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HomeMy WebLinkAboutBLD-23-006114 Dciv id- IRcd -7S-l --asci-mi756 ONE & TWO FAMILY ONLY- BUILDING PERMIT Town of Yarmouth Building Department 1146 Route 28, South Yarmouth,MA 02664-4492 , . 508-398-2231 ext. 1261 Fax 508-398-0836 ,� Massachusetts State Building Code,780 CMR , Building Permit Application To Construct, Repair, Renovate Or Demolish a One-or Two-Family Dwelling @ LI)i2-73- i Ob 2j Thisr- Section For Official Use Only Building Permit Number: 6LO 23- 1 I Date Applied: , ,fie 61 -A3 Building Official(Print Name) Signature Date SECTION 1:SITE INFORMATION RECEIVED . 1.1 Property Address: 1.2 Assessors Map&Parcel Numrs r c�C.); ct20_r , HAY 04 (:123 1.1 a Is this an accepted street?yes V no Map Number Parcel Number i 1.3 Zoning Information: 1.4 Property Dimensions: BUILDING DEPARTMENT = 'Z) ;t_ 'I ) f L 5 r ny. -� Zoning District Proposed Use Lot Area 5,-�(sq ft) Frontage(ft) 1.5 Building Setbacks(ft) Front Yard Side Yards Rear Yard Required I Provided Required Provided Required Provided 1 1.6 Water Supply: (M.G.L c.40,§54) 1.7 Flood Zone Information: 1.8 Sewage Disposal System: 1 Zone: Outside Flood Zone? I Public ti — '' + Private 0Check if yes - Municipal El On site disposal system LJ SECTION 2: PROPERTY OWNERSHIP' 1 2.1 Owner'of Record: f (,L G2ejr Ufpkr >e 0ClAtIeptit/ 'C. 6 ' {',(c Aec-t— s -`_.. Name(Print) City,State,ZIP CI--(to S MA 0 ?-t-N. 8"I "25-`J"3.'1 fa 04 1 A+.c:-i a /r_tov ate/VI No.and Street Telephone Email Address SECTION 3:DESCRIPTION OF PROPOSED WORK'(check all that apply) New Construction lg."' Existing Building 0 I Owner-Occupied 0 I Repairs(s) 0 Alteration(s) 0 Addition 0 Demolition 0 Accessory Bldg. 0 Number of Units Other 0 Specify: C t 7 f Brief Description of Proposed Work2: Q.o-► L., 5 1'1 1:-''h.i S i I ti-t. }(t= c"— 23: 1 : i L I i SECTION 4:ESTIMATED CONSTRUCTION COSTS. BUILDING DEPARTN:;,t-; : I Estimated Costs: ffi Ocial Use Only C L/ / Item (Labor and Materials) U 1 ) — I.Building $ 1. Building Permit Fee:Si ti(�5 Indicate how fee is determined: *Standard City/Town Application Fee 2.Electrical $ / ,°"e' 0 Total Project Cost3(Item 6)x multiplier x 3.Plumbing $ ,d'. 0ae 2. Other Fees: $ 4.Mechanical (HVAC) $ ct'S ry'7,r List: ��0 ,(.)Z% e,1L#E 55 l . 5.Mechanical (Fire $ Total All Fees:$ Suppression) ,,,_ "-1 Check No. Check Amount: Cash ‘ ,.:iii : 6.Total Project Cost: $ Mr'? lr l.9 p paid in Full id Outstanding Balance •ue: /5 0 ,_ -I j SECTION 5: CONSTRUCTION SERVICES 5.1 Construction Supervisor License(CSL) v`tci IT C la 1 �(27/2r� S Cc .3 G ' t S License Number Expiratio Date Name of CSL Holder List CSL Type(see below) LI L No.and Street Type Description VLF , _L c i L LO yv;A-- G' 1 } U Unrestricted(Buildings up to 35,000 cu.ft.) R Restricted 1&2 Family Dwelling City/Town,State,ZIP M Masonry RC Roofing Covering • WS Window and Siding SF Solid Fuel Burning Appliances JS/, J`/6.. :3«''I 53.r. S52 i. G-U-, Ct i Insulation Telephone Email address D I Demolition 5.2 Registered Home Improvement Contractor(HIC) HIC Registration Number Expiration Date HIC Company Name or HIC Registrant Name No.—and Street 5;S �">`}�' C , i C_��- , C 1 �. f✓t> G(t s� Email address City/Town,State,ZIP ` Telephone SECTION 6:WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L. c.152.§ 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the Issuanceof the building permit. Signed Affidavit Attached? Yes t " No El SECTION 7a: OWNER AUTHORIZATION TO BE COMPLETED WHEN OWNER'S AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I,as Owner of the subject property,hereby authorize S Co k r1 t to act on my behalf,in all matters relative to work authorized by this building permit application. Print Owner's Name(Electronic Signature) Date • SECTION 7b: OWNER' OR AUTHORIZED AGENT DECLARATION By entering my name below,I hereby attest under the pains and penalties of perjury that all of the information contained in this application is true d accur e to the best of my knowledge and understanding. ./ //3/21-e-Z..2 Print Owner's or Authorized Agent's)Iame(Electr is Signature) Date NOTES: 1. An Owner who obtains a building permit to do his/her own work,or an owner who hires an unregistered contractor (not registered in the Home Improvement Contractor(HIC)Program),will not have access to the arbitration program or guaranty fund under M.G.L.c. 142A. Other important information on the HIC Program can be found at www.mass.gov/oca Information on the Construction Supervisor License can be found at www.mass.aov/dps 2. When substantial work is planned,provide the information below: Total floor area(sq.ft.) 24l/ `J (including garage,finished basement/attics, decks or porch) Gross living area(sq.ft,) 4 55 7 Habitable room count �+ Number of fireplaces I r Number of bedrooms 3 Number of bathrooms 3 Number of half/baths 6 " / Type of heating system hi C Pr`) Number of decks/porches Type of cooling system k� Enclosed Open 3 3. "Total Project Square Footage"may be substituted for"Total Project Cost" __ "'` The Commonwealth of Massachusetts pi—TO-- /, Department of Industrial Accidents A1I 1 Congress Street, Suite 100 ,- Boston, MA 02114-2017��F 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): eze3.51411q ,De7opp n t td ( `-C- Address: e„,_ S City/State/Zip: G' S „ 76 Phone#: Are you an employer?Check the appropriate box: Type of project(required): I.❑1 am a employer with employees(full and/or part-time).* 7. dNew construction 2.3 I am a sole proprietor or partnership and have no employees working for me in 8. ❑Remodeling any capacity.[No workers'comp. insurance required.] 3.❑l am a homeowner doing all work myself.(No workers'comp.insurance required.]t 9. 0 Demolition 10 ❑Building addition 4.01 am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole 1 1.Q Electrical repairs or additions proprietors with no employees. 12.El Plumbing repairs or additions 5.0 I am a general contractor and I have hired the sub-contractors listed on the attached sheet. 1 Q Roof repairs These sub-contractors have employees and have workers'comp. insurance./ 6.2(We are a corporation and its officers have exercised their right of exemption per MGL c. 14.0 Other 152,§I(4),and we have no employees.(No workers'comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. ;Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins.Lic.#: Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MGL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. 1 do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Signature: `� Date: '/ r}3 Phone#: 7 f!" V f 17CG''( 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): I.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 508-398-22* 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 \ 1 C Q E S c /2. 6 L e Work Address Is to be disposed of oat the following location: R o6,4 c t Cr?,I- (Ad-CsI tin. ex, O ate . < r134 VVzrt v Said disposal site shall be a licensed solid waste facility as defined by M.G.L. Ch. 111, §150A. 4 Signature of Application ate Permit No. Commonwealth of Massachusetts Division of Occupational Licensure Board of Building R ulations and Standards Con.. '..'may is0r CS-049061 spires:08/27/2024 SCOTT E JOt ES a 8STONEWM WAKEFIELD A 0168Q i ° `;1J,v.F.'. i��� Commissioffe. .•`<: r• '11..- .a.17L.. .. a /=s e \\) H 0 emm q® //\ \ 2oo $=e *z z n 0 £ k }k m\H a@o ems c / _1X2 § 0 Z \�o-a <f% Q. 1.& ' R§ /) > JU 3 R o- tD >\°\ \ m I \ a m? m I o o � \ (] ] q } coc ,. ` g o o @ : 1 i \ 2 .< ? 1... d * � �q q| 111111 � o 0ciQ; ƒ ! | \ ] � D o.�� A 70—. . q[wnmm t` < 3 $ E �. —I 2 , 0 mt�; 2Qo�eq , . �q q = Q i �g$= E Flit 11ri . y ><k a q m O z �E; E� D m < ? ® 0- / ' j�§ \\ : « . a , or, > m, �� § 2\ o E E ig >c - o Uc S 0 cy 4= 3 m 70 � _ S \ \ 0&£ 2 ° �\ « 2 $ } < : 3 , C \\ H \. . CO _ @ z \}\\ / § $% k 0 X � ! ° E a' m 2 °( S oe7 = E . a egp SD cn E \®¥ _ S C \ ; 0 CU f. / / a. a = CD § a ONE or TWO FAMILY- BULDING PERMIT APPLICATION REGULATORY APPROVALS NOTICE Address of Proposed Work: / -7 C it F. .S G 1,a( Le Scope of Proposed Work: be.m E 4- 15 \-I i~' S Tk su(. uki5 06 k L0 SW S \Li i; L La i= 4M dL.' ( , rc Date: 3J3/)3 Based on the scope of work described above,the applicant is required to obtain approval sign- offs from the following departments as checked-of below: ., Health Dept. —508-398-2231 ext. 1241 Conservation —508-398-2231 ext. 1288 Water Dept. —99 Buck Island Road, 508-771-7921 — Old Kings HWY. Hist. Comm. —508-398-22631 ext. 1292 / Engineering Dept. —508-398-2231 ext. 1250 Fire Dept. — Kevin Huck/Scott Smith, 96 Old Main Street, SY Note: Please call Fire Department for an appointment. 508-398-2212 Other Appropriate plans and/or application shall be provided to each departments checked-off above. Each of these regulatory authorities has their own requirements outside the jurisdiction of the Building Department. All applicable approvals shall be obtained prior to submitting a building permit application to the Building Dept. Thank you for your cooperation. Rece"pt Acknowle gement: 012,- ant's Signat re Date Rev. Jan. 2019 • ijIer.6) P4414-48Z— � w �7gD c-fl 1)� 01.- 4 TOWN OF YARMOUTH • ys G BUILDING DEPARTMENT „ 1146 Route 28, South Yarmouth, MA 02664 508-398-2231 ext. 261 BUILDING DEPARTMENT TOTAL DEMOLITION SIGN-OFF FORM State Building Code (780 CMR) Chapter 33. Section 3303.6-Service Connecnon "Before a building or structure is demolished or removed, the owner or agent shall notify all utilities having service connections within the structure, such as water, electric, gas sewer and other connections. A permit to demolish or remove a building or structure shall not be issued until a release is obtained from the utilities, stating that their respective service connections and appurtenant equipment, such as meter and regulators, have been removed or sealed and plugged in a safe manner." "All debris shall be disposed of in accordance with 780CMR 111.5." Buildinn or Structure Location: /7 Crt- C fCc/f NIMap: Lot: Owner's Name: Address: Phone: Contractor's Name: Address: Phone: Eversource: Date: By: Title: National Grid: Date: By: Title: Water Dept.: Date: By: Title: Board of Health: Date: By: Title: Condition: Fire Dept.: Date: By: Title: Historic Commission: Date: y/23 191^y )- nab /v k kfr4- By: ,51,14,VM yam- 7S � 1 1 Title: C 1 u ,f�a►► 57J Conservation: Date: By: Comcast: Date: 3/15 EVERS=EURCE Eversource Energy ERGY 247 Station Dr,Westwood,Massachusetts 02090-9230 EN April 3.2023 David Palmer 17 Crest Cir W Yarmouth,MA 02673 RE: ADDRESS REMOVAL To Whom It May Concern: At Eversource,we're committed to delivering great service. This letter serves as confirmation that, as of April 3,2023 the electric service to above address has been removed. Based on this information,there is no electric power at this address.If you have any questions,please contact me at(781)441-3206 Sincerely, Eversource Electric Service Support Center TOWN OF YAR‘i( , 7,01' P` t WATER DEPARTMENT .d• - , V, ‘1,trmoll, (12W' * BUILDING PERMIT APPLICATION FOR WATER DEPARTMENT SIGN OFF TRANSNIITTAL FORM lit II 1)1\(.; SITE LOCATION: )7 PROPOSED WORK:WORK: ..e/ /04d ery2 kif/-,7-61 ,..(0 4—CC bLti APPI.ICANT: eia" 6,44 2 e ADDithss: )49 TELPHONE: (77 — 770 650-1 RESIDENTIAL AND OR COMMERCIAL BUILDING po-1,1ey g/ve c6977 ‘Vater )epartment: Determines Compliance of Water :Ns ailabilit), and or esisting location Engineering Department: Determines Compliance for Parking and Drainage Consers at ton Commission: Determines Compliance to Wetlands Act; i e. If Ions)border any type of wet lands. Nu cams. ponds. risers.ocean, bogs. boys, marshland. E EC_ I{call!' Department: Determines 'ompliance to State and [own Regulations, i.e. requirements for Septage Disposal and other Public Health Activites Fire Department: Determines Compliance to Stine and Town Requirements for Personal Sillily. Pro i.-ty Protections, i.e. Smoke Detectors. Sprinkler Systems.etc (2.1\ Aril. SI 5. A - I)ATE 01—RI. tSF: CONINIEN I S ON PERNII I 11TROV AL OR DUNI 11, efe Atr ev,t6 ru P A yitt-14 Lot ely . itteoliftwri 1,1,/ j al/41/r p1/44- • COA4ist e-4.1 r Zit"flee_Pm/9 /Veit) _.C44-3<iec REviEwH) - \ATER DIVISION (SI(;NATURE) I) 1 FE %OP SERVICE NO. + 33 1 g -- 3 ? P R O NAME 3---. .(r%F.,S 1/J r" O t --/ STREET 1 CY1-'S t C.1 aG t 5L VILLAGE L.) C. -t Y riYn tc1.14.- METER NO. 'P 5 / 3 a?3 6 J , d // - . r O 671^/" Scr .4.5evv. ►ttdC - //iCfo2_ GOPPiR- rtLt• C4,U 2rc S I Td►k. •1 7 d -'y)_ ? 4 �' r�t2t►_� 3 ' 4�� 3Urzr., SeaLvtcL •`:. F 6 rt. _ _ Ci25r Ct (ZGt �. - C. g11stN 1 WORK MUST ONFORM TO ALL T N BY A & REGULATIONS YAR OLTH WATER DEPT D T 0013 ��k 40 Conservation Office Town of Yarmouth p ,LL H' bdirienzo aAyarmouth.ma.us !Lea, MA H , , ' Conservation Commission : --:, Building Permit Sign-off Application TO BE FILLED OUT BY BUILDING PERMIT APPLICANT: Building Site Location: / 7 (ip 7 /-c47 /1/e$/ K4-c4A-04)/1 / (/'1 .! -2 3 Map # 5 0 Lot(s) # Property Owner: Lie,344-4L% i jr!lJ)ate filed: Y(� 44._ / *Applicant: �i Q p,t9/ -- ��, c qL I /.r AO'P�e</ ,di e 1 Applicant Address: ,57 1 2 oa—� I Imo/ / e 6 Email: rffq/r)G- /0, QP ii9 Q - _ Telephone: (-7 Yi ) „s Y S 7 / C) Please note:by submitting this application,the applicant grants permission to the Conservation Office to enter the location to conduct a site visit(if needed). Proposed Project Descriptio : 11-2! ,-/-r'id T- "e / 5A .ie.__ Site Plan Title/Date:W Ova O 1,- ► (i 1Z‘ \'CZ TO BE FILLED OUT BY CONSERVATION ADMINISTRATOR: F Does the proposed project require a permit? '1 '2 Lk Refer to: SE83- 3 or DOA permit Comments from Conservation Commission: Approved conditionally Ap roved Rejected Conservation Commission Sign-off Signature: 7 0142( .7 Date:0 m 51 2,3 *TO APPLICANT: All work-related debris shall be taken offsite or disposed in a legal upland location. At the end of each day, the area shall be clean and no debris shall be in the Resource Area. If work is permitted under an Order of Conditions, please arrange a pre-construction site visit with the Conservation Administrator. At the time of site visit, the MassDEP File Number sign must be installed, along with the erosion control/work-limit line. A copy of the Order of Conditions must remain on-site during construction. Please refer to the Order of Conditions for further details. ° qRa TOWN OF YARMOUTH o., . mm,My . HEALTH DEPARTMENT 4,, 0 4' PERMIT APPLICATION SIGN OFF TRANSMITTAL SHEET To be completed by Applicant: Building Site Location: / 7 04 Y Proposed Iraproveme t: Z Applicant: C/ S , /( 1G%t'v/ 1---6,e Tel. No.: `7 Address: Date Filed: Z_V2-_S e v f'714- C i1 **If you wou d like e-mail notification of sign off,please provide e-mail address: pi}tine--(2-1 Owner Name: C1e t/ t//'`� W G 4 -TIAi 404--vio ,, Un Owner Address: ,r _ Owner Tel. No.: DS- --. -.-? ' 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. g Please submit three (3) copies of plans, to include: _ Q�4�p ;) (1.) Site Plan showing existing buildings, water line location, and septic system location; (2.) Floor plan labeling ALL rooms within building HEALTH DEPT. (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: • —, G y DATE:____ _— COMMENTS/CONDITIONS: PLEASE NOTE t,--. f YAR te , TOWN OF YARMOUTH 1146 ROUTE 28 SOUTH YARMOU11-1 MASSACHUSETTS 02664-4451 H "~ ,,. s�d ' T elephone(508)398-2231,Ext. 1250— Fax 508 760 4830 c� Engineering and Surveying Division Building Permit Review Residential and /or Commercial Buildings Name of Applicant: Oe6,041/41 ,e jrm./tit t Telephone or Email Address: (7 ) s3...59-5-7 90 - P4 ei i Proposed Building Location: /7 Cr Ore/_ 1 ,gtrive?& ? Date Submitted: XPX �p�f' Requirements for review: Please submit one(I)copy of plans,to include: l. For Residential: Site Plan showing proposed and or existing buildings, proposed contours with bench mark, water service location,and septic system location. For Commercial: Site Plan showing details required by the Zoning By-law and revisions required by Site Plan review, if any. Note: Site plans must be signed and stamped by a Licensed Professional Land Suneyor and Engineer or Sanitarian. 1'.. House or Building-Floor Plan(s)and Elevation Plan(s) 3. One(I)copy of application. Amanda Orz b,LI�.r O" .Om m. `"` �s 5/1/2023 Lima .sima@ D�. Reviewed By �" O 0„' S°.0 0 Date: PLEASE NOTE Comments'Conditions: Notify DPW Highway of exacation work near drainage easement and 8" RCP outfall pipe. Copy of asbuilt will be provided. Suggest pervious driveway surface to reduce impervious area. If apshalt remains, suggest shifting drywell for trench to the left side of driveway away from drain its) pipe. Retain stormwater onsite during and post construction. Drywells shown Pn R« =koblet not labelled. comcast. April 13, 2023 T)L`. 17 Crest Circle 24 Valley Road West Yarmouth.MA 02673 This letter is to inform you that there is no Comcast service running to the addresses listed above.Please let me know if you need any additional information. John Mawhinney Comcast Technical Operations Supervisor Yarmouth,Nantucket,Martha's Vineyard 508-630-8824 17 Crest Circle Sears, Tim «ts88rs@V80OOUth.m8.US> Thu 5/l8/2O231:3ZPK4 To:Scott Jones x jonessr@ic|oud.conn> Scott, I have reviewed your application and we need the same information as the other modular, BBRS#, set crew, cert letter etc. ThankyoV Timothy Sears C8O Deputy Building Commissioner Town OfYarmouth S08'398-2231 Ext. 1259 noai|to:t»ears@yarnnouth.nna.us From. Lima, Amanda Alima@yarmouth.ma.us Subject 17 Crest Site Plan Date May 1, 2023 at 1:11:28 PM Try Dave Palmer oalmeripad(icloud.com Sorry for the delay. please find the attached sianoff for 17 Crest Circle. Thanks Amanda CRET C1 RC LE TCY JU 0 +8-AsNLLI3O - STREAM GOES tt4To LEWIS my LH G.rrr 8 peer fH E Ac i• �r i7 8*Ac.Pid 2 _ el 1 It p 0r hl la al 56'5 CREST C.IR. Amanda Lima, P.E. Yarmouth DPW -Town Engineer Office (508)398-2231 Ext. 1253 - ALima@yarmouth.ma.us From: Dave Palmer<palmeripad@icloud.com> Sent: Friday. April 14. 2023 10:29 AM To: Lima, Amanda <Alima@yarmouth.ma.us> Subject: Fwd: 17 Crest Site Plan Attention!: This email originates outside of the organization. Do not open attachments or click links unless you are sure this email is from a known sender and you know the content is safe. Call the sender to verify if unsure. Otherwise delete this email. Amanda Thanks for reviewing this. Let me know if you need anythina else. Thanks Dave Palmer > Sent from my iPad tY ;� � ,O TOWN OF YARMOUTH ~ !I al,b Hill:a it)L'!H Y,1.1ti,cIU71l klASSALliONF;]'11.0266+-4451 I eicptu w.Ai 1911_221I Iasi I;iil—.f'11`)na;irk 4310 Fngineenng and Surveying Division Building Permit Review Residential and tor Commercial,B 1c� News n g of Appttcanr: L!/=e P Ifl t/dipeat)! l /t Till pAsasse or Emil Address (780' -.5-7 90_ - t)ALlner, 4tice.A e•cokr Imposed Building Incliner, //7 l.// �.. ._/VP _ /I'A1 Dane Siit+mnred v/// / - " n9I lee ueemenrs for re-.less Please s.hmit o©e t 11 e'upy of plam.to snctude. [ For Residentiai. Sue Plan showing proposed and'or existing tiulltlings, proposed n)nto4es w ith bench mark.w OM scr5 me location,and septic system iocaleon hat C'ommarcii Site Plan aluwaog details required by the Zoning By-tax and reswnns required by Sue Plan resew-if any Nut:. Site pins rust be siyres1 and stamped by a Licensed Professional Land Cie eyor and Fneineer or Swtanan. How iv Building.t loot Plants)and L ks ar u on Plants) lase t I>copy of apple.anon Amanda ReVncwtd B Y Lima Dale 51112023 P;-EASE NOTE ccasanaKsocund=tnuns Notify DPW Highway of exacation work near drainage easement and 8"RCP twtfall pipe.Copy of asbuih wi be provided.Suggest pervious driveway surface to reduce impervious area.If apshait remains. suggest shifting drywall for trench to the left side of driveway away from drain Co ppe.Retain stormwatee mute during and post construction.Drywells shown ^'•-- It not labelled. Commonwealth of Massachusetts ���_ Manufactured Buildings Program Transmittal Form for all correspondences relating to Manufactured Buildings and Building Components To: Linda Shea, Manufactured Buildings Program Phone Number: Date Transmitted linda.shea@mass.gov 617-826-5225 3-30-23 Commonwealth of Massachusetts Office of Public Safety and Inspections Attn: Manu. Bldgs. Board of Building Regulations and Standards 1000 Washington Street, Suite 710 Boston Massachusetts 02118 The person forwarding this material shall complete the following portion of this transmittal Name of Person Mike Hatcher MC Number TPIA Number Transmitting Material 116 02 The following information is being transmitted to the Board of Building Regulations Please indicate the Distinct and Standards and/or the Department of Public Safety for reasons detailed below Model and/or Serial Use (Please check the appropriate box or give a further description of the transmitted Number pertaining to Group items under the section labeled other. Be sure to identify the appropriate Use Group.) transmitted items Building Plans for Review and Approval Building Plans forwarded as a record copy for your files �( 22200 SINGLE (Review not required) /\ FAMILY Revised building plans for review. (Please clearly identify revisions on the plans.) Revised Building Plans forwarded as a record copy for your files (Review not required-Please clearly identify revisions on the plans.) Compliance Assurance Programs Original Submission Modification to: Calculations Manual Original Submission Modification to: Installation Manual Original Submission Modification to: Systems Drawings Original Submission Modification to: Other-Provide a detailed description of any other materials which are being transmitted. Identify any revisions clearly along with BBRS number. Also, identify the requested action. Site Location: 17 Crest Circle W.Yarmouth,MA 02673 The office transmitting this information has reviewed the above mentioned and attached materials and has found them,to the best of our knowledge and abilities,to be in compliance with the codes and\or rules and regulations for the Commonwealth of Massachusetts'Manufactured Building Program, as applicable Diyitdlly biyned by Harold Raup a ro I d DN:cn=Harold Raup, Signed By o=Harold Raup, Signed By ou=PFS-TECO, for TPIA: a email=harold.raup@ BBRS No: assigned by Mass. for MASS: pfsteco.om,c=US Date:2023.03.30 09:07:23-04'00' Pr "t Form C o C' 0 \ Q U• C L. N � 0 0 0 O o O I 0 O a ° R D 131 W M m o 4-1 r• r, w o v1 C O D. E= 0 N O• x— O• o o In V in ix). in in _ w ✓ in._ M .. o on N C H t' Q I -.2 O = °' 1.1. 0 aLL C CI' Z WI co 7 N .0 .O CA ill !O 7 N i" r0 co Os Ni Ni o .o T., E E t o O 1 N N .p OW .0 a a.. 0 C * �+ E a, n o C I a, -0 a V a�i u° C v u (I) CD ad ..I E a, L, 1 L 0It N E E 0 ic 0 — u v. Y u 0. 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N L u f0 y+ O O a/ C) a, cc o r O L u a; 0 3 L , Ce C u o on L a; c c " v W O Gl a �� OD c a` z . = C7 a 1 m J Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17C restCi rc le WYa rmout h.16.3.2.P ROJWORSTCASE.blg Building Name 17 Crest Circle W Yarmouth Owner's Name New Residence Property Address 17 Crest Circle City, St, Zip West Yarmouth, MA 02673 PFS Corporation Phone Number Northeast Region APPROVED Builder's Name H Raup - 3 Phone Number 3/30/23 Email Address Approval limited to Plan/Model Name Westchester Modular Homes Factory Built Portion Community/Development Identifier/Other ,. x.. ... Organization Name Cape Cod HERS Raters Address PO Box 1010 City, St, Zip South Yarmouth, MA 02664 Phone Number (508)737-8011 Website CapeCodHERSraters.com Last Field Insp 2023-02-25 Rating Type ProjectedWorstCase Reason for Rating New Home Rating Number Rating Permit Date 02/23/2023 Provider ID 1998-156 Sample Set ID 00000000 Registry ID Registry Date Registered Rater's Name Chris Picariello Rater's ID 6397177 Rater's Email CapeCodHERSraters@gmail.com REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17C restCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg Area of Conditioned. Space(sq ft) 2557 Volume of Conditioned. Space 22480 Year Built 2023 Housing Type Single-family detached Level Type(Apartments Only) None PFS Corporation Floors on or Above-Grade 2 Northeast Region Number of Bedrooms 4 APPROVED Foundation Type Unconditioned basement H Raup - 3 Foundation is w/in Infiltration Volume: FALSE 3/30/23 Enclosed Crawl Space Type N/A Number of Stories Including Conditioned Basement 2 Approval limited to Factory Built Portion Thermal Boundary Location Floor REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 2 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17C restCi rc leWYa rmouth.16.3.2.P ROJWORSTCASE.blg Depth Height Total Below Above Uo Value Uo Value Name Library Entry Location Length(ft) Height(ft) Grade(ft) Grade(ft) Combo* wall only fndn wall 2012_UDRH_Uncon Uncond bsmt--- 98.00 8.00 7.00 1.00 0.200 1.203 ambient/grnd fndn wall 2012_UDRH_Uncon'Uncond bsmt--- 36.00 8.00 7.00 1.00 0.200 1.203 garage/grnd *Uo Value Combo combines wall, airfilm, and soil path Foundation Wall Library;List; Foundation Wall: 2012_UDRH_Uncon********** Type Solid concrete or stone Thickness(in) 10.0 Studs None Interior Insulation Continuous R-Value 0.0 Frame Cavity R-Value 0.0 Cavity Insulation Grade 1 Ins top 0.00 ft from top of wall Ins Bottom 0.00 ft from bottom of wall Exterior Insulation R-Value 0.0 PFS Corporation Ins top 0.00 ft from top of wall Northeast Region Ins bottom 0.00 ft below grade APPROVED Note H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 3 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYa mouth.16.3.2.P ROJWORSTCASE.blg Name Library Entry Location Area(sq ft) Uo Value bsmt ceiling R-32 2x10 FB** Cond---uncond bsmt 1020 0.034 Cantilever R-30"' Cond--- ambient 49 0.035 Floor: R-32 2x10 FB** Information From Quick Fill Screen Continous Insulation R-Value 0.0 Cavity Insulation R-Value 32.0 Cavity Insulation Thickness(in.) 9.5 Cavity Insulation Grade 1 Joist Size (w x h, in) 1.5 x 9.5 Joist Spacing(in oc) 16.0 Framing Factor- (default) 0.1300 Floor Covering HARDWOOD PFS Corporation Note Northeast Region Floor: R-30**` APPROVED Information From Quick Fill Screen H Raup - 3 Continous Insulation R-Value 0.0 3/30/23 Cavity Insulation R-Value 30.0 Approval limited to Cavity Insulation Thickness (in.) 9•5 Factory Built Portion Cavity Insulation Grade 1 Joist Size (w x h, in) 1.5 x 9.5 Joist Spacing(in oc) 16.0 Framing Factor- (default) 0.1300 Floor Covering CARPET Note Area Continuous Framed Cavity Ins Joist Insulation Name Location (sq ft) Ins Cavity Ins Thk(in) Spacing Grade Uo Value rim Uncond bsmt--- 142.30 0.0 21.0 5.5 16.0 1 0.047 ambient REM/Rate-Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 4 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 1 7C restCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg uY .' a.`.X•„_. ,. Area Continuous Framed Cavity Ins Joist Insulation Name Location (sq ft) Ins Cavity Ins Thk(in) Spacing Grade Uo Value rim garage Uncond bsmt--- 21.00 0.0 21.0 5.5 16.0 1 0.047 ambient band Cond--- ambient 142.30 0.0 21.0 5.5 16.0 1 0.047 PFS Corporation Northeast Region APPROVED H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 5 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg Above Grade Wall 4,4„7 q,r Name Library Entry Location Exterior Color Area(sq ft) Uo Value agw- amb R-21 + 6.5 RB** Cond--- ambient Medium 3039.00 0.041 agw- garage R-21 RFG2 2x6** Cond--- garage Medium 190.00 0.058 agw- bsmt R-15 Cond---uncond bsmt Medium 210.00 0.089 Above-Grade Wall: R-21 + 6.5 RB ** Information From Quick Fill Screen Wall Construction Type Standard Wood Frame Continuous Insulation (R-Value) 6.5 Frame Cavity Insulation (R-Value) 21.0 Frame Cavity Insulation Thickness (in) 5.5 Frame Cavity Insulation Grade 1 PFS Corporation Stud Size (w x d, in) 1.5 x 5.5 Northeast Region Stud Spacing (in o.c.) 16.0 APPROVED Framing Factor- (default) 0.2300 H Raup - 3 Gypsum Thickness (in) 0.5 3/30/23 Note Approval limited to Above-Grade Wall: R-21 RFG2 2x6** Factory Built Portion Information From Quick Fill Screen Wall Construction Type Standard Wood Frame Continuous Insulation (R-Value) 0.0 Frame Cavity Insulation (R-Value) 21.0 Frame Cavity Insulation Thickness(in) 5.5 Frame Cavity Insulation Grade 1 Stud Size (w x d, in) 1.5 x 5.5 Stud Spacing(in o.c.) 16.0 Framing Factor- (default) 0.2300 Gypsum Thickness (in) 0.5 Note Above-Grade Wall: R-15 Information From Quick Fill Screen Wall Construction Type Standard Wood Frame REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 6 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17C restCi rcleWYa rmouth.16.3.2.P ROJWORSTCASE.blg 4s a "'f Continuous Insulation (R-Value) 0.0 Frame Cavity Insulation (R-Value) 15.0 APPROVED Frame Cavity Insulation Thickness (in) 3.5 H Raup - 3 Frame Cavity Insulation Grade 3 3/30/23 Stud Size (w x d, in) 1.5 x 3.5 Approval limited to Stud Spacing (in o.c.) 16.0 Factory Built Portion Framing Factor- (default) 0.2300 Gypsum Thickness (in) 0.5 Note Window.information •,., _ .,:,�� ter.. x � �- � - � u Wall Assignment Overhang Interior Adjacent Name Orient U-Value SHGC Area Operable Depth To Top To Btm Winter Summer Winter Summer (sqft) (ft) (ft) (ft) Shading Shading Shading Shading AGWall 1 left win 2 South 0.320 0.280 24.50 Yes 0.0 0.0 0.0 0.85 0.70 None None left 2 South 0.290 0.290 8.00 Yes 0.0 0.0 0.0 0.85 0.70 None None left gd South 0.280 0.280 8.00 Yes 0.0 0.0 0.0 0.85 0.70 None None front win East 0.320 0.280 96.74 Yes 0.0 0.0 0.0 0.85 0.70 None None right win North 0.290 0.290 12.00 Yes 0.0 0.0 0.0 0.85 0.70 None None rear win West 0.320 0.280 70.05 Yes 0.0 0.0 0.0 0.85 0.70 None None rear win 1 West 0.300 0.290 20.40 Yes 0.0 0.0 0.0 0.85 0.70 None None rear gd West 0.280 0.280 84.00 Yes 0.0 0.0 0.0 0.85 0.70 None None Wall Opaque R-Value of Storm Name Library Entry Assignment Area(sq ft) Uo Value Opaque Area Door front door Insulated Door R-4****"**** AGWall 1 20.0 0.203 4.0 No Bsmnt 2-1/4 Wd solid core AGWall 3 20.0 0.268 2.8 No REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 7 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.1 6.3.2.P ROJWORSTCASE.big Exterior Solar Infrared Cement or Roof Tile Radiant Name Color Absorptance Emittance Clay Tiles Ventilation Barrier Grade roofline Medium 0.75 0.90 No No None FLAT Medium 0.75 0.90 No No None 04,4 f '3 $ i® to 3,N 74.,Zk . ._ x Ceiling Ceiling Roof Area Roof Attic Vent Roof Name Library Type Area(sq ft) Uo (sq ft) Uo Area(sq ft) Pitch roofline R-49 Blown 24oc Attic 1155.00 0.021 1444.00 N/A 3.85 N/A 2 x6***** FLAT R-34, 24oc Vaulted 584.00 N/A 584.00 0.032 N/A N/A Vaulted** Ceiling: R-49 Blown 24oc 2x6***** Information From Quick Fill Screen Continous Insulation (R-Value) 28.0 Cavity Insulation (R-Value) 21.0 Cavity Insulation Thickness(in) 6.0 Cavity Insulation Grade 1 Gypsum Thickness(in) 0.500 Insulated Framing Size(w x h, in) 1.5 x 6.0 Insulated Framing Spacing(in o.c.) 24.0 PFS Corporation Framing Factor (default) 0.1100 Northeast Region Ceiling Type Attic Note APPROVED Ceiling: R-34, 24oc Vaulted** H Raup - 3 Information From Quick Fill Screen 3/30/23 Continous Insulation (R-Value) 0.0 Approval limited to Factory Built Portion Cavity Insulation (R-Value) 34.0 Cavity Insulation Thickness(in) 9.5 Cavity Insulation Grade 1 Gypsum Thickness (in) 0.500 Insulated Framing Size(w x h, in) 1.5 x 9.5 REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 8 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCircleWYarmouth.16.3.2.P ROJWORSTCASE.blg Insulated Framing Spacing (in o.c ) 24.0 Framing Factor- (default) 0.1100 Ceiling Type Vaulted Note PFS Corporation Northeast Region APPROVED H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 9 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg Number of Mechanical Systems 5 Heating SetPoint(F) 68.0 Heating Setback Thermostat Present Cooling SetPoint(F) 78.0 Cooling Setup Thermostat Present DHW SetPoint(F) 125.0 Performance Load Served% Mech Vent Type Library Entry Location Adjustment% Heating Cooling Dehumid Precond HEAT: 96AFUE Gas Furn 60k** Uncond bsmnt/enclosed 100.0 50.0 0.0 0.0 No crawl HEAT: 96AFUE Gas Furn 60k" Conditioned living space 100.0 50.0 0.0 0.0 No COOL: 14SEER A/C 2 ton Uncond bsmnt/enclosed 100.0 0.0 50.0 0.0 No crawl COOL: 14SEER A/C 2 ton Conditioned living space 100.0 0.0 50.0 0.0 No SystemType Fuel-fired air distribution Fuel Type Natural gas Rated Output Capacity (kBtuh) 58.0 Seasonal Equipment Efficiency 96.0 AFUE Auxiliary Electric 207 Eae Note Location Uncond bsmnt/enclosed crawl Performance Adjustment 100 Shared MechVent Preconditioning FALSE Percent Load Served 50 SystemType Fuel-fired air distribution Fuel Type Natural gas REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 10 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYa rmouth.16.3.2.P ROJWORSTCASE.blg Rated Output Capacity(kBtuh) 58.0 Seasonal Equipment Efficiency 96.0 AFUE Auxiliary Electric 207 Eae Note Location Conditioned living space Performance Adjustment 100 Shared MechVent Preconditioning FALSE Percent Load Served 50 Cool: 14SEER A/C 2 ton System Type Air conditioner Fuel Type Electric Rated Output Capacity (kBtuh) 24.0 Seasonal Equipment Efficiency 14.0 SEER Sensible Heat Fraction (SHF) 0.70 Note Location Uncond bsmnt/enclosed crawl Performance Adjustment 100 Shared MechVent Preconditioning FALSE Percent Load Served 50 Cool: 14SEER A/C 2 ton F " System Type Air conditioner PFS Corporation Fuel Type Electric Rated Output Capacity(kBtuh) 24.0 Northeast Region Seasonal Equipment Efficiency 14.0 SEER APPROVED Sensible Heat Fraction (SHF) 0.70 H Raup - 3 Note 3/30/23 Location Conditioned living space Approval limited to Performance Adjustment 100 Factory Built Portion Shared MechVent Preconditioning FALSE Percent Load Served 50 REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not consti,:ute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 11 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg ion Performance Load Served% Dwell Units Library Entry Location Adjustment% Fixtures Dishwasher Clothes Washer Served Navien NPE240A2********* Uncond bsmnt/enclosed 100.0 100.0 100.0 100.0 1 crawl DHW: Navien NPE240A2********* Water Heater Type Instant water heater Fuel Type Natural gas Energy Factor 0.95 Recovery Efficiency 0.00 Water Tank Size (gallons) 0 Extra Tank Insulation (R-Value) 0.0 Note Location Uncond bsmnt/enclosed crawl Performance Adjustment 100 Shared MechVent Preconditioning FALSE Dwelling Units Served 1 Fixtures Percent Load Served 100 Dishwasher Percent Load Served 100 Clothes Washer Percent Load Served 100 PFS Corporation Northeast Region APPROVED H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 12 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYa rmouth.16.3.2.P ROJWORSTCASE.blg £ C1 All bath faucets 8 showers <=2gpm false All DHW pipes fully insulated >= R-3 false Recirculation type None (standard system) Farthest fixture to DHW heater 72 TOTAL Pipelength for longest DHW run 97 DWHR unit present? false DHW Diagnostics dhwGpd 52.91 peRatio 1.00 dishwasherGpd 0.61 clothesWasherHotWaterGPD 1.15 EDeff 1.00 ewaste 32.00 tmains 56.80 dwhrWhlnletTempAdj 0.00 pumpConsKwh 0.00 pumpConsMmbtu 0.00 PFS Corporation Northeast Region APPROVED H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 13 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.bIg PFS Corporation Name duct Conditioned Floor Area(sq ft) 1200.0 H Raup - 3 #of Returns 4 3/30/23 Heating System 96AFUE Gas Furn 60k** Approval limited to Cooling System 14SEER A/C 2 ton Factory Built Portion Supply Duct Surface Area(sq ft) 324.0 Return Duct Surface Area(sq ft) 240.0 No bldg cavities used as ducts TRUE Type Location Percent Location R-Value Supply Unconditioned basement 90.0 6.0 Conditioned space 10.0 6.0 Return Unconditioned basement 90.0 6.0 Conditioned space 10.0 6.0 Test Exemptions IECC FALSE RESNET 2019 FALSE Duct Leakage Input Type Threshold Test Type Total Duct Leakage Duct Test Stage Postconstruction Test Lt0 (based on Total DL) Total Duct Leakage Supply ft Return 0.00 CFM®25 Pascals 47.00 CFM®25 Pascals Supply Only Not Applicable Return Only Not Applicable Field Test Values Final Lt0 Total Final Total (non-simulation) Not Applicable 0.00 CFM®25 Pascals Name duct2 Conditioned Floor Area(sq ft) 1357.0 REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 14 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCircleWYarmouth.16.3.2.P ROJWORSTCASE.big #of Returns 4 Heating System 96AFUE Gas Furn 60k** Cooling System 14SEER A/C 2 ton Supply Duct Surface Area(sq ft) 366.4 Return Duct Surface Area(sq ft) 271.4 No bldg cavities used as ducts FALSE Type Location Percent Location R-Value Supply Conditioned space 100.0 6.0 Return Conditioned space 100.0 6.0 Test Exemptions IECC FALSE RESNET 2019 FALSE Duct Leakage Input Type Threshold Test Type Total Duct Leakage Duct Test Stage Postconstruction Test LtO (based on Total DL) Total Duct Leakage Supply a Return 53.00 CFM®25 Pascals 53.00 CFM @ 25 Pascals Supply Only Not Applicable Return Only Not Applicable Field Test Values Final Lt0 Total Final Total (non-simulation) Not Applicable 0.00 CFM@25 Pascals REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 15 of 24 Building Summary PFS Corporation Northeast Region APPROVED Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase H Raup - 3 17 Crest Circle (508)737-8011 2023-02-25 3/30/23 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Approval limited to Weather:Barnstable AP, MA Builder Factory Built Portion 17 Crest Circle W Yarmouth 17C restCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.big Name CX-1 Is Commissioned No Total Duct Leakage Duct System 1: duct ACCA 310 test exemption claimed? false Heating Equipment NA Grade I met via ANSI/ACCA 5QI false Cooling Equipment NA Duct Grade III Blower Fan Refrigerant Charge Airflow Exception false Single Packaged System? false Design-specified airflow Qdesign 2 Met ANSI/ACCA5QI section 4.3.1? false Measured airflow Qop 200 Refrigerant Grade III Airflow Grade III Test Medhod Not Applicable Power at operating conditions Wfan 200 Blower Fan Efficiency 0.000 Watt Draw Grade III Name CX-2 Is Commissioned No Total Duct Leakage Duct System 2: duct2 ACCA 310 test exemption claimed? false Heating Equipment NA Grade I met via ANSI/ACCA 5QI false Cooling Equipment NA Duct Grade III Blower Fan Refrigerant Charge Airflow Exception false Single Packaged System? false Design-specified airflow Qdesign 2 Met ANSI/ACCA5QI section 4.3.1? false Measured airflow Qop 200 Refrigerant Grade III Airflow Grade III Test Medhod Not Applicable Power at operating conditions Wfan 200 Blower Fan Efficiency 0.000 Watt Draw Grade III REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. © 1985-2021 NORESCO, Boulder, Colorado. Page 16 of 24 Budding Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg Whole Dwelling Infiltration Input Type Blower door Heating Season Infiltration Value 2.90 ACH @ 50 Pascals Cooling Season Infiltration Value 2.90 ACH ® 50 Pascals Shelter Class 3 Code Verification Tested Ventilation Strategy for Cooling Cooling Season Ventilation Natural Ventilation WHF Rated Flow NA WHF Watts NA PFS Corporation Northeast Region APPROVED H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 17 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.16.3.2.P ROJWORSTCASE.blg .. 4 i _ r w... ICiizgl * ., 0,40evrra Name ERV Shared Multifamily System false Type Balanced Unable to Measure false Delivered CFM 76 Adj. Sensible Recovery Efficiency(%) 79.00 Adj. Total Recovery Efficiency(%) 59.00 Hours Per Day 19.8 Fan Power(watts) 50.0 PFS Corporation Northeast Region APPROVED H Raup - 3 3/30/23 Approval limited to Factory Built Portion REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 18 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYa rmouth.16.3.2.P ROJWORSTCASE.blg Rating/RESNET audit Ceiling Fan Number In Home: 0 Average CFM /Watt 0.00 Refrigerator Location Conditioned Label Energy Rating 691 kWh/yr Range Oven Location Conditioned PFS Corporation Fuel Type Natural gas Induction Range Yes Northeast Region Convection Oven No APPROVED H Raup - 3 Dishwasher 3/30/23 Location Conditioned Approval limited to Preset Specific EnergyGuide labEtactory Built Portion Dhw Equipment N/A Capacity Standard Dishwasher LER 270 kWh/yr Electricity Rate 0.1300 $/kWh Gas Rate 1.10$/therm Annual Gas Cost 32.00$/yr Loads Per Week 4 Clothes Dryer Location Conditioned Fuel Type Electric Dwelling Units Per Dryer N/A CEF 2.62 REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 19 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth,MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17C restCi rc leWYa rmouth.16.3.2.P ROJWORSTCASE.blg Clothes Washer Location Conditioned Preset ENERGY STAR 2018 Dwelling Units Per Washer N/A Dhw Equipment N/A IMEF 2.060 IWF 4.300 Capacity 4.200 Cu. Ft Label Energy Rating 152 kWh/yr Electricity Rate 0.1200 $/kWh Gas Rate 1.09 $/therm Annual Gas Cost 12.00 $/yr Loads Per Week 6 Qualifying Light Fixtures PFS Corporation Interior Lights% 0.0 Northeast Region Exterior Lights% 0.0 Garage Lights% 0.0 APPROVED Interior LEDs% 100.0 H Raup - 3 Exterior LEDs% 100.0 3/30/23 Garage LEDs% 100.0 Approval limited to Factory Built Portion REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 20 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCircteWYarmouth.16.3.2.P ROJWORSTCASE.blg IECC Requirements Verified IECC 06 false Verified NY-ECCC 2020 false Verified IECC 09 false Verified IECC MI false Verified IECC 12 false Verified IECC NC 2018 false Verified IECC 15 false Verified NGBS 2015 false Verified IECC 18 true EPA Requirements Rater certifies that the home complies with the following requirements for: None ENERGY STAR Version 3 Appliances Amount Refrigerators 0 Ceiling Fans 0 Exhaust Fans 0 Dishwashers 0 ENERGY STAR Multi-Family Checks PFS Corporation Apt or Townhome uses'Class AW'Windows. NA Northeast Region ENERGY STAR Version 3 Basements APPROVED Basement Wall Area 50%Below Grad: false H Raup - 3 Basement Floor Area 0.00 3/30/23 Approval limited to Slab Insulation Exemption: false Factory Built Portion Indoor airPlus Verification Checklist false EPA Field App ID REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 21 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCircleWYarmouth.16.3.2.P ROJWORSTCASE.blg Home Builder ID Number Passive House Certified false Mandatory Requirements PFS Corporation Verified Fenestration false Northeast Region Verified Insulation false APPROVED Verified Duct Location false H Raup - 3 Verified Appliance false 3/30/23 Verified Lighting false Approval limited to Verified Fan Efficiency false Factory Built Portion Verified Water Efficiency false Verified EPA Indoor airPLUS false Verified Renewable Energy Ready Solar Electric false Optional Home Builder Commitments for Recognition Certified under the EPA WaterSense for New Homes Program No Certified under the IBHS fortified for Safer Living Program No Followed the DOE Zero Energy Ready Home Quality No Management Guidelines The buyer of this home signed a waiver giving DOE Zero Energy No Ready Home access to utility bill data for one year. � Active`Solar _ =. , « 4w .,_" ,,M',, =P .� " m,. . _. _f • System Type None Collector Loop Type None Collector Type None Collector Orientation None Area(sq ft) 0.0 Tilt(degrees) 0.0 Volume(cu ft/gal) 0.0 REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 22 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCircleWYarmouth.16.3.2.P ROJWORSTCASE.blg Permit#: Date Issued: Electric Meter#: Gas Meter#: Cardinal Direction: Design Notes: Projected Modular Insulation Plan Floor: R-30 2x10 160C Rim/Band: R-21+6.5 Walls: R-21 2x6 160C Ceiling Flat: R-49 Vaulted Ceiling:R-34 HVAC PFS Corporation Heating Northeast Region Type: APPROVED Location: Brand Name: H Raup - 3 Model#: 3/30/23 S/N: Output: k Approval limited to Factory Built Portion Efficiency: Eae: kWh/year Cooling Type: Location: Brand Name: Model#: S/N: Output: k SEER: Water Heater Type: Location: Brand Name: Model#: S/N: REM/Rate - Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 23 of 24 Building Summary Property Organization HERS New Residence Cape Cod HERS Raters ProjectedWorstCase 17 Crest Circle (508)737-8011 2023-02-25 West Yarmouth, MA 02673 Chris Picariello Rater ID:6397177 Weather:Barnstable AP, MA Builder 17 Crest Circle W Yarmouth 17CrestCi rcleWYarmouth.1 6.3.2.P ROJWORSTCASE.big 3 r Energy Factor: Size: gal Mechanical Ventilation: Type: ERV Brand Name: Renewaire SL75 Model#: ASRE: % ATRE: % Measured flow: cfm Watts: W PFS Corporation Northeast Region --Appliances: APPROVED *Refrigerator H Raup - 3 Brand Name: 3130/23 Model#: S/N: Approval limited to kWh/year: Factory Built Portion *Dishwasher Brand Name: Model#: S/N: kWh/year: Place settings: *Range Fuel: Induction: Convection: *****Bulb Count: REM/Rate- Residential Energy Analysis and Rating Software v16.3.2 This information does not constitute any warranty of energy costs or savings. ©1985-2021 NORESCO, Boulder, Colorado. Page 24 of 24 4 Job Truss Truss Type Qh' Ply West Chester 212 101637 HMD22006 HINGE MONO 1 1 5 HS 13 UFP Industries In Grand Rapids,MI 49525,Steve Minahan 8.220 e Aug 13 2018 MiTek Industries,Inc.Wed Jun 3 08:12:25 2020 Page 1 of 2 Copyrightb2020 UFP Industries, Inc.All Rights Reserved 6-10-12 2-5-12 i10-4-4 0' -0 <ir APPROVED 1,$ DATE 3/30/23 �� 7 PFS CORPORATION 6 .Z<I>i . Bloomsburg,PA 5 - SOLAR-READY g 31. 12 TRUSS" 5.00 2 $ $12 �r 0-1- t, . . 3x6vv 11 N Co P (13 q�.2 4 t in o et. SMH18D im 0 2 1 Ip `V v 0 1 WW1 1 SMH18E �� _o oI i B1MO 4x6 II 10 2x6 i i 3x4 - 9 13 14 8 2-5-12 5-6-4 4-10-0 Id-10-112 12-10-0 Plate Offsets(X,V)-12:0-2-1,0-0-9],[3:0-2-12,0-1-0],14:0-1-4,0-0-0],[8:0-1-4,0-1-01[9:0-2-0,0-1-13],[10:0-4-4,0-1-0] SPACING-:2 0 0 SPACING-:1 4 0 SPACING-:1-0-0 SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP LOADING(psf) LOADING(psf) LOADING(psf) Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.35 9-10 >431 240 MT20 197/144 i TCLL 42.3 TCLL 63.5 TCLL 84.7 Lumber DOL 1.15 BC 0.75 Vert(CT) -0.62 9-10 >245 180 MT18HS 197/144 (Ground Snow=55.0) (Ground Snow=82.5) (Ground Snow 110.0) Rep Stress Incr YES WB 0.97 HorzCT 0.01 8 n/a n/a 1 TCDL 15.0 TCDL 22.5 TCDL 30.0 ( ) BCLL p 0 . Code IBC2018/TP12014 Matrix-R Weight:60lb BCLL 0.0 ' BCLL 0.0 BCDL 10.0 BCDL 15.0 BCDL 20.0 FT=O% LUMBER- BRACING. TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. [p] T2:2x6 SPF 2100F 1.8E,T3:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF Stud REACTIONS. (lb/size) 2=1032/0-3-8,8=796/0-3-8,7=0/Mechanical Max Horz2=327(LC 9),7=-218(LC 14) Max Uplift2=-418(LC 9),8=-464(LC 9) Max Grav2=1168(LC 14),8=1032(LC 14) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/8,2-3=-2155/811,3-4=-889/179,4-11=-765/122,11-12=-585/132,5-12=-397/132,5-6=-338/130,6-7=-243/138 BOT CHORD 2-10=-1049/1632,9-10=-1049/1632,9-13=-204/324,13-14=-204/324,8-14=-204/324 WEBS 3-10=-42/550,5-8=-844/530,3-9=-1399/869 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)/Maximum Tension(lb)/Maximum Shear(lb)/Maximum Moment(lb-in) 5=844/530/0/0,6=289/135/112/0 NOTES- (14-17) ,Krirl r,i, t=142mph cond ) h 1)BCDL 4S5psf);(Alt 180mph�12 n o.c.;TCDL=6 opsf BCDLP6.opsf)nh=30ft Cat II;Exp D;Ennclosed;MWFRS(enf;(Alt velh ope)Igable end zone and C-C t�(j{`E V/EtIC rh-� shown;ExteriorLu(2E)mb0--0-9-10DO to-512,pla lnteeip DOL 15-12 to 9-11-4,Exterior(2E)9-11-4 to 12-11-4 zone;C-C for members and forces&MWFRS for reactions •Q4f REGISTERED 011. 2)TCLL:ASCE 7-16;Pg=55.0 psf;Ps=42.3 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Sheltered;Ce=1.0;Cs=1.00;Ct=1.10 t �fj'ROFESS@NAL�� t'3 3)Roof design snow load has been reduced to account for slope. 4)Unbalanced snow loads have been considered for this design. - K EV I N.Y(FR E 5M AN 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with }� other live oads. ji 6)All plates are MT20 plates unless otherwise indicated. i {� _,., •,'%`/Ti- 7)See HINGE PLATE DETAILS for plate placement ,,,-14k�r l ti 8)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. f t '7�,.L ttt 9)All additional member connections shall be provided by others for forces as indicated. +, t The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. cro/onon ® WARNING -Verify design parameters and READ NOTES UFP Industries,Inc. 2801 EAST BELTLINE RD,NE Truss shall not be cut or modified without approval of the truss design engineer. PHONE(616)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TPI1.This design is based only 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 building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available . from WTCA,6300 Enterprise LN,Madison,WI 53719 J:lsupportiMitekSuppttemplatestufp.tpe Job Truss Truss Type City Ply West Chester 212 101637 HMD22006 HINGE MONO 1 1 5 HS 13 UFP Industries In Grand Rapids,MI 49525,Steve Minahan 8.220 e Aug 13 2018 MiTek Industries,Inc.Wed Jun 3 08:12:25 2020 Page 2 of 2 Copyrightb2020 UFP Industries,Inc.All Rights Reserved • 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 11)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 lb uplift at joint 2 and 464 lb uplift at joint 8. 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 14)This truss is designed in accordance with the 2015 IBC Sec 2306.1 and referenced standard ANSI/Tel 1 15)Take precaution to keep the chords in plane,any bending or twisting of the hinge plate must be repaired before the building is put into service. 16)The field-installed members are an integral part of the truss design.Retain a design professional to specify final field connections and temporary supports. All field-installed members must be properly fastened prior to applying any loading to the truss.This design anticipates the final set position. 17)This Solar-Ready Truss`'was designed to accomodate the loading stated on this truss engineering drawing.Reference UFP Engineering Bulletin 19-02 for further information on the Solar-Ready Truss°'program.For loading condtions that differ from those shown on the truss print.a custom design will be necessary.An extra 5 PSF top chord dead load has been included in the TCDL as shown. 18)Revision of HMD22005;increased wind,added solar load. AOgf..*--" APPROVED DATE 3/30/23 PFS CORPORATION Bloomsburg, PA • • The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. A WARNING -Verify design parameters and READ NOTES UFP Industries,Inc. 2801 EAST BELTLINE RD,NE PHONE(616)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TP11.This design is based only upon parameters shown,and is for an individual building component to be instated and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 train the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:lsupporhMitekSupp\templates\ufp.tpe (E. t UFP INDUSTRIES Job Truss MFG Customer 101637 HMD22006 212 WEST CHESTER The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use a design in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. t'titptiiiitimin, _ \t t i i i 1 I I l!, , 4..', ,sEw i-f.T.,;"\\ .*1;4 r� NS Fr �� 00 OF c) c3 t" �' = i rk _ - 4�A :�`R; qi l �r•c Q KEVIN W. lc KEVIN W, '_ ' �` *.at kd 2. * FR MAN _* FR MAN * _ r KE N W. ''is ' - - to 1 F6lE M ty � �.` tvo. c N - Ito: . Via, ,,, . . J4w `I MA1 QNAI.tax -,pk' �©NAB N *..` fo'NALe t''+valantf ,,fftllfs;s �loi ll flrr thit� �! ` tilllliruos `` a F•.. *. ' /jiff' 4.�t. V4. F� 9 �*.�` OFF vE-Ai. t'9 E}.'IC V4 FR't2. T to .� Y' " 'Sv. 4. KEVIN W. FREEMAN �44..� ;. • ER•..,,+0's• _ "�; t ` ... ,Ir 3 ,0 „il pit 40--is' 1%•� o, Y i p `i: N 24 � -� ` r - r ;� W No. 7445 I r _s.- ... ^4s ,-' off,. '? �s_ .a- 4J (`E-ty' ; N. I TERED ''`'�.`3'S�pNAI �;•```��,• '` ' ` � A f.RRO ESSIONAL ENGINEER '-untrrinso- sff� �i� tip �Fessto (CIVIL' cr....*•". , APPROVED DATE 3/30/23 PFS CORPORATION Bloomsburg, PA Corporate Engineering 2801 East Beltline, NE Grand Rapids, MI 49525-9736(616)364-6161 Fax (616)365-0060 ufpi.com P -. Job Truss Truss Type Qty Ply Westchester 212 112358 HMG21401 HINGE MONO 1 1 4HS-0611 [Spl Heel Ht] UFP Industries Inc., rand Rapids,MI 49525,Mike Patten 8.620 e Sep 22 2022 MiTek Industries,Inc. Mon Feb 13 07:08:19 2023 * Copyright W2023 UFP Industries,Inc.All Rights Reserved -reucedsppan2t',removedued WedFeb 813:22:592023 -reduced span 2',removed hinge 4-4-10 I 2-4-10 3A-B 4 F APPROVED 4.00 Fli M DATE 3/30/23 2x5 I 3 5-0-6 2 PFS CORPORATION 6 n Bloomsburg, PA 7 - III 1 __ -.ate Pil .z.:KL:.,.. .. $ r "2x5% 2x5% 5 06 SOLAR-READY 6-9-4 TRUSS" 6-9-4 1-5-4 Plate Offsets(X,Y)-f1:0-0-12,Edge1.12:0-4-9,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEL in (loc) I/deft lid PLATES GRIP TCLL 42.3 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.14 1-6 >560 240 MT20 197/144 (Ground Snow=55.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.20 1-6 >403 180 TCDL 15.0 Rep Stress Ina- YES WB 0.12 Horz(CT) -0.01 4 n/a n/a BCLL 0.0 BCDL 10.0* Code IBC2018/TP12014 Matrix-P Weight:21 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. (P] Ti:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 REACTIONS. (Ib/size) 1=463/0-3-8 (min.0-1-8),5=399/Mechanical,4=178/0-3-8 (min.0-1-8) Max Horz 1=208(LC 8) Max Uplift1=144(LC 8),5=-172(LC 8),4-116(LC 8) Max Grav1=616(LC 19),5=528(LC 19),4=247(LC 19) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-333/109,7-8=-323/120,2-8=-320/131,2-3=-107/15,3-4=-89/64 BOT CHORD 1-6=0/0,5-6=0/0 WEBS 2-6=-715/683 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)!Maximum Tension(lb)/Maximum Shear(Ib)!Maximum Moment(lb-in) 3=101/17/234/0 NOTES- 1)Wind:ASCE 7-16;Vult=142mph(3-second gust)Vasd=112mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp D;Enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2E)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-9-13,Exterior(2R)3-9-13 to 8-0-12 zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pg=55.0 psf;Ps=42.3 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Sheltered;Ce=1.0;Cs=1.00;Ct=1.10 3)Roof design snow load has been reduced to account for slope. 4)Unbalanced snow loads have been considered for this design. 5)All additional member connections shall be provided by others for forces as indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. nKi,rra^i 7).This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the lot y chord and any other members. a1r � g2 j�'9. 8)Bearing at joint(s)4 considers parallel to grain value using ANSI/TP!1 angle to grain formula. Building designer should verify capacity of bearing surfac .4 6.i 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 144 lb uplift at joint 1,172 lb uplift at joint 5 and 116 lb uplift re- HEMMED 0% 4. 10 ROFESSIONAL 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. 4 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '-/ ti 12)Take precaution to keepthe chords inplane,anybendingor twistingof the hingeplate must be repaired before the buildingis put into service. K EV]N.. f� R M'§N 9 P 13)The field-installed members are an integral part of the truss design.Retain a design professional to specify final field connections and temporary suppc field-installed members must be properly fastened prior to applying any loading to the truss.This design anticipates the final set position. = EN � 14)This Solar-Ready TrussTMM was designed to accommodate the loading stated on this truss engineering drawing.Reference UFP Engineering Bulletin 1 t , a further information on the Solar-Ready Truss`"program.For loading condtions that differ from those shown on the truss print,a custom design will be _ H � necessary.An extra 5 PSF top chord dead load has been included in the TCDL as shown. p .r. Y i0-° The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination 2/13/2023 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. ® WARNING -Verify design parameters and READ NOTES UFP Industries,Inc. 2801 EAST PHONE(616)-364-6161 GRAND RAPS,MI 4952BELTLINE 5 NE Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing.Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TPI1.This design is based only 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 building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding E.. fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:\supportiMitekSupp\templates\ufp.tpe al UFP INDUSTRIES Job Truss MFG Customer 112358 HMG21401 212 WEST CHESTER The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use a design in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. p�1lf Irlbyi, 1 Y L 1 i 1 1 4�,�199I1IJIy/`G" l , 'vl Q 44 f rr s q l f r e .'t KEViN W. f KEVIN W. �� y _z` �t * FREEMAN *1 FREEMAN =* ; ; KE W. , . .� ,s _ F. MA _ No. .-_ _ -V N t•tL .. — 1erNst..a. `2 N.j.`AGISTEM` `C(`� .' I p. `:�.` ti '1frIIII 0� ir‘(s.�y�C.CF NE ,�` �4 FOE. � KEVIN W. FREEMAN +�"',•G. ��gypp..... R,t.....f� )� 4 Q"• Vim- Fq.. ... it y �,p!r 1~Ti13� , '�' i�'extM t ,-•A I w No. 7445 �EU:78:46:,...7:1....i.) \\\N„..„... ,0.UFESSICO" ` l eitSSI�NAL ENGINEER ,011eHrruoic-0 cor....:„.4.-' APPROVED DATE 3/30/23 PFS CORPORATION Bloomsburg, PA UFP Factory Built 2801 East Beltline. NE Grand Rapids, MI 49525-9736 (616) 364-6161 ufpi.cofn Job Truss Truss Type Qty Ply Westchester 212 112358 P2166201 KINGPOST 1 1 12DF-0600[SO] UFP Industries Inc., rand Rapids,MI 49525,Mike Patten 8.620 e Sep 22 2022 MiTek Industries,Inc.Wed Feb 8 13:27:54 2023 Copyright)2023 UFP Industries,Inc.All Rights Reserved 0-10-4' 2-0-4 ' 2-0-4 �0-10-4 .4o 4 a?,s APPROVED 12.00 Fi `I' DATE 3/30/23 SMH18D 111111NO‘MH18A PFS CORPORATION s . _ Bloomsburg, PA >d� 3 1 TI II +- 6 A 2 7 x 1 si ra a ./� rryryrrrr d N O N d 9 6 ►�111.111.1111.11 dZI<I> . _ SOLAR-READY ►� 2x5 II 2x6 11 2.4 , TRUSS" 2x4= i 0-10-4, 4-0-8 ,0-10-4 5-9-0 Plate Offsets(KY)-11:0-4-0,Edge1,12:0-2-8,0-0-41.13:0-1-4,0-0-01,(5:0-0.4,0-0-01,16:0-5-8,0-0-4 f7:0-4-0,Edoel,18:0-4-4,0-1-01,19:0-4-0,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell L/d PLATES GRIP TCLL 32.6 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.06 8-9 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.05 8-9 >999 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 7 n/a n/a BCLL 0.0' Code IBC2018/TPI2014 Matrix-R Weight:28 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. (P1 BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 1=314/0-3-8 (min.0-1-8),7=314/0-3-8 (min.0-1-8) Max Harz 1=-154(LC 8) Max Upliftl=-107(LC 13),7=-105(LC 12) Max Gray 1=397(LC 18),7=400(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-343/151,2-3=-264/147,3-4=-121/135,4-5=-123/132,5-6=-259/123,6-7=-381/187 BOT CHORD 1-9=-66/182,8-9=-71/190,7-8=-65/181 WEBS 2-9=-368/576,6-8=-422/632 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(lb)/Maximum Tension(lb)/Maximum Shear(lb)/Maximum Moment(lb-in) 4=99/137/125/0 NOTES- 1)Wind ASCE 7-16;Vult=142mph(3-second gust)Vasd=112mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp D;Enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2E)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pg=55.0 psf;Ps=32.6 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Sheltered;Ce=1.0;Cs=0.77;Ct=1.10 3)Roof design snow load has been reduced to account for slope. 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. 6)See HINGE PLATE DETAILS for plate placement. 7)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. r/�Ny:�� 8)All additional member connections shall be provided by others for forces as indicated. `4tttt � f1l ` 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the I 4C,R REGISTERED ' chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 1 and 105 lb uplift at joint 7. U ROFESSIO NAL 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. as 13)Take precaution to keep the chords in plane,any bending or twisting of the hinge plate must be repaired before the building is put into service. 14)The field-installed members are an integral part of the truss design.Retain a design professional to specify final field connections and temporary suppc E(KEVIN , ( to A N % field-installed members must be properly fastened prior to applying any loading to the truss.This design anticipates the final set position. 15)This Solar-Ready TrussrM was designed to accommodate the loading stated on this truss engineering drawing.Reference UFP Engineering Bulletin 1 f EN further information on the Solar-Ready Trussrm program.For loading condtions that differ from those shown on the truss print,a custom design will be IT '.{ . necessary.An extra 5 PSF top chord dead load has been included in the TCDL as shown. i_ ill The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination 2/8/2023 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. UFP Industries,Inc. 2801 EAST BELTLINE RD,NE ® WARNING -Verify design parameters and READ NOTES PHONE(616)-364-6161 GRAND RAPIDS,MI 49525 Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TPI1.This design is based only 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 building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ffirio fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:\support\MitekSupp\templates\ufp.tpe (1) . UFP INDUSTRIES Job Truss MFG Customer 112358 P2166201 212 WEST CHESTER The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use a design in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. piiNuut tos ‘`A‘t.....-----7/4":„.:', 770*14Ew ilt,i4„ A:17a., $ ?ems �' KEVIN W. r tLr KEVIN W. t _ *.' Z s*z g FREEMAN _ #1 FREEMAN i# 7- c KEV,jN W. • , f�i No. _s — l r •pr.,i*" r �~ tomIr. _ it,l __ x ii5�`f` +,4 f EH '•s"��*`AZ` � r'� tf �1 fif C'sti '+�' -.-' `Sy�ri V,tnNA +..',, %MAC .jt jONA` �,< 'i aAt OF NEW �a�Vodii 1{i�fiios, co t �' FR ?���� KEVIN W. FREEMAN E`.;`N.' �.`f" �4,4'41: •. a * N 8024 Zt `* EI— y�l • ( '` oc No. } 7445, ' 1 ±t:r_ __ . ,d,4. 1. �,� -PROFESSIONAL ENGINEER �`''� ; tit ```; ''OFSS104r' (CIVIL) ,colf5...."' . APPROVED DATE 3/30/23 PFS CORPORATION Bloomsburg, PA UFP Factory Built 2801 East Beltline. NE Grand Rapids, MI 49525-9736(616)364-6161 ufpi.com Job Truss Truss Type Qty %y Westchester 212 112358 HMG21501 HINGE MONO 1 1 3HS-1300 UFP Industries Inc., and Rapids,MI 49525,Mike Patten 8.620 e Sep 22 2022 MiTek Industries,Inc.Wed Feb 8 13:33:18 2023 Copyright(02023 UFP Industries,Inc.All Rights Reserved 0 i210 -10-121 4-4-4 8-5-12 16 IAA APPROVED 7 ) s6 00� DATE 3/30/23 1.2-a PFS CORPORATION 14 Bloomsburg,PA \"°i31-4. 3.00 12 SMH18D yy4x6 q d05-11"143 a13 �'12 `� = Vc124i ' 9 — // 10B g/ 11 1x4 4x4 II SMH18E BxB= 4-4-4 4-5-12 3-10-8 0-1,-8 , b-10-121 12-10-0 Plate Offsets(X,Y1-13:0-2-8,0-1-81.14:0-1-4,0-0-o1.f9:0-1-4,0-1-01.111:0-2.4,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 42.3 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.35 10-11 >429 240 MT20 197/144 (Ground Snow=55.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.56 10-11 >265 180 MT1BHS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.02 9 n/a n/a BCLL 0.0* Code IBC2018/TPI2014 Matrix-R Weight:57 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. (P1 T3:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 2=994/0-3-8 (min.0-1-13),7=-0/Mechanical,9=834/Mechanical Max Horz2=206(LC 22),7=-203(LC 19) Max Uplift2=-402(LC 8),9=-356(LC 12) Zi<I>is Max Grav2=1143(LC 19),9=1056(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension SOLAR-READY TOP CHORD 1-2=-2210,2-12=-2759/1034,12-13=-2685/1034,3-13=-2614/1042,3-4=-611/192,4-14=-481/152,5-14=312/159,5-6=-239/155,6-7..214/164 BOT CHORD 2-11=-1113/2356,10-11=-1113/2356,9-10=-108/155,8- TRUSS'9=0/0 WEBS 3-11=-87/517,3-19=-2306/1053,5-9=-638/444 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(lb)/Maximum Tension(lb)/Maximum Shear(Ib)/Maximum Moment(lb-in) 5=638/444/0/0,6=237/161/86/0 NOTES- (15-17) 1)Wind:ASCE 7-16;Vult=142mph zone ;Exp D;Enclosed;MWFRS(envelope)gable end and C-C Exterior(2E)-0-9-7(o 2-2-9,lnterio(1)2-2-9 to 9-11-4, xterior(2E)9-11-4 to 12-11-4 z ne;C;Cat.IC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pg=55.0 psf;Ps=42.3 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Sheltered;Ce=1.0;Cs=1.00;Ct=1.10 3)Roof design snow load has been reduced to account for slope. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other i loads. efrfmer 6)NA �0 4 t11,.7 7)All plates are MT20 plates unless otherwise indicated. '�� 11, 8)See HINGE PLATE DETAILS for plate placement. .REGISTERED Q il 9)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 0 R RE MTERED AL `^~ 10)All additional member connections shall be provided by others for forces as indicated. 11)This truss has been designed for a 10.0 psf bottom chord live load nnconcurrent with any other live loads. 12)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 1 V 1 N_ C� A N chord and any other members. v 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 402 lb uplift at joint 2 and 356 Ib uplift at jont 9. ENs 14)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Take precaution to keep the chords in plane,any bending or twisting of the hinge plate must be repaired before the building is put into service. • i{ ��4�s ‘../ 16)The field-installed members are an integral part of the truss design.Retain a design professional to specify final field connections and temporary suppc field-installed members must be properly fastened prior to applying any loading to the truss.This design anticipates the final set position. 17)This Solar-Ready TrussTsl was designed to accommodate the loading stated on this truss engineering drawing.Reference UFP Engineering Bulletin 1f ,�,st V t- i •� further information on the Solar-Ready Truss°"'program.For loading condtions that differ from those shown on the truss print,a custom design will be necessary.An extra 5 PSF top chord dead load has been included in the TCDL as shown. The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination 2/8/2023 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. UFP Industries,Inc. 2801 EAST BELTLINE RD,NE AWARNING -Verify design parameters and READ NOTES PHONE(616)-364-6161 GRAND RAPIDS,MI 49525 Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing.Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TPI1.This design is based only 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 building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:\supportUNitekSupp\templates\ufp.tpe UFP INDUSTRIES Job Truss MFG Customer 112358 HMG21501 212 WEST CHESTER The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use a design in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. . .' G� , s ;,,p,f...--.----,,.:4/, ,. f 14EW 1.f,4 VI �1s fi .yC..% o' KEVIN W. l r �` 4 ,, s KEVIN W. -% er '� 'f *; 2c*E. FREEMAN z *1. FR, MAN I* _ 1 0, ,. IE�h! w. "`" - I F MA ', JtN eV cJS C>tieI - 4•4,-<ICENS C\ ti < J Ala L$tC, �rstFin until. i"r f'1VA r l �ti OF NEB k ��up4 ��1ir�pjf�� 4`co a VJ. FR KEVIN W. FREEMAN �`"`�4.�' " :q ``'- T 1 i`� #`X NAY.ao24 z;# rz 1 , i .,...i __•_... it ::n � No. 7445 sz=w U � _. M E7 . .s4.`."... _ L Nis, 'v\ .�' ter— ISTER17ti,,SJpNF� t;�`'`'~� `, -PROFESSIONAL ENGINEER ';�rn..o��ts«t� \\........... �fiSS4C1�P (CIVIL) APPROVED DATE 3/30/23 PFS CORPORATION Bloomsburg, PA UFP Factory Built 2801 East Beltline, NE Grand Rapids, MI 49525-9736 (616) 364-6161 ufpi.corn WMH STRUCTURAL CALCULATION SHEET I SERIAL NO: 122200 I LOCATION: Main House STATE: MA FORMULAS AND FACTORS PER 2015 NDS I TRUSS REACTIONS \�,,EFtED g'c, �4C/ QPJ-R.WAG l;, � Aro® N0.952852 CORNVILLE 2i ARIZONA 5 --------", 02��q(rH OF MPSSPG�J R1= 1168 lbs R2= 1032 lbs Spacing= 24 in.o.c. 5/ 3/23 ‘I 0 4Truss ,,t :'_031 Roof LL=Pg*0 7*Ct*Unbal.Load (assumes Ce and 1=1.0) (Load in psf) Pg *0.7 Ct Unbal. Rf LL 9 .. 2 Design Snow Load 55 0.7 1.1 1.3 55 LOADING CONDITION Actual Snow Load 40 0.7 1.1 1.3 40 1 DIAGRAM Width(ft)= 13 Roof Pitch 5 Top Chord Bot.Chord J (Load in psf) LL DL LL DL Total Truss Type: H.''H'=Hinged Design Load 55 10 0 10 75 Actual Load 40 10 0 10 60 DESIGN LOADING(PSF) Total Load Reduction Factor= Actual 60 = 0.80 LL DL TL Design 75 1ST FL 40 10 50 CEILING 0 7 7 Live Load Reduction Factor= Live Load 40 = 0.67 2ND FL 30 10 40 Total Load 60 ROOF-EXT 312 156 467 ROOF-MAT 275 137 413 Adjusted Loads EXT WALL 0 50 50 WI(tot)= 467 lbs/If W2(tot)= 413 lbs/If MAT WALL 0 40 40 WI(live)= 312 lbs/If W2(live)= 275 lbs/if LOAD COMBINATION SUMMARY CHART(lbs/It) Loading 1st Floor 1st Fl Wall Clg 2nd Floor 2nd Fl Wall Roof/Ext Roof/Mate Total-Ext Total-Mate Condition Total Live Ext I Mate Total Total I Live Ext I Mate Total Live Total Live Total Live Total I Live 1 325 260 325 260 325 260 2 325 260 50 40 46 260 195 567 341 557 341 3 325 260 50 40 46 260 195 50 40 467 312 413 275 1006 575 941 548 4 325 260 50 40 467 312 413 275 699 429 644 401 5 46 46 0 46 0 6 260 195 260 195 260 195 7 260 195 50 40 467 312 413 275 651 380 595 353 8 467 312 413 275 467 312 413 275 9 46 260 195 50 40 467 312 413 275 696 380 641 353 Notes: 1. Floor and ceiling loads above are calculated using the following. [Box Width(ft)]/2 x Design Load Example: 1st Floor= 13 /2 x 50 = 325 lbs/If 2 Roof loads are taken from Max Gravity Reactions listed on truss drawing and adjusted to account for spacing and Actual(required) versus Design snow load as shown above. 3. Load totals given for conditions with multiple live loads incorporate a reduction factor of 75 applied to the live loads only WHM Inc.- Revised 2/15/2023 • SERIAL NO: 22200 Beam Calculations -Truss: HMD22006 Main House Microlam Design Values SPF#2 Design Values Formulas used in Calculations Fb= 2925 psi Fb= 875 psi A=(b)(d) Aw;o.o=3/2Max Shear/F„' IR,"(TL)=A.n,p_855XW7XLj I, Fv= 285 psi Fv= 135 psi S=(b)(d)'/6 Ser_01)=12(W/8(Fe) I Q.,)(LL)=53r(I 875XWrJp.)'I E= 2,000,000 psi E= 1,400,000 psi I=(b)(d)'/12 Beam#1: Location:Stairs(7u 2nd Floor ROOF/ATTIC Walk-up Attic: Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 8 (from cover sheet) M ("M"for Microlam) W1L '413plf Length of Beam: 12.7. ft=L ("S"for SPF#2) W:I ;"275.plf Beam Location: M ("M"for Mate Line) ("E"for Extenor) Max Shear=WL/2 lbs 2623 lbs Max Defl(TL)=L(12)/180 in= 0.85 in Support Wall Height: 'a ft Max Moment=WLC/8 ft-lbs= 8327 ft-lbs Max Defl(LL)=L(12)/240 in= 0.64 in Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adjusted Microlam Design Values /j�� Quantity Depth CD4b)= I IS Cr(Fb)= 1 Fb= 3363.8 psi cor-5.0.- APPROVED 1 @ 1-1/2x 11.25 in- CDrb)= 1.15 Fv= 327.8 psi �1 nn CFO'b)= I E= 2,000,000 psi DATE 7/3 V/- Required Properties Of Beam 7 Required Posts A= 16.9 ins> A(„QQ)= 12 in' 71% PFS CORPORATION 5= 31.6 in> S(,,Q1,)= 29.7 in' 94% 2x3's=3 1= 178 in'> Irt/ Q.Q)= 142.97 in' 80% or2x4's=2 Bloomsburg, PA 1,0,,,,Q)= 126.74 in' 71% or 2x6's=1 Beam#2: Location:Bedroom#3 ROOF/ATTIC Walk-up Attic: Loading Parameters: Beam Tyne: Loading Conditions: Loading Condition: 8 (from cover sheet) M ("M"for Microlam) WI 413 plf Length of Beam: 12 ft=L ("S"for SPF#2) WLL ..,,275 plf Beam Location: M ("M"for Mate Line) ("E"for Exterior) Max Shear=WL/2 lbs= 2478 lbs Max Defl(TL)=L(12)/180 in= 0.8 in Support Wall Height: $ ft Max Moment=WL2/8 ft-lbs= 7434 ft-lbs Max Dell(LL)=L(12)/240 in= 0.6 in Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adjusted Microlam Design Values Ouantity Depth CD(tt)= 1:15 C,(Fb)= I Fb= 1363.8 psi 1 @a,1-1/2x 11.25 in CD(rv)= 115 Fv= 327.8 psi CF(Fb)= I E= 2,000,000 psi Required Properties Of Beam Required Posts A= 16.9 i,"> Aisr as= 11.34 in' 67% S= 31.6 iq'> Slx,_QQI= 26.5 in' 84% 2x3's=3 I= 178 in'> Ir“s„_QD)= 120.61 in' 68% or2x4's=2 litxxt Qo)_ 106.92 in' 60% or 2x6's=1 Beam#3: Locaton:ModularGaraae FLOOR ABOVE Loading Parameters: Beam Tyne: Loading Conditions: Loading Condition: 6 (from cover sheet) M '("M"for Microlam) W I t ,;,260 pl f 15 "2. __- Length of Beam: 12 ft=L ("S"for SPF#2) WLL 195 Of Beam Location: - M '.("NI"for Mate Line) ("E"for Extenor) Max Shear=WL/2 lbs 1560 lbs Max Dell(TL)=L(12)/240 in= 0.6 in \-‘6RED AT?, Support Wall Height: 8 ft Max Moment=WL'/8 ft-lbs= 4680 ft-lbs Max Defl(LL)=L(12)/360in= 04in 40 J\_R.WA(T t<` ct Q,r F-P Ct--'‘ Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adjusted Microlam Design Values rQuantity De th - '��z <,' /7 s_ CnOb)= 1. CnFb)= I Fb= 2925 psi 1 @ I-1/2x' 9.25. inp n NO.952852CD(r)= I Fv= 285 psi co ' CORNVILLE Composite Beam CF(t bi I E= 2,000,000 psi �0 ARIZONA , Required Properties Of Beam Required Posts �G�q(TH OF MPSS�G A= 24.33�p > A(Sevu)= 8.205 in' 34% S= 33.12 in'> S(nsQr,)= 19.2 in' 50% 2x3's=2 1= 214.35 in'> Irts,r,aQ)= 101.09 in' 47% or2x4's=1 WHM Inc.-Revised 2/15/2023 4,tanrQ,r= 113.72 m' 53% or 2x6's=1 SERIAL NO 22200 Beam Calculations -Truss: HMD22006 Main House Microlam Design Values SPF#2 Design Values Formulas used in Calculations Fb= 2925 psi Fb= 875 psi A=(b)(d) A,,,,0=Max Shear/F, 1,,,,(TL)=4a(I t75XWra(L)'E Fr= 285 psi Er= 135 psi S=(b)(d)1/6 Ss,;0Q=12(W)'/8(Fe) Iw:Qo(LL)=4u(i evix4/6.t0'E E= 2,000,000 psi E= 1,400,000 psi l=(b)(d)3/12 Beam#4: Location:Modular Garage CEILING Loading Parameters: Beam Type: Load*Conditions: Loading Condition:: 5 (from cover sheet) M ("M"for Microlam) WTI 45 plf Length of Beam:. 12 ft=L ("S"for SPF#2) WLI ``` Of Beam Location: M ,CM"for Mate Line) ("E"for Exterior) Max Shear=WL/2 lbs= 273 lbs Max Defl(TL)=L(12)/180 in= 0.8 in Support Wall Height: 8 'i ft Max Moment=WLL/8 ft-lbs= 819 ft-lbs Max Defl(LL)=L(12)/240 in= 0.6 in Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adjusted Microlam Design Values Quantity Depth CD(Ib)= :0.9 Cr(rb)_ I Fb= 2632.5 psi 1 @ 1-1/2x 5.5 in CD(rs)= 0.9 FA= 256,5 psi ,co.A .,..,$ ' APPROVED GM))= 1 E= 2,000,000 psi Reauired Properties Of Beam Reauired Posts DATE 3/30/23 A= 8.3 in'> = 159 in' 19% PFS CORPORATION S= 7.6 in'> S,,,, 3_7 in' 49% 2x3's=1 1= 20.8.in'> I = 13_29 in' 64% or2x4's=1 Bloomsburg, PA Tuss�rn) f0 in' 0% or 2x6's=1 Luw-Q o�= Beam#5: Location:Master Bedroom FLOOR ABOVE Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 7 (from cover sheet) M ("M"for Microlam) WTI-'I-- 595.2'plf Length of Beam: '13.5 ft=L ("S"for SPF42) WLL=;352.73 plf Beam Location:. NI ("M"for Mate Line) ("E"for Exterior) Max Shear=WL/2 lbs 4018 lbs Max Defl(TL)=L(12)/240 in= 0.68 in Support Wall Height: S ft Max Moment=WL2/8 ft-lbs= 13559 ft-lbs Max Deft(LL)=L(12)/360 in= 0.45 in Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adiusted Microlam Design Values Ouanlity Depth CD(Ib)= 1-15 Cdrb)= 1.04 Fb= 3498.4 psi 3 @ t-t/2x 9.25 in CD(r")= 115 Fr= 327.8 psi Ci/rb)= 1 E_ 2,000,000 psi Reauired Properties Of Beam Reauired Posts A= 55.5 int> A1sr00,= 18_39in2 33% S= 85.6 in'> S(„1OQ,= 48.4 in' 57% 2x3's=5 I= 395.7 in'> I 329.5:in' 83% or 2x4's=2 rrtsc0oi= ILusF.0a)= 292.88 in' 74% or 2x6's=2 Beam#6: Location:Master Bedroom CEILING Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 5 (from cover sheet) M "-("M"for Microlam) Wu 45.5 plf I ri"2 /r7 7 Length of Beam: 13-5 `ft=L ("S"for SPF02) WLL )`AI plf Beam Location: M ("M"for Mate Line) ("E"for Extenor) Max Shear=WL/2 lbs= 307 lbs Max Deft(TL)=L(12)/180 in= 0.9 in S�oREO ARo, Support Wall Height: '1 ft Max Moment=WL2/8ft-Ibs= 1037 ft-lbs Max Defl(LL)=L(12)/240 in= 0.68m /T 4. J\.R WAST �0 Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adjusted Microlam Design Values QP Quantity Depth CDOb7= 0.9 Crab)= I Fb= 2632.5 psi /�--,,, r Fa= 2565 psi z L G !/I�R. �, <-+ 1 @ I-1/2x 5.5 in CDO�)= 0.9 n NO.952852 Cr(:b)= t E= 2,000,000 psi ti 05. CORNVILLE Reauired Properties Of Beam Reauired Posts IiO� ARI20NA �J5 A= 8.3 ins> A(srQ22)= 1_8 m' 22% A1F SQO (rH OF S' S= 7.6in'> S(suo)= 4.7 in' 62% 2x3's=I q MP [= 20.8 in'> 6ritsr0o)= 18.92 in' 91% or 2x4's=1 0 in' 0% or 2z6's=1 WHM Inc.- Revised 2/15/2023 i I I SERIAL NO 22200 I Beam Calculations -Truss: HMD22006 Main House Microlam Design Values SPF#2 Design Values Formulas used in Calculations Fb= 2925 psi Fb= 875 psi A=(b)(d) 'kiwi, Max= Shear/F,; largp(TL)=An(Lal3xw,,XL)',E F:= 285 psi Fs= 131 psi S=(bXd)2/6 $ 12 W 2/8 F' 1 E= 2,000,000 Psi arw= ( ) ( ) arop(LL)=A(a,0.arspwrp(L)'� P E= I,400,000 psi I=(b)(d)/12 Beam#7: Location:Dining Room FLOOR ABOVE Loading Parameters: Beam Tyne: Loading_Conditions: Loading Condition: 7- (from cover sheet) M CM"for Microlam) W:I_ 650.5 plf Length of Beam: 12.5 ft=L ("S"for SPF#2) WE,.= 379.9 Of Beam Location: E CM"for Mate Line) ("E"for Extenor) Max Shear=WL2 lbs= 4066 lbs Max Defl(TL)=L(12)/240 in= 0.63 in Support Wall Height: 8 ft Max Moment=WL2/8 ft-lbs= I2706 ft-lbs Max Dell(LL)=L(12)/360 in= 0.42 In Member Analyzed: Nlircolam Beam PASSES Microlam Adjustment Factors fldius[ed Microlam Design Values Quantity l t�h Cnpb)= 1.15 Cr(Fb)= 1 Fb= 3363.8 psi crfp....f. APPROVED 2 (l 1-1/2z 11.25 in CD(fv)=`1.15 F= 327.8 psi CF(Fb)= ( E= 2,000,000 psi DATE 3/30/23 Required Prot:erties Of Beam Required Posts 45`"2' Aaaoo)= 8.6 1 in2 41% PFS CORPORATION S= 84.4 in'> S(wn)= 45.3 in' 54% 2x3's=5 Bloomsburg, PA 1= 474.6 in"> 1T4ae0n= 285.88 in") 60% or 2x4's=2 ILt.(a0Q5)= 250.43 in' 53% or 2x6's=2 Beam#8: Location:Floor Girder FLOOR Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 1 (from cover sheet) S ("M"for Microlam) WTL=` 325 plf Length of Beam: 10.4 ft_=L ("S"for SPF#2) WLL= 260 plf Beam Location: M ("M"for Mate Line) ("E"for Exterior) Max Shear=WU2 lbs= 1690 lbs Max Dell(TL)=L(12)/240 in= 0.52 in Support Wall Height: 8 ft Max Moment=WL2/8 ft-lbs= 4394 ft-lbs Max Dell(LL)=L(12)/360 in= i0.35 in Member Analyzed: SPF#2 Beam PASSES SPF#2 Adjustment Factors Adiusted SPF#2 Designs Values Quantity Depth I CD(tb)= 1 CtfFb)= 1 Fh= 962.5 psi r'a,2 2z 10 in CD(rv)= 1 F. 135 psi CF(Fb) 1.1 E= 1,400,000 psi Required Properties Of Beam Required Posts A= 37 in2> A(,,,.,= 18.78 in2 51% S= 57 in3> S(ae0o)= 54.8 in' 96% 2x3's=2 1= 263.8 in'> IT4asvn)= 117.51 in' 45% or 2x4's=1 Immo:)= 141.01 in' 53% or 2x6's=.L Beam#9: Location:Floor Girder FLOOR Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 3 (from cover sheet) S ("M"for Microlam) W i( 94Q7 pIf 7:<!�77���� ("S"for SPF#2) WI C Length of Beam: 6.5 ft=L 547.7 plf � Beam Location: M ("M"for Mate Line) ("E"for Exterior) Max Shear=WL/2 lbs= 3057 lbs �FtE D qRcMax Deb(TL)=L(l2)/240 in= 033 in '� Support Wall Height: 8 ft 2 Max Defl(LL)=L(12)/360 in= 0.22 in G 'Yj�, Max Moment=WL/8 ft-lbs= 4968 ft-lbs J\-R.Wq<T FO Q" QP>.// �1.Q Member Analyzed: SPF#2 Beam PASSES SPF#2 Adjustment Factors Adjusted SPF#2 Designs Values to �G (/�1/-_ "-, r< - Quantity De t�h CD(ib)= 1.15 C:(h)= 1 Fb= 1106.9 psi n NO.952852 2 �2x 10 in F,= 155.3 psi O h CD(Iv)= 1.15 5. CORNVILLE / CF(Fb)= 1.1 1- ARIZONA 0� E= 1,400,000 psi O ,J Required Properties Of Beam 111E Required Posts 2 q<Tk/OF MPSSP O A 37)" > Aaaao)= 29.52 in2 80% s= 57 in3> S(aepo)= 53.99 in' 95% 2x3's=4 I= 263.8 in'> IT4atao)= 83.04 in' 31% or 2x4's=2 WHM Inc.-Revised 2/15/2023 1r.40,evo)= 72.52 in' 27% or 2x6's=1 Header#1: Location:Master Bedroom Window Header Formulas used in Header Calculations S=(b)(d)2/6 SRFQ'I)=12PL2/4(Fy') I=(b)(d)3/l2 1REQn(TL)=1080PL2/E Header Type: Length of Header 2_5.ft M ("M"for Microlam) Coifs)= 1 Member Analyzed: Mircolam Beam ("S"for SPF#2) CD(Ib)= 1 Cr(Fb)= I CF(Fb)= 1 Quantity Depth 1 Ia,1-I/2x 9.25 in Properties Of Header Required Properties Of Header Adjusted Microlam Design Values A= 13.9 A(RRQo)= A in2 PASSES Fv= 285 psi Fb= 2925 psi S= 21.4 in > S(REQ u1= 18.6 in' PASSES E= 2,000,000 psi 1= 98.9 In'> ITuRcQo)= 23__87 in' PASSES Max Moment @ P=Pab/L ft-lbs= 4541.25 ft-Ibs a(ft) 0.75 b(ft) 1.75 Max Allowable Defl=L(l2)/360 in 0.08 in z 0 A65( lbs Deflection @ P= 0.02 in Beam: IIIIINIIIIIIIIIIIIIIIII1IIIIIIII111IIII111IIIIIIIIIIIIIIIhINIIIIIIIIIIInI1I11IIIIi Max Deflection @ x= 0.02 in PASSES R,= 6055 lbs. R2= 2595 where x is. 1.03 ft to the right of RI lbs Required Bearing: 6.1 in2 Note:Bearing Area Requirements established using SPF#3(Fc=425psi) Required Posts for Header(a: R1= 6055;lbs ail pression Bearjti Use: 2x3's=7 > 2 } 7 or 2x4's=3 > 2 } 3 or 2x6's=2 > 1 } 2 1 Pg.....:***° APPROVED DATE 3/30/23 PFS CORPORATION Bloomsburg, PA 3,22,!2> okED ARctiT 400 J\,)t.WACl ctC, � Q 1 • .L <--7/✓,, ', 1 NO 952852 o� CORNVILLE ?ip ARIZONA ca 2� PG�J -AZ TN OF MO WI-tM Inc.-Revised 2/15/2023 SERIAL NO: 22200 Flitch Beam Calculations -Truss#1 Steel Flitch to be Installed On-Site by Builder/Purchaser Steel Design Values Micro-lam Design Values Formulas used in Calculations Fb= 24000 psi Fb= 2925 psi S=(b)(d)2/6 SREQ10=12(W)2/8(Fb) IREQ•D(IT)=A3),(I 875)(W-It)(L)3/E E= 29,000,000 psi E= 2,000,000 psi I=(b)(d)3/12 IR ,n(LL)=A1 1875 W- L 3/E Beam: Location:Great Room FLOOR ABOVE Point Load From Beam# n/a Loading Parameters: Beam Type: Uniform Loads Loading Condition: 7 (from cover sheet) 14 , in.Flitch Depth WTL= 1190 plf WLL= 705.4 plf Length of Beam: 17 :'ft=L M 'Side Members- ("M"for Micro-Lam) Beam Location: M ;,CM"for Mate Line) ("S"for SPF#2) 3.5 °'ft.':Point Load Offset Dim' ("E"for Exterior) Max Shear=WL/2 lbs= 10118 lbs Max Defl(TL)=L(12)/240 in= 0.85 in Support Wall Height: 8 ft Max Moment=WL'/8 ft-lbs= 43004 ft-lbs Max Deft(LL)=L(12)/360in= 0.57in USE: 1/2in.` x 14 in Steel Flitch between Modules Properties Of Beam Required Properties Of Beam-Uniform Load Required Properties Of Beam-Point Load S= 195 in'> S(R,;po)= 176.4 in' PASSES S(REQ.,,)= 29.9 in' PASSES I= 2053 in'> ITL(RuQD)= 1315.91 in' PASSES ITL(REQ.D)= 149.8 in' PASSES ILL(REQ.)= 1169.67 in' PASSES Combined Deflections: A Uniform Load: Max A=5w14/384E1= 0.54 in. A Point Load: Max A @ x=Pab(a+2b} 3a(a+2b)_ + 0.06 in 27EI Total Deflection: = 0.6 in. < 0.85 in. PASSES Beam Loading Diagram: / L= 17 ft / a(ft)=3.5 b(ft)=13.5 x= 5.97 ft • P♦ 2623 lbs Beam: WTL= 1190.4083 plf RI= 6100.5 lbs per module R,=5330 lbs per module Required Bearing: 14.4 in' Bearing: Note:Bearing Area Requirements established using SPF#3(Fc=425psi) Required Posts for Header @: R1= 6100.5 lbs. Compression Bearing Use: ��FtED qRc 2x3's=7 > - } 7 •,5 'Si). OR 2x4's=3 = 3 } 3 ��G QP\)° 'W44T'� <Oa OR 2x6's=2 = 2 } 2 _,-' 2c n NO.952852 Ar.g..-- APPROVED' 3 NOILLE t`� ARIZONA 5� J 12Fq���OF MPSSP` DATE 3/30/23 ':> > PFS CORPORATION WHM Inc.-Revised 2/15/2023 Bloomsburg, PA SERIAL NO: 22200 Flitch Beam Bolting& Bearing Steel Flitch to be Installed On-Site by Builder/Purchaser Steel Design Values Micro-lam Design Values Fb= 24000 psi Fb= 2925 psi E= 29,000,000 psi E= 2,000,000 psi Calculate Load Carried by Flitch Location: Roof E X 1 Microlam: 2000000 x 395.73 = 791,453,125 Steel. 29000000 x 30.38 = 880,875,000 EI= 1,672,328,125 Load Carried by Steel (See Note at Side)* Wplf x %Load = Load Carried by Steel Note ,718 52 67% = 378.0 plf The uniform load carried by the beam has been increased to account for the point load.(This was done by taking the larger end reaction of the beam,applying it to both Design Bolt Fastening ends,and dividing it by the entire length of the beam) Capacity of Bolt [1/4"-1"Dia& Load perpendicular to Grain] D= 0.5 Diameter Is= 3 Inches,Length of Bearing in Side Members 1 P APPROVED FeS= 3900 psi,Dowel Bearing Strength of Side mMembers,[NDS 2015 Table 12 3 3] 3/30/23 Fern= 87000 psi,for ASTM 36 Steel DATE F,b= 45000 psi,bolt bending yield strength PFS CORPORATION Rd is= 5 Reduction Term[NDS 2015 Table 12.3.1B] Bloomsburg, PA Rd IV= 4 Reduction Term[NDS 2015 Table 12.3.1 B] Re= 22.31 k3 -1+SQRT(2(1+Re/Re)+(2F.b(2+RS)D2)/(3Fern/s2))= 0.678 Maximum Bolt Capacity Z is=(2(D)(Is)(FC4))/Rd= 2340 # Bolt Capacity Mode 1 Z iiis=(2k3DIs Fern)/((2+Re)Rd)= 1457 # Bolt Capacity Mode III Z iv=((2 D2)/Rd)(SQRT(2FemF5b)/(3(l+Re))= 1323 # Bolt Capacity Mode IV Max Alloable Bolt Capacity: 1323 # Calculate Bolt Spacing Max Allowble Bolt Spacing=(Maximum Allowable Bolt Capacity/Load Carried by Beam x 12"= Max Allowble Bolt Spacing= 42 in o.c. Bolt Spacing Used= 16 in o.c. Calculate Bolt End Connection Load carried by Steel= 378.0 plf(total) Beam Span= 17.00 ft Flitch Beam End Reaction (WpIF/Lf,)/2= 3213 lbs ,okE.D ARc, i olts Req'd ea End:= 3 Bolts �,C' ��R MIL cow QP .P j7 NO.952852 0� CORNVILLE -4.- ARIZONA co 04, G,ZJ F'94TI{of 1,05 ' J / 7J) /'23 WHM Inc.-Revised 2/15/2023 WMH STRUCTURAL CALCULATION SHEET I SERIAL NO: 122200 I LOCATION: I Dormer STATE: MA FORMULAS AND FACTORS PER 2015 NDS I TRUSS REACTIONS ,oRED ARC scC9 9 D 0\c' 6?),Q� QQ0- WAITFp sO� D•, E 3/30/2. P CORPO •ATio0 rvo.sszs5z Bloomsburg, PA � OAORIZONAE 5� O f‘ + (gITH OF MPSSP RI= 616 lbs R2= 964 lbs Spacing= 24 in.o.c. �`�i7°��<iTruss e � 1 Roof LL=Pg*0.7*Ct*Unbal.Load (assumes Ce and I=1.0) (Load in psf) Pg *0.7 Ct Unbal. Rf LL 9 "110190°• Design Snow Load 55 0.7 1.1 1.3 55 LOADING CONDITION Actual Snow Load 40 0.7 1.1 1.3 40 1 DIAGRAM Width(ft)= 13 Roof Pitch 4 Top Chord Bot.Chord (Load in psf) LL DL LL DL Total Truss Type. H 'H'=Hinged Design Load 55 10 0 10 75 Actual Load 40 10 0 10 60 I DESIGN LOADING(PSF) Total Load Reduction Factor= Actual 60 = 0.80 I LL I DL TL Design 75 1ST FL 40 10 50 CEILING 0 7 7 Live Load Reduction Factor= Live Load 40 = 0.67 2ND FL 30 10 40 Total Load 60 ROOF-EXT 164 82 246 ROOF-MAT 257 128 386 Adjusted Loads EXT WALL 0 50 50 WI(tot)= 246 lbs/If W2(tot)= 386 lbs/If MAT WALL 0 40 40 WI(live)= 164 lbs/If W2(live)= 257 lbs/If LOAD COMBINATION SUMMARY CHART(Ibs/It) Loading 1st Floor 1st Fl Wall Clg 2nd Floor 2nd Fl Wall Roof/Ext Roof/Mate Total-Ext Total-Mate Condition Total Live Ext I Mate Total Total I Live Ext I Mate Total I Live Total Live Total I Live Total I Live 1 325 260 325 260 325 260 2 325 260 50 40 46 260 195 567 341 557 341 3 325 260 50 40 46 260 195 50 40 246 164 386 257 822 464 918 534 4 325 260 50 40 246 164 386 257 515 318 621 388 5 46 46 0 46 0 6 260 195 260 195 260 195 7 260 195 50 40 246 164 386 257 467 269 573 339 8 246 164 386 257 246 164 386 257 9 46 260 195 50 40 246 164 386 257 512 269 618 339 Notes: I. Floor and ceiling loads above are calculated using the following [Box Width(ft)]/2 x Design Load Example. 1st Floor= 13 /2 x 50 = 325 lbs/If 2 Roof loads are taken from Max Gravity Reactions listed on truss drawing and adjusted to account for spacing and Actual(required) versus Design snow load as shown above. 3. Load totals given for conditions with multiple live loads incorporate a reduction factor of.75 applied to the live loads only. WHM Inc.- Revised 2/15/2023 SERIAL NO: 22200 Beam Calculations -Truss: HMG21401 Dormer Microlam Design Values SPF#2 Design Values Formulas used in Calculations Fb= 2925 psi Fb= 875 psi A=(b)(d) ARtQ'o= 3/2Max Shear/F,.' IRbQo(TL)=ATL(i 975xwron.)'RE Fr= 285 psi Fr= 135 psi S=(b)(d)2/6 SorQ.n=12(W)2/8(Fb) IRivrn(LL)=ALL(i 875KW7,XI1 E= 2,000,000 psi E= 1,400,000 psi I=(b)(d)3/12 Beam#1: Location:Bedroom#3 Beam(erg,Dormer ROOF/ATTIC Walk-up Attic:NO Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 8 `.(from cover sheet) M ("M"for Microlam) W rE= 386,plf Length of Beam: . .12 -'.ft=L ("S"for SPF#2) WLI.= 25'f(plf Beam Location: M ("M"for Mate Line) ("E"for Exterior) Max Shear=WL/2 lbs= 2316 lbs Max Dell(IL)=L(12)/180 in= ,0.8 in Support Wall Height: 8 ft Max Moment=W1.2/8 ft-lbs= 6948 ft-lbs Max Deft(LL)=L(12)/240 in= 06 in Member Analyzed: Mircolam Beam PASSES Microlam Adjustment Factors Adjusted Microlam Design Values Quantity Depth CD(fh)= 1.15 Cr(Fb)= 1 Fb= 3363.8 psi 1 ()t-1/2x 11.25 in CD(fv)= 115 Fr= 327.8 psi CF(Fb)_ 1 E= 2,000,000.psi Required Properties Of Beam Required Posts A= 16.9 in'> A(arQ o)= 10.605 in: 63% S= 31.6 in'> S(mQn)= 24.8 in' 78% 2x3's=3 I= 178 in'> ITL(REQ'o)_ 112.72 in' 63% or 2x4's=2 1LL(nro.o)= 99.92 in' 56% or 2x6's=1 Beam#2: Location:Garage Overhead Door FLOOR ABOVE Loading Parameters: Beam Type: Loading Conditions: Loading Condition: 7 (from cover sheet) S ("M"for Microlam) WTL=:466,6 Of Length of Beam: 9.5 -.ft=L ("S"for SPF#2) WLL= 269.5 plf Beam Location: E .CM"for Mate Line) ("E"for Exterior) Max Shear=WL/2 lbs= 2216 lbs Max Defl(TL)=L(I2)/240 in= 0.48 in Support Wall Height: 9 ft Max Moment=WL:/8 ft-lbs= 5263 ft-lbs Max Defl(LL)=L(12)/360 in= 032 in Member Analyzed: SPF#2 Beam PASSES SPF#2 Adjustment Factors Adjusted SPF#2 Designs Values uant tj Depth CD(tb)= 1.15 Ci(Fb)= 1 Fb= 1006.3 psi 2 @ 2x 12 in CD(fv)= 1.15 Fr= 155.3 psi CF(Fb)= 1 E= 1,400,000 psi Required Properties Of Beam Required Posts A= 45 in'> A(a5Q.o)= 21.405 in" 48% S= 84.4 in'> S(arQ•u) 62.8 in' 74% 2x3's=3 I= 474.6 in'> ITL(ReQx)= 128.58 in' 27% or 2x4's=2 ILuarQ,n)= 111.4 in' 23% or 2x6's=1 ,,BRED ARc �4, \)LR Wq<T., ci dc015#0*** APPROVED DATE 3/30/23 N0.9528 52 PFS CORPORATION CORNVILLE Bloomsburg, PA 2i 5 0 ARIZONA 2h G�J C4 4TH OF 91'5 3 ._7= /i7 WHM Inc.-Revised 2/15/2023 WMH STRUCTURAL CALCULATION SHEET I SERIAL NO: 122200 II LOCATION: Rear Box STATE: MA FORMULAS AND FACTORS PER 2015 N S TRUSS REACTIONS ��RED ARC tier _ GQ RWq�lz <O� APPR 3�3 �23 / 0 NO.952852 /tSATE COIZONAE /,'( � ARIZONA 5J FS CORp6JR 4T20N °ti �� Bloomsburg, PA ♦ �LFgTH OF MPSSPG RI= 1143 lbs R2= 1056 lbs Spacing= 24 in.o.c. 8 1 9 4 � < �215 Truss r r$01( 6 3 Roof LL=Pg*0.7*Ct*Unbal.Load (assumes Ce and I=1.0) 5 (Load in psf) Pg *0.7 Ct Unbal. Rf LL 9(post) 2 Design Snow Load 55 0.7 1.1 1.3 55 LOADING CONDITION Actual Snow Load 40 0.7 1.1 1.3 40 l DIAGRAM Width(ft)= 13 Roof Pitch: 3 Top Chord Bot.Chord 1 (Load in psf) LL DL LL DL Total Truss Type. H 'H'=Hinged Design Load 55 10 0 10 75 Actual Load 40 10 0 10 60 I DESIGN LOADING(PSF) Total Load Reduction Factor= Actual 60 = 0.80 LL DL TL Design 75 1ST FL 40 10 50 CEILING 0 7 7 Live Load Reduction Factor= Live Load 40 = 0.67 2ND FL 30 10 40 Total Load 60 ROOF-EXT 305 152 457 ROOF-MAT 282 141 422 Adjusted Loads EXT WALL 0 50 50 WI(tot)= 457 lbs/If W2(tot)= 422 lbs/If MAT WALL 0 40 40 WI(live)= 305 lbs/If W2(live)= 282 lbs/lf LOAD COMBINATION SUMMARY CHART(lbs/10 Loading 1st Floor I st Fl Wall Clg 2nd Floor 2nd Fl Wall Roof/Ext Roof/Mate Total-Ext Total-Mate Condition Total Live Ext I Mate Total Total I Live Ext I Mate Total I Live Total Live Total Live Total I Live I 325 260 325 260 325 260 2 325 260 50 40 46 260 195 567 341 557 341 3 325 260 50 40 46 260 195 50 40 457 305 422 282 998 570 949 553 4 325 260 50 40 457 305 422 282 691 424 652 406 5 46 46 0 46 0 6 260 195 260 195 260 195 7 260 195 50 40 457 305 422 282 642 375 603 358 8 457 305 422 282 457 305 422 282 9 46 260 195 50 40 457 305 422 282 688 375 649 358 Notes: 1. Floor and ceiling loads above are calculated using the following: [Box Width(ft)]/2 x Design Load Example: Ist Floor= 13 /2 x 50 = 325 lbs/If 2 Roof loads are taken from Max Gravity Reactions listed on truss drawing and adjusted to account for spacing and Actual(required) versus Design snow load as shown above. 3 Load totals given for conditions with multiple live loads incorporate a reduction factor of 75 applied to the live loads only. WHM Inc.- Revised 2/15/2023 SERIAL NO: 22200 Pin Rafter Beam& Header Calculation Y Nlicrolam Design Values SPF#2 Design Values Formulas used in Calculations Fb= 2925 psi Fb= 875 psi A=(b)(d) AR,Q.n=[3/2]MaxShear/F,.' 1RrQD(TL)=ArL(1.875)(WIL)(L)'/E Fy= 285 psi Fv= 135 psi S=(b)(d)2/6 SRrQ'n=12(W)Z/8(Fe) 1RFQl)(LL)=ALL(1.875)(W(t.)(L)3/E E= 2,000,000 psi E= 1,400,000 psi I=(b)(d)3/12 Pg=Ground SL x 0.7 X Ct[1 11 X Cs x unbal Beam: Location:Kitchen PIN RAFTER BEAM Pg= 40 Cs= 1 Unbal= 1.3 Loading Parameters: Beam Type: Loading Conditions: Loading Condition: ROOF (Pin Rafter) M ("M"for Microlam) WTL= c .56 plf 30%Added to Loads to ,',. "T '' Accomodate for Drift Loads Length of Beam: 18.5 ft=L ("S"for SPF42) WLL= 364plf Beam Location:RAFTER(Pin Rafter) 1 Distance from End of Rafter Max Shear=WL/2 lbs= 4209 lbs Max Defl(TL)-L(12)/180 in= 0.93 in Support Wall Height: 8 ft Max Moment=W12/8 ft-lbs= 19465 ft-lbs Max Defl(LL)=L(I2)/240 m= 0.62 in Member Analyzed: Mircolam Beam Nlicrolam Adjustment Factors Adjusted Microlam Design Values Quantity Depth CD(fb)= 1:15 Cr(Fb)_ 1 Fb= 3296.5 psi 2 @ 1-1/2x 14 in CD(fv)= 115 F,= 327.8 psi CF(Fb)= 0.98 E= 2,000,000 psi Properties Of Beam Required Properties Of Beam Used Required Posts A= 42 in'> A(mQ.Q)= 19_26 fn2 PASSES 46% S= 98 in'> So,,„,,,= 70.9 in3 PASSES 72% 2x3's=5 1= 686 in'> 11-4,0 Q o)= 486.87 in' PASSES 71% or 2x4's=2 ILumQQ)= 518.56 in4 PASSES 76% or 2x6's=2 cfro APPROVED Header#1: Location:Header(',Kitchen Under Cathedral Beam DATE 3/30/23 Formulas used in Header Calculations PFS CORPORATION S=(b)(d)2/6 SRrQ•o=l2PL2/4(Fe) Bloomsburg, PA f=(b)(d)3/12 IRw.°(TL)=1080PL2/E Header Type: Length of Header 3.5 ft M ("M"for Microlam) CD(ff)= 1.15 Member Analyzed: Mircolam Beam ("S"for SPF#2) CD(tb)= 1(15 Cr(Fb)_ I Quantity Depth CF(Fb)= I. 1 @ 1-1/2x 9.25 in Properties Of Header Required Properties Of Header Adjusted Microlam Design Values A= 13.9 AIRFQ•r,,_ 13.76 in' PASSES Fv= 327.75 psi Fb= 3363.8 psi S= 21.4 In'> S(RLQ,o)= 10.7 in' PASSES E= 2,000,000 psi I= 98.9 in'> ITfAROQo)= 20.41 in' PASSES Max Moment r@i P=Pab/L ft-lbs= 3006.43 ft-lbs a(ft)=1 _ b(ft) 2.5 Max Allowable Defl=L(12)/360 In 0.12 in x 4, P ' 4209 lbs Deflection @ P= 0.02 in Beam: 1111111111111111111111111111111111111111111111111111111111 Max Deflection @ x= 0.02 in PASSES Ri= 3006.429 lbs. Rz 1202.57143 where x is. 1.41 ft to the right of RI lbs Required Bearing: 2.8 inZ Note:Bearing Area Requirements established using SPF#3(Fc=425psi) Required Posts for Header(i: RI= 3006.429 lbs. \���RED A13Cy/T Compression Bearin Use: G R Wq( <' 2x3's=4 > 1 } 4 " QPJ� pF.p C Q ' I -r "' 1-1 or2x4's=2 > 1 } 2 , G✓ _�,< n NO.952852 , or 2x6's=1 = 1 } 1 CORNVILLE "4. ARIZONA 2-,p2� G'2, '44TN OF MPSSP WI-IM Inc.-Revised 2/15/2023 2 ��,7� /e, • Project:WMH-22200 page y-, 4 Paul R.Walter,R.A. Location:Roof Beam / Paul R.Walter,Architect,PLLC Multi-Span Roof Beam 4 10955 East Pear Tree Drive Multi-Span Roof Beam[2015 International Residential Code(2018 NDS)] of ( :. Corneille,Arizona,86325 (3)1.5INx16.01Nx39.75FT(14+25.8) 2.2 Rigidlam LVL-Roseburg Forest Products Section Adequate By:25.5% StruCalc Version 11.0.15.0 2/13/2023 12:37:37 PM Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.10 IN L/1627 0.54 IN L/573 Dead Load -0.04 in 0.38 in Total Load -0.14 IN L/1212 0.92 IN U336 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B C Live Load 1822 lb 8012 lb 3226 lb Dead Load 344 lb 6006 lb 2448 lb i Total Load 2166 lb 14018 lb 5674 lb Uplift(1.5 F.S) -918 lb 0 lb 0 lb Bearing Length 0.64 in 4.15 in 1.68 in w w BEAM DATA Left Center &+w Span Length 14 ft 25.75 ft 14 ft 25.75 ft Unbraced Length-Top 0 ft 0 ft - Unbraced Length-Bottom 14 ft 25.75 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING Left Center Notch Depth 0.00 Roof Live Load RLL= 150 psf 299 psf MATERIAL PROPERTIES Roof Dead Load RDL= 105 psf 205 psf 2.2 Rigidlam LVL-Roseburg Forest Products Roof Tributary Width Side One TW1 = 1 ft 1 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 0 ft 0 ft Bending Stress: Fb= 3100 psi Fb'= 2649 ps Wall Load WALL= 0 plf 0 plf Cd=1 15 C1=0.77 CF=0.96 POINT LOADS-LEFT SPAN Shear Stress: Fv= 290 psi Fv'= 334 psi Load Number One * Cd=1 15 Live Load 1992 lb Modulus of Elasticity: E= 2200 ksi E'= 2200 ksi Dead Load 968 lb Comp. L to Grain: Fc-4= 750 psi Fc--L'= 750 psi Location 7 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: -33764 ft-lb BEAM LOADING Over left support of span 2(Center Span) Left Center Created by combining all dead loads and live loads on span(s)1,2 Total Live Load 150 plf 299 plf Controlling Shear: 8175 lb Total Dead Load(Adjusted for Roof Pitch) 111 plf 216 plf Beam Self Weight At left support of span 2(Center Span) 9 18 plf 18 plf Created by combining all dead loads and live loads on span(s)1,2 Total Load 279 plf 533 plf Comparisons with required sections: Reo'd Provided Section Modulus: 152.97 in3 192 in3 Area(Shear): 36.77 in2 72 in2 Moment of Inertia(deflection): 823.68 in4 1536 in4 Moment: -33764 ft-lb 42377 ft-lb Shear: 8175 lb 16008 lb ,coRED ARC ,5 tioT �<0 QP\3 Pt Wq�Tx, 0 NO.952852 co CORNVILLE gf.g.---- APPROVED p ARIZONA J�� DATE 3/30/23 �FgLTH OF rnPso PFS CORPORATION Bloomsburg, PA page Project:WMH-22200 = Paul R.Walter,R.A. Location:Floor Joists @ Dormer Paul R.Walter,Architect,PLLC Uniformly Loaded Floor Beam �� 10955 East Pear Tree Drive of "� Uniformly Loaded Floor Beam[2015 International Residential Code(2018 NDS)] Comville,Arizona,86325 (2)1.5 IN x 9.25 IN x 13.0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 11.0.15.0 2/13/2023 12:37:38 PM Section Adequate By:21.3% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN U855 Dead Load 0.13 in Total Load 0.32 IN U493 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1169 lb 373 lb Dead Load 696 lb 309 lb 1 Total Load 1865 lb 682 lb Bearing Length 1.46 in 0.53 in w BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft 13ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Spruce-Pine-Fir Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 30 psf 30 psf Bending Stress: Fb= 875 psi Fb'= 963 psi Floor Dead Load FDL= 25 psf 25 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 0.7 ft 0.7 ft Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp. 1 to Grain: Fc 1= 425 psi Fc 1 = BEAM LOADING 425 psi Beam Total Live Load: wL= 42 plf Controlling Moment: 2829 ft-lb Beam Total Dead Load: wD= 35 plf 6.5 ft from left support Beam Self Weight: BSW= 5 plf Created by combining all dead and live loads. Total Maximum Load: wT= 82 plf Controlling Shear: 1865 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 996 lb Dead Load 484 lb Comparisons with required sections: Req'd Provided Location 1.3 ft Section Modulus: 35.27 in3 42.78 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 20.73 in2 27.75 in2 Moment of Inertia(deflection): 96.36 in4 197.86 in4 Moment: 2829 ft-lb 3431 ft-lb Shear: 1865 lb 2498 lb RDgRc-B\� tiiT � \ WAC O� P\)- T Q'yam 01,/<.G4 .-_ n NO.952852 CORNVILLE -i ARIZONA 5 p/1, 11, PG�J Fq4rHoFMPSS cr...g-' '" APPROVED DATE 3/30/23 �� ,,� PFS CORPORATION _� 3 Bloomsburg, PA Project:WMH-22200 - ; page , Location:Dormer Roof Beams Paul R.Walter,R.A. Roof Beam Paul R.Walter,Architect,PLLC / • 10955 East Pear Tree Drive Roof Beam[2015 International Residential Code(2018 NDS) of 1.5 IN x 7.25 IN x 8.3 FT v a Corneille,Arizona,86325 2.0 Rigidlam LVL-Roseburg Forest Products ' �" Section Adequate By:35.7% StruCalc Version 11.1.2.0 3/27/2023 9:56:54 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/370 Dead Load 0.13 in Total Load 0.40 IN L/250 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 996 lb 996 lb Dead Load 481 lb 481 lb Total Load 1477 lb 1477 lb Bearing Length 1.31 in 1.31 in BEAM DATA w Span Length 8.3 ft Unbraced Length-Top 0 ft .�.. � � . v, •, 3 u, Unbraced Length-Bottom 0 ft 8.3ft _ Roof Pitch 12 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING MATERIAL PROPERTIES Side One: 2.0 Rigidlam LVL-Roseburg Forest Products Roof Live Load: LL= 240 psf Base Values Adiusted Roof Dead Load: DL= 80 psf Bending Stress: Fb= 3100 psi Fb'= 3797 psi Tributary Width: TW= 1 ft Cd=1.15 CF=1.07 Side Two: Shear Stress: Fv= 290 psi Fv'= 334 psi Roof Live Load: LL= 0 psf Cd=1.15 Roof Dead Load: DL= 0 psf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Tributary Width: TW= 0 ft Comp.L to Grain: Fc-L= 750 psi Fc-L'= 750 psi Wall Load: WALL= 0 plf Controlling Moment: 3064 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 4.15 ft from left support Adjusted Beam Length: Ladj= 8.3 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 3 plf Controlling Shear: 1477 lb Beam Uniform Live Load: wL= 240 plf At support. Beam Uniform Dead Load: wD_adj= 116 plf Created by combining all dead and live loads. Total Uniform Load: wT= 356 plf Comparisons with required sections: Req'd Provided Section Modulus: 9.69 in3 13.14 in3 Area(Shear): 6.64 in2 10.88 in2 Moment of Inertia(deflection): 34.33 in4 47.63 in4 Moment: 3064 ft-lb 4158 ft-lb Shear: 1477 lb 2418 lb \„cokED 46.c6, �44, PJ�R Wg4.T�l.Ica Q -P 1 �> „.!ice D✓L,:,-, c.,F-5.-- APPROVEDI NO.NVILLE � CORNVILLE DATE 3/30/23 �0 ARIZONA � PFS CORPORATION `L�4(rN OF MPSSPG Bloomsburg, PA . Page Project:WMH-22200 Paul R.Walter,R.A. Location:Built up Studs C._ Paul R.Walter,Architect,PLLC Column 10955 East Pear Tree Drive of Column[2015 International Residential Code(2018 NDS)] Cornville,Arizona,86325 3.5 IN x 5.5 IN x 8 FT 2.0 Rigidlam LVL Roseburg Forest Products StruCalc Version 11.0.15.0 2/13/2023 12:37:40 PM Section Adequate By:30.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 8012 lb Dead Load: Vert-DL-Rxn= 6045 lb , Total Load: Vert-TL-Rxn= 14057 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft ' Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 2.0 Rigidlam LVL-Roseburg Forest Products 01 Base Values Adiusted Compressive Stress: Fc= 3000 psi Fc'= 1054 psi Cd=1.0O Cp=0.35 te Bending Stress(X-X Axis): Fbx= 3100 psi Fbx'= 4033 psi Cd=1.00 CF=1.10 Cf=1.18 a ft F' Bending Stress(Y-Y Axis): Fby= 3100 psi Fby'= 4033 psi Cd=1.00 CF=1.10 Cf=1.18 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Column Section(X-X Axis). dx= 5.5 in ref Column Section(Y-Y Axis): dy= 3.5 in ; Area: A= 19.25 in2 4 Section Modulus(X-X Axis): Sx= 17.65 in3 PI Section Modulus(Y-Y Axis): Sy= 11.23 in3 Slenderness Ratio: Lex/dx= 17.45 Ley/dy= 27.43 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 730 psi Live Load: PL= 8012 lb* Allowable Compressive Stress: Fc'= 1054 psi Dead Load: PD= 6006 lb* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 39 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14057 lb 1 Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 4033 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 4033 psi Combined Stress Factor: CSF= 0.69 i 1 ,,RED ARc, i ( ØW4 4 c�`O 4e- F'P �, 0 NO.952852 CORNVILLE t ARIZONA ,,co G� Z��'alrli OF MPSgP 3/29/23 Project:WMH-22200 page Location:Ridge Peak Insert Paul R.Walter, R.A. Roof Beam Paul R.Walter,Architect,PLLC Roof Beam[2015 International Residential Code(2018 NDS)) 10955 East Pear Tree Drive Corneille,Arizona,86325 or 1.5 IN x 5.5 IN x 5.5 FT . ? #2-Spruce-Pine-Fir-Dry Use Section Adequate By:58.8% StruCalc Version 11.0.15.0 2/13/2023 12:37:40 PM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1056 Dead Load 0.03 in Total Load 0.10 IN L/680 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 278 lb 200 lb Dead Load 158 lb 105 lb Total Load 436 lb 305 lb Bearing Length 0.68 in 0.48 in BEAM DATA Span Length 5.5 ft w Unbraced Length-Top 0 ft .w,. Unbraced Length-Bottom 0 ft 5.5 ft Roof Pitch 12 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Spruce-Pine-Fir Roof Live Load: LL= 30 psf Base Values Adiusted Roof Dead Load: DL= 10 psf Bending Stress: Fb= 875 psi Fb'= 1308 psi Tributary Width: TW= 1 ft Cd=1.15 CF=1.30 Side Two: Shear Stress: Fv= 135 psi Fv'= 155 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 10 psf Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Tributary Width: TW= 1 ft Comp.1-to Grain: Fc-±= 425 psi Fc-12= 425 psi Wall Load: WALL= 0 plf Controlling Moment: 519 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.75 ft from left support Adjusted Beam Length: Ladj= 5.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 2 plf Controlling Shear: 436 lb Beam Uniform Live Load: wL= 60 plf At support. Beam Uniform Dead Load: wD_adj= 30 plf Created by combining all dead and live loads. Total Uniform Load: wT= 90 plf Comparisons with required sections: Req'd Provided POINT LOADS-CENTER SPAN Section Modulus: 4.76 in3 7.56 in3 Load Number One Area(Shear): 4.21 in2 8.25 in2 Live Load 148 lb Moment of Inertia(deflection): 5.5 in4 20.8 in4 Dead Load 99 lb Moment: 519 ft-lb 824 ft-lb Location 1.3 ft Shear: 436 lb 854 lb \�s.RED ARcy/J �40 QPJ�R.Wq/ cc„ '/ --t n NO 952852 CORNVILLE h cic5,--- APPROVED ��� ARIZONA Jg� I DATE 3/30/23 2L�q4TH OF MPSSG� PFS CORPORATION Bloomsburg, PA z' , .-7 page Project:WMH-22200 Paul R.Walter,R.A. Location:Floor Joists in D-Box nx"- Cornville,Arizona,86325 Paul R.Walter,Architect,PLLC 10955 East Pear Tree Drive of Floor Joist Floor Joist[2015 International Residential Code(2018 NOS)] 1.5 IN x 9.251N x 13.0 FT @160.C. #2-Spruce-Pine-Fir-Dry Use StruCalc Version 11.0.15.0 2/13/2023 12:37:41 PM Section Adequate By:13.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/883 Dead Load 0.09 in Total Load 0.27 IN L/588 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 463 lb 304 lb Dead Load 277 lb 127 lb i Total Load 740 lb 431 lb Bearing Length 1.16 in 0.68 in w SUPPORT LOADS A B Live Load 347 plf 228 plf is it Dead Load 208 plf 95 plf Total Load 555 plf 323 plf MATERIAL PROPERTIES #2-Spruce-Pine-Fir JOIST DATA Center Base Values Adjusted Span Length 13 ft Bending Stress: Fb= 875 psi Fb'= 1107 psi I Unbraced Length-Top 0 ft Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 135 psi Fv'= 135 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi JOIST LOADING Comp.-I to Grain: Fc-1= 425 psi Fc--1-'= 425 psi Uniform Floor Loading Center Live Load LL= 30 psf Controlling Moment: 1742 ft-lb Dead Load L DL= 30 psf 4.94 Ft from left support of span 2(Center Span) TL= 40 psf Created by combining all dead loads and live loads on span(s)2 TL TotalA Load For Joist Spacing TwTL = 5 40 plf Controlling Shear: 740 lb Wall Loading At left support of span 2(Center Span) Wall oae Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 185 plf Dead Load(1 to Joists):D1 = 173 plf Comparisons with required sections: Req'd Provided Load Location X1 = 2.3 ft Section Modulus: 18.89 in3 21.39 in3 Area(Shear): 8.22 in2 13.88 in2 Moment of Inertia(deflection): 58.9 in4 144.23 in4 Moment: 1742 ft-lb 1973 ft-lb Shear 740 lb 1249 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 13.88 IN2 Plywood Area: A-ply= 2.08 IN2 Section Centroid: C= 5 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 144 IN4 6c ..gED A/ i 40 JAR Wq(T �0 NO.952852 F APPROVE COZOE I� D 2i ARIZONANA J� i DATE 3/30/23 �ii-6.q<TH OF MPSSPG PFS CORPORATION Bloomsburg, PA • //7 3