This truss is designed in accordance with the 2015 !;, ail ?4btj 17-29=-569/3474,16-29=-569/3474, International Building Code section 2306.1 and 15-16=-569/3474,15-30=-788/4290, referenced standard ANSI/TPI 1. t JAMC M. . 14-30=-788/4290,13-14=-923/4716, 10)Graphicalpurlin re resentatian does not depict the size r� 12-13=-285/1165 P P P t GAPITANtq rri .., or the orientation of the purlin along the top and/or WEBS 5-17=-1160/406,6-17=-130/964, bottom chord. V 110 7-17=-479/468,7-15=-201/993, 11)The loading on this truss has been modified to reflect F 4'�✓�11 � 8-15=-1181/407,3-18=-445/238, -ifs • the roof profile,the ridgeline s located 28-0-0 from joint y1 ti,, 5-18=-32/446,8-14=-37/455, 1 and has a slope of 5.000 on the left and-5.000 on the ,,'h 17 {* ' 10-14=-472/246,2-19=-530/3238, right. • • r• `15��1• 4) rG„lt 11-13=63913563 LOAD CASE(S) Standard NOTES 09/01/2022 This design is based upon parameters shown,and is for an individual building component to be instated and loaded vertically. Applicability of design parameters and proper incorporation of component 011 is responsibility of the Building Designer. Building Designer shall verify at design Information on this sheet fcr conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the desigr information as it may relate to a specific building.Certification Is valid only when truss is fabricated by a UPPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(SCSI) for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Job Truss Truss Type Qty Ply South Yarmouth,MA - 22080967J TO1GE • Piggyback Base Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Aug 31 12:53:29 Page:1 ID:syt_ovUMseYiSnmwcrHbb?yozrE-04SX4 rOvSnlbufR0UCh7bhSWtzuuvgL2nwKyiKzs -1-00-00 24-00-00 31-00-00 55-00-00 1 56-00-00 1-00-00 24-00-00 t 7-00-00 I 24-00-00 1-00-00 4x6= 5x6a 15 16 17 18 19 20 4 • ® 21 5 63; ouh124 25 4x6a i 12 r13, ST13 F,T13 614 7 , 6 677 3T8 5T9 6110 ST11 5T15 TiS6 5T17 S118 �• 0 28 29 �- 30 • 3x4u 4 6l Z5 _T6 7 8119 .3720 .i.T21 71 gTT 1 2 3 i T3 57q ST22 Si23 9 32 3x4n 01 -- i_3!� 2 . N c- a��r-�; -� i �?4.433 34 oa 64 63 62 61 60 59 58 5756 55 54 53 52 51 5049 48 47 46 45 44 43 42 41 40 39 38 37 36 3x6= 3x6= 4x6= 4x6= 8x8= 2-12 54-09-04 55-00-00 II II 2-12 54-06-08 : 2-12 Scale=1:94.2 Loading (psf) Spacing 2-00-00 CSI DEFL in (roc) l/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 35 n/a n/a BCLL 0.0' Code IBC2015/TP12014 Matnx-MR BCDL 10.0 Weight:390 lb FT=20% LUMBER TOP CHORD 2-65=-276/54,2 3=-267/92,11-12=-91/259, 9) Truss to be fully sheathed from one face or securely TOP CHORD 2x6 SPF No.2 12-69=-107/297 13-69=-93/304, braced against lateral movement(i.e.c+iagonal web). BOT CHORD 2x6 SPF No.2 13-70=-123/365 14-70=-112/368, 10)Gable studs spaced at 2-0-0 oc. WEBS 2x6 SPF No.2 14-15=-139/444 15-16=-142/465, 11)This truss has been designed for a 10.3 psf bottom OTHERS 2x4 SPF No.2 16-17=-135/468 17-18=-135/468, chord live load nonconcurrent with anyjother live loads. BRACING 18-19=-135/468 19-20=-135/468, 12)'This truss has been designed for a live load of 20.0psf TOP CHORD Structural wood sheathing directly applied or 20-21=-145/471 21-71=-123/407, on the bottom chord in all areas where a rectangle 6-0-0 oc purlins, except end verticals,and 22-71=-131/400,22-72=-107/334, 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-0-0 oc purlins(6-0-0 max.):16-20. 23-72=-114/327,23-24=-99/281 chord and any other members. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc WEBS 19-48=-260/60,18-50=-263/80, 13)Bearing at joint(s)65,35 considers parallel to grain bracing. 14-53=-260/179,13-54=-255/147, value using ANSI/TPI 1 angle to grain formula. Building WEBS T-Brace: 2x4 SPF No.2-20 47, 12-55=-253/98, 1-57=-254/94, designer should verify capacity of bearing surface. 10-58=-254/96,8-59=-257/96, 14)Provide mechanical connection(byothers)of truss to 19-48,18-50,17-51, 21-46=-260/145,22-45=-257/170, bearingwithstandingP 15-52,14-53,13-54, 23 44=-254/119,24-43=-255/92, plate capable of 100 lb uplift at 21-46,22-45 joint(s)65,48,50,52,53,54,55,57,58,59,60,61,62, Fasten(2X) T and I braces to narrow edge 25-42=-254/97,26-41=-254/96, 63,46,45,44,43,42,41,40,39,38,37 except(jtelb) of web with 10d(0.131"x3")nails,6in 28 40 -257/98 64=231,36=133. o.c.,with 3in minimum end distance. NOTES 15)This truss is designed in accordance with the 2015 Brace must cover 90%of web length. 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) International Building Code section 231)6.1 and REACTIONS All bearings 55-00-00. Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;Cat. referenced standard ANSI/TPI 1. (lb)- Max Horiz 65=179(LC 12) II;Exp B;Enclosed;MWFRS(envelope)exterior zone 16)Graphical purlin representation does not depict the size Max Uplift All uplift 100(Ib)or less at joint(s) and C-C Corner(3)-1-0-0 to 4-6-0,Exterior(2)4-6-0 to or the orientation of the purlin along the top and/or 37,38,39,40,41,42,43,44,45, 18-6-0,Corner(3)18-6-0 to 36.6-0,Exterior(2)36-6-0 bottom chord. 46,48,50,52,53,54,55,57,58, to 50-6-0,Corner(3)50-6-0 o 56-0-0 zone;cantilever 17)Warning:Additional permanent and stability bracing for 59,60,61,62,63,65 except left and right exposed;end vertical left and right truss system(not part of this component design)is exposed;C-C for members and forces 8 36=-133(LC 13),64=-232(LC 12) ,MWFRS foralwaysi required. Max Gray All reactions 250(Ib)or less at joint reactions shown;Lumber DOL=1.60 plate grip LOAD CASE(S) Standard (s)36,37,38,39,47,61,62,63, DOL=1,60 64 except 35=263(LC 18),40=297 2) Truss designed for wind loads in the plane of the truss (LC 31),41=295(LC 31),42=292 only. For studs exposed to iiiind(normal to the face), see Standard Industry Gable End Details as applicable, (LC 31),43=296(LC 31),44=296 or consult qualified building cosigner as per ANSI/TPI 1. 114" �F k 7S;j. (LC 31),45=297(LC 31),46=301 3) TCLL:ASCE 7-10;Pf=30.0 rsf(flat roof snow); �� 'dry (LC 31),48=301(LC 30),50=304 ,y , (LC 30),51=262(LC 30),52=263 Category II;Exp B;Partially Exp.;Ct=1.10;IBC •i JAMES M. f. (LC 19),53=300(LC 31),54=295 1607.11.2 minimum roof live load applied where GAP('('Af jtq . (LC 31),55=294(LC 31),57=294 required. (LC 31),58=294(LC 31),59=297 4) Unbalanced snow loads have been considered for this r / (LC 31),60=275(LC 31),65=306 design. Q. '1f1N��I. (LC 18) 5) This truss has been designed for greater of min roof live 6y �� load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on O 51 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 overhangs non-concurrent wth other live loads. �$7 +, tk�� (Ib)or less except when shown. 6) Provide adequate drainage to prevent water ponding. All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 09/01/2022 This design is based upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shaN verify aN design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information(BCSI) for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. • Job Truss Truss Type City Ply South Yarmouth,MA 22080967J TO1SGE Piggyback Base 3 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S act 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Aug 31 12:53:29 Page:1 ID:L8RNOFV •yg24xL69Ypg8DyozrD-UH0vwQ?TnCaeNIT$?j?REL8jmvdTiBn2v?oKSmyiKa -1-00-00 8-02-05 16-01-03 24-00-00 :1-00-00 38-10-13 46-09-11 55-00-00 1-0 1 I I 1 I l 1 0-00 8-02-05 7-10-13 7-10-13 7-00-00 7-10-13 7-10-13 8-02-05 5x8a 64.: 6 81 7 OM c 4�T3C p 52 4x4. 79 80 ST 8283 4x4a 6x8s 5 ,i119 8 4x6a g4x4• 4 10 ST12 ,iT14 TW75T1 N7 ,iT23 6T25 9 4x4a O &8u , 3 �g,8 10 ;T5 3T7 ST11 ST22 6� NS dT29 . 30 a >T t4 84 78 �,8 o'T28 � 8x12= :T3"V` T4 -T3 5T�0 .r.'4 N3 8x12= O 1 2 1 2 _ „.i.66 7 Al //�T_24 • 31 0433 ST34 ;�y 11 _01 we a Di a— -B 3 v v .• . a hi � = Ci a - a 1fSi�� 2 19 18 85 17 86 16 15 87 14 13 Ot 9 6x8= 3x6u 8x8= 4x8= 5x6= 4x4= 8x8= 3x6n 8x8= 3-1 0 8-02-05 I 16-01-03 1 23-10-04 1 :1-01-12 I 38-10-13 1 46-09-11 1 54-08-06 55-00-00 II 3-10 7-10-11 7-10-13 7-09-01 7.03-08 7-09-01 7-10-13 7-10-11 3-10 Scale=1:93.2 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defi Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.35 15 >999 240 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.59 14-15 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.19 12 n/a n/a BCLL 0.0' Code IBC2015/TP12014 Matrix-MS BCDL 10.0 Weight:477 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vult=140 ph(3-second gust) 14)The loading on this truss has been modified to reflect TOP CHORD 2x6 SPF No.2*Except'1-4:2x6 SPF 2100F Vasd=111 mph;TCDL=5.0p-;BCDL=5.0psf;h=25ft;Cat. the roof profile,the ridgeline is located 28-0-0 from joint 1.8E II;Exp B;Enclosed;MWFR' (envelope)exterior zone 1 and has a slope of 5.000 on the left and-5.000 on the BOT CHORD 2x6 SPF No.2 and C-C Exterior(2)-1-0-0 t•4-6-0,Interior(1)4-6-0 to right. WEBS 2x4 SPF No.2*Except*12-11:2x8 SP No.1, 18-6-0,Exterior(2)18-6-0 t•36-6-0,Interior(1)36-6-0 LOAD CASE(S) Standard 20-2:2x8 SP 2400F 2.0E to 49-2-6,Exterior(2)49-2 to 54-8-6 zone;cantilever OTHERS 2x4 SPF No.2 left and right exposed;end ertical left and right BRACING exposed;C-C for members a d forces&MWFRS for TOP CHORD Structural wood sheathing directly applied or reactions shown;Lumber DrrL=1.60 plate grip 2-8-13 oc purlins, except end verticals,and DOL=1.60 2-0-0 oc purlins(3-5-8 max.):6-7. 2) Truss designed for wind loa•s in the plane of the truss BOT CHORD Rigid ceiling directly applied or 2-2-0 oc only. For studs exposed to ind(normal to the face), bracing. see Standard Industry Gabl,End Details as applicable, or consult qualified building iesigner as per ANSI/TPI 1. WEBS 1 Row at midpt 7-17,3-18,5-17,8-15, 3) TCLL:ASCE 7-10;Pf=30.0.sf(flat roof snow); 10-14 Category II;Exp B;Partially xp.;Ct=1.10,W left REACTIONS (size) 12=5-08,(min.1-08),20=5-08, =28-0-0,W right=28-0-0;IB 1607.11.2 minimum roof (min.1-08) live load applied where requ red. Max Horiz 20=188(LC 12) 4) Unbalanced snow loads hav:been considered for this Max Uplift 12=-488(LC 13),20=-525(LC 12) design. Max Gray 12=2719(LC 1),20=2825(LC 1) 5) This truss has been designs.for greater of min roof live FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 load of 19.0 psf or 2.00 time• flat roof load of 30.0 psf on (Ib)or less except when shown. overhangs non-concurrent 'th other live loads. TOP CHORD 2-78=-5230/1070,3-78=-5078/1098, 6) All plates are 2x4 MT20 unl:-s otherwise indicated. 3-4=-4758/1084,4-5=-4650/1103, 7) Gable studs spaced at 2-0-0 oc. 5-79=-3917/996,79-80=-3806/1007, 8) This truss has been designe•for a 10.0 psf bottom 6-80=-3783/1024,6-81=-3476/1003, chord live load nonconcurre t with any other live loads. 7-81=-3476/1003,7-82=-3781/1025, 9) 'This truss has been designed for a live load of 20.0psf 82-83=-3818/1007,8-83=-3914/1004, on the bottom chord in all ar as where a rectangle 8-9=-4653/1115,9-10=-4767/1087, 3-06-00 tall by 2-00-00 wide ill fit between the bottom 10-84=-5069/1125,11-84=-5238/1110, chord and any other membe ,with BCDL=10.0psf. 11-12=-2592/630,2-20=-2709/710 10)Bearing at joint(s)20,12 co iders parallel to grain yZt `�� 14a:-, BOT CHORD 19-20=-499/1542,18-19=-921/4688, value using ANSI/TPI 1 angl:to grain formula. Building ti ty4 18-85=-780/4287,17-85=-780/4287, designer should verify capa•y of bearing surface. , JAaMES M• • ti 17-86=-569/3474,16-86=-569/3474, 11)Provide mechanical connect•n(by others)of truss to CA+lTAN tq I 15-16=-569/3474,15-87=-788/4290, bearing plate capable of wit -tanding 525 lb uplift at 14-87=-788/4290,13-14=-923/4716, joint 20 and 488 lb uplift at j•nt 12. G • 12-13=-285/1165 12)This truss is designed in acc.rdance with the 2015 O.55•1 c, I. WEBS 6-17=-130/964,7-15=-201/993, International Building Code•:ction 2306.1 and 'ate 7-17=-479/468,8-14=-37/455,5-18=-32/444, referenced standard ANSI/T"I 1. 4 ge, j' 3-18=-443/239,5-17=-1160/406, 13)Graphical purlin representati•n does not depict the size 4670 Al Sr 8-15=-1181/407,10-14=-472/246, or the orientation of the purli along the top and/or 2-19=-520/3157,11-13=-639/3563 bottom chord. NOTES 09/01/2022