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0816 SOUTH MAIN STREET
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J.i f Town of Barnstable Building ,RAW� A Post This Card So TFiat it is Visible From.fhe Street Approved Plans Must be Retained on Job and this,Card Must.be Kept y.. " Posted Untif Final Inspection Has'Been Made z j s6,� �, Permit Whef e a Certificate of Occupancy'�s Regwretl;suchBuildmg stall Not be Occupied until a Final Inspection has bQen made �K Permit NO. B-19-1715 Applicant Name: Ralph A DAntonio Approvals Date Issued: 02/28/2020 Current Use: Structure Permit Type: Building-Demolition Expiration Date: 08/28/2020 Foundation: Location: 816 SOUTH MAIN STREET,CENTERVILLE Map/Lot 185-059 Zoning District: RD-1 Sheathing: Owner on Record: STEVENSON,CURTIS& MONICA W Contractor Name: HOME TEK Framing: 1 _ BUILDERS/AFFORDABLE Address: PO BOX 320127 MODULAR HOUSES LLC 2 BOSTON, MA 02132 Contractor License: 189300 Chimney: Description: Demolish Existing Home Est. Project Cost: $ 12,000.00 Insulation: 411 Project Review Req: `• Permit Fee: $ 125.00 Final: Z Fee Paid: $ 125.00 Plumbing/Gas Date: 2/28/2020 - Y w Rough Plumbing:; (^ '✓ Final Plumbing: Building Official Rough Gas: This permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six months after issuance. Final Gas: All work authorized by this permit shall conform to the approved application and thelapproved construction documents for which this permit has been granted. All construction,alterations and changes of use of any building and structures shall be in compliance with the local zoning by-laws and codes. This permit shall be displayed in a location clearly visible from access street or road and shall°be maintained op n for._public inspection for the entire duration of the Electrical work until the completion of the same. 'Service: The Certificate of occupancy will not be issued until all applicable signatures by the Buildng and Fire i Officials are provided on this permit. Rough: Minimum of Five Call Inspections Required for All Construction Work:1 �'W=- •- -� < •--M.,• ••_ - «- " 1.Foundation or Footing Final: 2.Sheathing Inspection 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed Low Voltage Rough: 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5.Prior to Covering Structural Members(Frame Inspection) tow Voltage Final: 6.Insulation 7.Final Inspection.before Occupancy Health Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Final: Work shall not proceed until the Inspector has approved the various stages of construction. Fire Department "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Final: Building plans are to be available on site All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT . . Town of Barnstable Building Post This Card3o Thatit;is VisibCe From the Street ;Approved_Plans`Must be Retained on°fob and`th�s Card Must be Kept rv�tcn . Posted Until Final Inspection HasBeen Made ���m�� Where a Certificate of:Occupancy is Required,such Building shall Not:be Occupied until a Final Inspection has been made. Permit No. B-19-1716 Applicant Name: Ralph A DAntonio Approvals Date Issued: 02/28/2020 Current Use: Structure Permit Type: Building-New Construction-Rebuild After Expiration Date: 08/28/2020. Foundation: Teardown Map/Lot: 185-059 _ Zoning District: RD-1 Sheathing: Location: 816 SOUTH•MAIN STREET,CENTERVILLE Contractor.Na a-,., HOME TEK Framing: 1 d �� Owner on Record: STEVENSON,CURTIS&MONICA W. BUILDERS/AFFORDABLE MODULAR HOUSES LLC 2 Address: PO BOX 320127 BOSTON, MA 02132 Contractor License. 189300 Chimney: Est. Project Cost: $ 188,000.00 Insulation- Description: Construct New Modular Home and Deck. �• t Permit Fee: $ 1,083.80 Final: Project Review Req: AS BUILT SURVEY REQUIRED BEFORE START OF FRAME BBRS 0138-19 Fee Paid: $1,083.80 Date: 2/28/2020 Plumbing/Gas Rough Plumbing: Final Plumbing: } Building'Official Rough Gas: This permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six monthsafter issuance. = final Gas: All work authorized by this permit shall conform to the approved application and the approved construction documents forwhich this permit has been granted. All construction,alterations and changes of use of any building and structures shall be in compliance with the local zoning by-laws and codes. This permit shall be displayed in a location clearly visible from access street or road and-shallbe maintained open for public.'inspection for the entire duration of the Electrical work until the completion of the same. Service: F, The Certificate of Occupancy will not be issued until all applicable signatures by the Building and Fire Officials areproviclecl,6n`this permit. Rough: Minimum of Five Call Inspections Required for All Construction Work: . 1.Foundation or Footing Final: 2.Sheathing Inspection 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed Low Voltage Rough: 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5.Prior to Covering Structural Members(Frame Inspection) Low Voltage Final: 6.Insulation 7.Final Inspection before Occupancy Health Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Final: Work shall not proceed until the Inspector has approved the various stages of construction. Fire Department "Persons contracting with unregistered contractors do not have access to the guaranty fund"(as set forth in MGL c.142A). Final: Building plans are to be available on site All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT fi �Q Builder of Finer Modular Homes ❑ H$ meTek B UILDERs Affordable Modular Houses Bill D'Antonio bill@hometekbuilder.com Office 508 375 6300 Cell 401 447 5842 P.O.Box 102 411 Main St.(Rt.6A) Yarmouth Port,MA 02675 www.affordablemodularhouses.com .................. s � ; �J v KASS j PitFa... ....� .�..�4Y.........ot�er�ee: . .' .......... oralFee Paid............ . .....;......... .............._........... TOWN OF BARNSTABLE Pamh Approval by......................... . _ .0M. ............... BUELDING PE T Mv........... .. . .. q..... APPLICATION Section 1 —Owner's Information and Project Location . E::- Project Address I Village tl _ ownersNanie Owners 1,egal Adder sfj)e 1 ,1020 City State zirpod-.a� owners Cen# E-mail -� Section 2—Use of Structure Use Groff � Commercial Structure over 35,000 cubic feet Commercial Structure under 35,000 cubic feet Single/Two Family Dwelling CAS Section 3—Type of Permit New Construction [] Move/Relocate ❑ Accessory Structure ❑ Change of use Demo/(entire Am am) ❑ Finish Easement ❑ FamilyfAmnesty ❑ Fire Alarm Rebuild Deck Apartment Sprinkler Sygem [� Addition RctaiWng wall ❑ Solar t ' ❑ Renovation ® Pool Insulation. g UILDING pEpT Other Specify F019 Section 4 - Work Description OWN OF BANS TABLE - Ej`` G_____ a I.act.undatPtt 11/1 Sn(tt.st Application Number................... ,,.,.,,... Section 5—Detail Cost of Proposed Consst=tion Square Footage of Project_ Age of Structure V Dig Safe Number #Of Bedrooms Existing 3 Total#Of Bedrooms(proposed) __ 3 110 MPH Wind Zone Co mpliance Method ❑ 1VIA Checklist ❑ WFCM Checklist El Design Section 6—Project SpeciRcs ❑ i ❑ Oil Tank Storage ❑ Smoke Detectors ❑ Plumbing ❑ Gas ❑ Fire Suppression i ,... El Heating System ❑ Masonry Cbimney ❑Add wate bedroom Water SuPP1Y )XJ Public Private Sewage Deal ® Municipal -On-Site Historic District ❑ Hyannis historic District C1 old Kings Highway Debris Disposal Facility f � ,, I am using a craae � Yes ❑ No Section 7—flood Zone Flood Zone Designation Within or adjacent to a wetland,coastal bank? Yes.❑ No Section S-Zoning Information Zoe I}ist>dsx Proposed.Use Lot Area Sq.Ft. Total Frontage Percentage of Lot Coverage _- _r #of Dwelling Units(on site) Setbacks Front Yard Required Proposes Rear Yard Required ` Proposed Side Yard Required Proposed Has-this property had relief from the Zoning Board in the past? ❑ Yes ❑ No Lastundated- 11/1-inn1R Application Number........................................... Section 9=tonstrnition Sup ,iso, Name Telephone Nurnber Z 74' Address_ a I oa a z)/ &A City_Pse_ State Zip 0 License NmnberG S b$ 74 S v l ieense Type- EnirationDate6j)m /w Contractors Email jA:f:b` a n F 2.. Go'�_Cell# 7 l V 7 ! Q .—.— I understand my responsbities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 GIB the Sffife Building Code. i understand the const naction mspechm Pis,spec Inspections and 780 CMR and the Townof Barnstable.Attach a copy of your license. . Signa e \ Date GtS✓ cy �l Section 10--Home Proee>atent Contractor Name Telephone Number ;� -&3d0 Address, j _�Q� a3 r �� City State zip (� — Re�on Nmubef_ M34, won Date 4 (O ! - I understand my responsibilities under the rules and regulations for Home Improvement Contractors in accordance with 780 CMR the Massachusetts State Building Code. I understand the construction inspection procedures,specific inspections and documentation required b,1780 CMR and the Town of Barnstable.Attach a copy of your H.I.C... Signature Date Section 11 —Home Owners License.Exemption Home Owners Name Telephone Number Cell or Work Number I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 CMR the Massachusetts State Building Code. I understand the construction inspection prom,specific iissgections and documentation r 7_8-0 CMR and the Town of Barnstable. required Signature Date APPLICANT SIGNATURE Sinaturs Date ✓ l�t.Name T 1 , J ` � Telephone Number E-mO permit to: yvaG ��,��i✓v r - T o +A.+.A-AI UGhmo _ Section 12—Department Sign-Offs Health Department Zoning Board(- r=Mred) Historic District Q Site Plan Review(if_reguired) . Fire Department Conservation a For commercial work,please take your plans directly to the fwe departwnt for approvaL Section 13—Ownees And lion I as Owner of the subject +' °� J property hereby . authorize G to act on my behalf, in all matters relative to rk authorized by this buildingernut a 'cation for: (Adcliess of job) Si _ e of._- date- Print _ameT E Last updated: 11/152018 s s _ �1 � .� ,. �fltllllllltltlt{I�lelft��,l't ��� t■■■■�■�■�■�■®®®■�,■�■�■�■�� �l t l l [ 111 It!!ltltttit! ■ ■ .�t�E.i.� ■ ■ ■ ■ ■ ■ III 11 I t I IIIIit11i111 � �■■��-=-- '�■®■■■■.--�-•-.!� ,tftf lflf titliifititittllllttl ■■ ; f = �■®■■■® ■■ �5 1lllllllltillillitllltllllili _ ■■� �m ®� ;■■■■■; not 1111tltlllllllttt 11 I i 1 I �-;� �■■� _ _� �■■■®■■? � ■�■!� lilililllllllllillllltilllltl ,, '�—"'� �■■■■■■■'■■■■■■■■■■■ ■-■-■-� ; III ! t l I ! ! I I ! I I _ ■ ■ ■ � `tllt11f11111111 :.,.�; ,■�������l�•■■■■■■■; ■���■�� ,1 I t t l t t l ! 11 t ! 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I I I i l 1 i l ■■®- -!�Eno 7■■■■■;�■,■■•■� Ilflfltllitlltf�i�f�t�f�l�l�lt �■■� t— — �■■■■■■ �-- - � iiiililflilf llt ■■� ®; ■®! f■■■■■■; ■■f■w illtlllfltlllllli!ltlti1111t11 ■■■ ��'��'- ■■■■■■ ■�S■US ■ � II!!!IIl11llltlllililtl!l111111 ■®� 1mmin ; ■ i �■■■■■; tttfltlltilltltl �■��■ -■- � � ■■■■■, � 11111, � ,tlltiltli!!II!lltltitllitl1111t ■ ■ ® � own!I l I�I�1�1 l I!!'1�I�t�tdl�I ill `;��■■■■®■■■®■�!■!■■■■■�■= � �IIIIIIlIl1111lIIII!!!I! 1 t I ! �■.�■_�` -, s�■■■■■ _ . � tt i 1 I t I t t ! t tltlllltl ■■� � ���■®� f ■■■■■ � ��a;� ;I 111111111111ttlltllltltllltll�■■� �■"■®; �®■�■®■ � ■,� i �iEf�iaf�f�i�t�f�i�f�ftfiil�lft �■■� � ■�;i■' 1■■®■■■ � ,��� � t���l�t�l�t�lflfllllt111lfl111!t ■ ■ ■ � �■ �■;' Itltlltltlllllt i�■mmons���■ ■ ■■ ■ _■ ®,�i {�i�11������1 ��lOtv111��I1i11 . ® III111111t1�1111111�1jljljljlj! �� �IIlitlllllll111l1111lllllltll! �e l WOOD- �s - 1 Office of Consumer Affairs and Business Regulation One Ashburton Place - Suite 1301 Boston, Massachusetts 02108 Home Improvemenf bbn3kr�actor Registration r T d Type: LLC :,° ' Registration: 189300 HOME TEK BUILDERS/AFFORDABLE MODULAR 15 THORWALD PL Expiration: 10/16/2019 YARMOUTHPORT,MA 02675JiE 1 �M ¢ s v97 fiPFr . Update Address and Return Card. 0sm. /r.F�a�n�w,ourusea/!�n�C�i�lrauacfrrar�/le. ' of Consumer Affairs&Business Regulation )ME IMPROVEMENT CONTRACTOR Registration valid for individual use only TYPE:,;LLC before the exx p)lrbVbn`date. If found return to: Reglstration *0'>' Expiration Office of Cofisumer A Irs and Business Regulation 189300 j0/16/2019 0 P k P a-Suite 51 0 K BUILD4RS/AFFORDABLE MODULAR HOUSES Bost n, A 02116 VALIDPL l � -HPORT,MA d2675" Undersecretary Not valid without signature a s' Commonwealth of Massachusetts Division of Professional.Licensure Board of Building Regulations and Standards Construction iSbpgrvisor CS-082705 E-kpires: 04/19/2020 RALPH A DANTONIO's i 4 s 348 FOREST AVENUE yT COHASSET MA:02025 N'' 1 t Commissioner Construction Supervisor ' Restricted to: Unrestricted-Buildings of any use group which contain less than 35,000 cubic feet(991 cubic meters)of enclosed space. i Failure to possess a current edition of the Massachusetts State Building Code is cause for revocation of this license. DPS Licensing information visit:WWW.MASS.GOV/DPS t The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston,MA 02111 www m=assgov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): C r 7 Address: F&12 . City/Statte/Zip: APhone#: LZ e5'e Are y an employer?Check the ap opriate box: Type of project(required): 1. I am a employer with 152 4. 0 lam a general contractor and I 6. ❑New construction ployees(full and/or part-time).* have hired the sub-contractors 2. I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have g, ❑Demolition workingfor mein an capacity. employees and have workers' $ 9. ❑Building addition [No kers' comp.insurance comp.insurance. 1. Electrical repairs required.] 5. ❑ We are a corporation and its ❑ ep ' or additions officers have exercised their 3.❑ I am a homeowner doing all work . 11.El Plumbing repairs or additions myself.[No workers'comp. right of exemption per MGL 12.❑Roof repairs c. 152 1 4 and we have no t , insurance requtred.] § ( ) _ 13.❑Other 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 hue outside contractors must submit anew affidavit indicating such. #Contractors that check this box must attached an additional sheet showing the name of the subcontractors 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 1s providing workers'compensation insurance for my employees Below is thepolicy 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 Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigatipa4f the DIA for' coverage verification. I do he eby c under pains and pe o erlurj&at the information provided above' true correct Si a Date: �y Phone#: D Official use only. Do not write in this area,to be completed by city or town official City or Town: PermidLicense# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.EIectrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." An employer is defined as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged'in a joint enterprise,and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who,resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152,§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct bwldings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152, §25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractors)name(s),address(es)and phone number(s)along with their certificate(s)of . insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers'compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all locations in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for firtme permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e.a dog license or permit to burn leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and fax number: • F The Commonwealth of Massachusetts Department of In&tW Aoddents Office of Investigations 600 Washington Street _ Boston,MA 021.11 Tel.#617-727-4900 ext 406 or 1-877-MASSAM Fax#617-727-7749 Revised 4-24-07 www.mass.gvv/dia WORKERS COMPENSATION AND EMPLOYERS LIABILITY INSURANCE POLICY INFORMATION PAGE A.I.M. Mutual Insurance Company 54 Third Avenue, Burlington, Massachusetts 01803-0970 (000)876-2765 NCCI NO 26158 POLICY NO. AWC-400-7033004-2018A PRIOR NO. AWC-400-7033004-2017A ITEM 1. The Insured: Home Tek Builders Affordable Modular Houses LLC DBA: Mailing address: PO Box 102 FEIN:*-***9799 Yarmouth Port,MA 02675 Legal Entity Type: Limited Liability Company Other workplaces not shown above: See Location 2. The policy period is from 08/11/2018 to 08/11/2019 12:01 am.standard time at the insured's mailing address. 3. A. Workers Compensation Insurance:Part One of the policy applies to the Workers Compensation Law of the states listed here: MA B. Employers'Liability Insurance:Part Two of the"policy applies to work in each state listed in item 3.A. The limits of liability under Part Two are: Bodily Injury by Accident $ 100,000 each accident Bodily Injury by Disease $ 500,000 policy limit Bodily injury by Disease $ 100,000 each employee C. Other States Insurance: Coverage Replaced by Endorsement WC 20 03 06 B D. This Policy includes these Endorsements and Schedules: SEE SCHEDULE 4. The premium for this policy will be determined by our Manuals of Rules,Classifications,Rates and Rating Plans. All information required below is subject to verification and change by audit. Classifications Premium Basis Rates Code Estimated Per$100 Estimated No. Total Annual Of Annual t Remuneration Remuneration Premium L INTEA 001038372 INTER SEE CLASS CODE SCHEDU E Minimum Premium $500 Total Estimated Annual Premium $500 GOV GOV Deposit Premium $500 STATE CLASS MA 5403 State Assessments/Surcharges $.00 x 3.8300% $ This policy,including all endorsements,is hereby countersigned by e57- 'P` �"�'"G� 07/16/2018 Authorized Signature Date Service Office: McShea Insurance Agency Inc 54 Third Avenue 1645 Falmouth Rd Burlington MA 01803 Suite 1 D ' Centerville,MA 02632 WC 00 00 01 A(7-11) Includes copyrighted material of the National Council on Compensation insurance, used with its permission. I A.I.M. Mutual Insurance Company Insured: 7033004 Producer: 01688-001-001 Home Tek Builders Affordable Modular Houses McShea Insurance Agency Inc PO Box 102 1645 Falmouth Rd Yarmouth Port, MA 02675 Suite 1 D Centerville, MA 02632 Insured FEIN: **-***9799 Issue Date: 07/16/2018 Policy Number: AWC-400-7033004-2018A Endorsement Effective Date: 08/11/2018 Policy Period: 08/11/2018-08/11/2019 Endorsement Number: ENDORSEMENT SCHEDULE The forms listed below are included in this policy: Form No. Form Description Applicable States Policy Effective Date AIM-1A Dividend Classification Endorsement 08/11/2018 WC 00 00 00 C Policy Conditions 08/11/2018 WC 00 04 04 Pending Rate Change End. MA 08/11/2018 WC 00 0414 Notification of Change in Ownership 08/11/2018 WC 00 04 22 B Terrorism Risk Endorsement 08/11/2018 WC 20 03 01 MA Limits of Liability Endorsement MA 08/11/2018 WC 20 03 02 A MA Assessment Charge MA 08/11/2018 WC 20 03 03 D MA Notice to Policy Holder Endorsement MA 08/11/2018 WC 20 03 06 B MA Limited Other States Insurance Endorsement MA 08/11/2018 WC 20 03 07 MA Assigned Risk Pool Eligibility Endorsement MA 08/11/2018 WC 20 04 05 MA Premium Due Date Endorsement MA 08/11/2018 WC 20 04 01 MA Pending Premium Change Endorsement MA 08/11/2018 WC 20 06 01 A MA Cancellation Endorsement MA 08/11/2018 WC 20 06 04 MA Policy Definition Endorsement MA 08/11/2018 Insured EndorsementSch(04/11) A.I.M. Mutual Insurance Company Insured: 7033004 Producer: 01688-001-001 Home Tek Builders Affordable Modular Houses McShea Insurance Agency Inc PO Box 102 1645 Falmouth Rd Yarmouth Port,MA 02675 Suite 1 D Centerville, MA 02632 Insured FEIN: "'-t"9799 Issue Date: 07/16/2018 Policy Number: AWC-400-7033004-2018A Endorsement Effective Date: 08/11/2018 Policy Period: 08/11/2018-08/11/2019 Endorsement Number: CLASSIFICATION CODE SCHEDULE Policy Unit:001 Unit State Code: MA Policy Unit Name: Home Tek Builders Affordable Modular Houses LLC Billing Plan:Annual Classification Class Payroll Rate Estimated Description Code No. Amount Per$100 Premium CARPENTRY NOC 5403 If any 7.64 0 ROOFING NOC&YARD EMPLOYEES, 5545 If any 35.68 0 CARPENTRY-DETACHED ONE OR 5645 If any 7.10 0 Manual Premium 0 Standard Premium 0 Loss Constant 50 Expense Constant 159 Minimum Premium Adjustment 291 Estimated Premium(Minimum Premium) 500 DIA ASSESSMENT 3.83% 0 Total Estimated Premium&Surcharge(s) 500- insured C1assCodeSch(04/11) NOTICE NOTICE TO TO EMPLOYEES EMPLOYEES The Commonwealth of Massachusetts DEPARTMENT OF INDUSTRIAL ACCIDENTS 1 Congress Street, Suite 100, Boston, Massachusetts 02114-2017 617-727-4900 As required by Massachusetts General Law,Chapter 152,Sections 21, 22, &30, this will give you notice that I(we)have provided payment to our injured employees under the above mentioned chapter by insuring with: A.I.M. Mutual Insurance Company NAME OF INSURANCE COMPANY P.O.Box 4070 Burlington, MA 01803-0970 ADDRESS OF INSURANCE COMPANY AWC-400-7033004-2018A 08/11/2018-08/11/2019 POLICY NUMBER 1645 Falmouth Rd EFFECTIVE DATES Suite 1 D McShea Insurance Agency Inc Centerville,MA 02632 (508)420-9011 NAME OF INSURANCE AGENT ADDRESS PRONE Home Tek Builders Affordable Modular Houses LLC 231 Route 6A Yarmouth Port, MA 02675 EMPLOYER ADDRESS 07/16/2018 DATE MEDICAL TREATMENT The above named insurer is required in cases of personal injuries arising out of and in the course of employment to furnish adequate and reasonable hospital and medical services in accordance with the. provisions of the Workers Compensation Act. A copy of the First Report of Injury must be given to the injured employee. The employee may select his or her own physician.The reasonable cost of the services provided by the treating physician will be paid by the insurer, if the treatment is necessary and reasonably connected to the work related injury. In cases requiring hospital attention, employees are hereby notified that the insurer has arranged for such attention at the NEAREST AND BEST MEDICAL FACILITY HOSPITAL ADDRESS TO BE POSTED BY EMPLOYER C ' A��® CERTIFICATE OF LIA BIUTY INSURANCE DATE(MM/2o1Ws) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATEDOES.NOTAFFIRMATIVELY,OR NEGATIVELY AMEND,EXTEND ORALTER THE,COVERAGEAFFORDED-BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT. If the certificate holder is an ADDITIONAL INSURED,the policy(lees)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the term and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER - CONTACT Karen Clemente NAME:- Cross Insurance,Inc.-RI PHONE _ (401)431-9200 a/c,No: (401)431-9201 MN%376 Newport Avenue ItAIAIL ncerfificates@crossagency.com -- ADDRESS: P.O.BOX 4830 INSURERS)AFFORDING COVERAGE NAIC S East Providence RI 02916 INSURERA: Motorist Insurance 13331 INSURED - INSURER a. Northland Ins.Co. Brunelle Modular Erectors Corp INSURER C: The Beacon Mutual Ins Co Brunelle Trucking&Equipment INSURER D 37 Alco Street INSURER E Fall River MA 02721 INSURER F: COVERAGES CERTIFICATE NUMBER- CL1921378055 REVISION:NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWnliSTANDMANY REOURED1lENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. - INSR ADUL SUOR P I EFF M POLICY LIMITS LTR TYPE OF INSURANCE MSD WVD .POLICY NUMBER MID COMMERC1Al..GENER&r IJABILITY EACH OCCURRENCE- $ 1,000,000 D 500,000 CLAIMS-MADE OCCUR PREMISES a occurrence $ MED EXP(Any one person) $ 15,000 - - A 5000036967 02/13/2019 02M312020 PERSONAL&ADVINJURY $ 1,000,000 GEN'LAGGREGATE LIMrrAPP1JES PER: GENERALAGGREGATE $ 3,000,000 POLICY P CT �.LOC PRODUCTS-COMPIOPAGG-. $ 3,000,,000 OTHER: $ AUTOMOBILELLAEM-11Y COMBINED SINGLE LIMIT $ 1,000,000 Ea accident) ANY AUTO BODILY INJURY{Per person) $ B - OWNED SCHEDULED WN249630 12/15/2018 12M 5/2019 BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per actideat Uninsured motorist $ 1,000,000 -UMBRELLA IJAB OCCUR W y Vv ' EACH OCCURRENCE $ EXCESS LIAR HCLAIMS-MADE AGGREGATE $ DED RETENTION$ r $ WORKERS COMPENSATION PER OTH- AND EMPLOYERS'LIABILITY - STATUTE I I ER ` ANY PROPRIETOR/PARTNERIEXECUTIVE YIN 500,000 C OFFICER/MEMBER EXCLUDED? a NIA 64768 11/02/2018 11/02/2019 E.L.EACHACCIDENT $ (Mandatory in NH) - E.L DISEASE-EA EMPLOYEE- $ 500,000 If yes,describe under 500,000 DESCRIPTION OF OPERATIONS betow E.L.DISEASE-POLICY LIMIT $ _T DESCRIPTION OF OPERATIONS I LOCATIONS 1.VEHICLES(ACORD 101,.Addtdonai Remarks Schedule,may he attached rf,mote_space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN Home Tek Builders ACCORDANCE WITH THE POLICY PROVISIONS: PO Box 102 'AUTHORIIED TIVE Yarmouthport MA 02675 ( C� L�31E88-2015 ACORD CORPORATION. All rights reserved. ACORD_25_(201&l43) The ACORD.name andlo -of - PAULCAR-01 AGARABEDIAN CERTIFICATE OF LIABILITY INSURANCE DATE(MNI/DD/YYYY) 10/1512018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(Sh AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER.' IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONALINSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the Leans and conditions of the policy,certain policies may require.an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsementis). PRODUCER CNANMTACT Gullotti Insurance Agency,Inc. PNONEEE 1 202-9�150 FAX -20 Burlington Mall Road Ep,INo Ext) (78 ) IA/C,NoI:���)229-0358 Suite 260 ADDRESS:insurance@gultottiins.com Burlington,MA 01$03 INSu S AFFORDING COVERAGE NAICn INSURERA:Arbella Protection INSURED INSURER B: Paul Carrigan dba Carrigan Heating_&-Air Conditioning INSURER C: 30 Amvets Ave INSURER D: Falmouth,MA 02540 INSURER E: JJ INSURER F: I COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE.AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES-LIMITS SHOWN MAY HAVE BEEN REDUCED BY:PAID CLAIMS. INSR TYPE OF INSURANCE ADOL SUBR POLICY NUMBER POLICY EFF ' POLICY EXP LIMITSLTR A X COMMERCIAL GENERAL LIABILITY - 1,000,000 EACH OCCURRENCE $ CLAIMS-MADE I i OCCUR 520042719 0812712W8 =2712019 DAMAGE ToRENTED 100,000 -- PREMISES occutrerece)__ $ MED EXP(Any oneperson) $ 10,000 1 PERSONAL&ADV INJURY $ 1,000,000 7 L AGGREGATE LIMIT APPLIES PER: - i GENERAL AGGREGATE $ Z000,000 X POLICY I PE� I LOC I PRODUCTS-COMP/OP AGG $ 2,000,000 OTHER: $ AUTOMOBILE LIASHM I CO a�ca�NdeDn1SINGLE LIMIT $ ANY AUTO BODILY INJURY Perperson) $ —_ OWNED SCHEDULED AUTOS ONLY AUUOTOSyy����pp BODILY INJURY Per accident $ AUTOS ONLY AUTO ONLY Per adentDAMAGE $ $ UMtntFl r a LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED I I RETENTION$ $ WORKERS COMPENSATION PER 1OTH- AND EMPLOYERS'LIABILITY Y/N ATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE F— I N/A E.L.EACH ACCIDENT $ OFFICER/MEMBFBR EXCLUDED? (Mandatory in N ) E.L.DISEASE-EA EMPLOYE $ If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(ACORD 101,Addfdonal Remaft Schedule,may be attached K more space Is required) Certifiate holder Is listed as an additional insured with regards to liability CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Home Tech Builders THE EXPIRATION. DATE THEREOF, NOTICE.WILL_BE.DELIVERED_,IN ACCORDANCE WITH THE POLICY PROVISIONS. 15 Thorwald Place Yarmouth Port,.MA 02675. AUTHORS REPRESENTATIVE ACORD 25(2016103) IN8-2015 ACORD CORPORATION. All rights reserved. The ACORD Brame and logo are-registered marks_of ACORD. i Lauzon, Jeffrey From: Lauzon, Jeffrey Sent: Monday,June 24, 2019 10:05 AM To: 'bill@hometekbuilder.com' Cc: Lauzon, Jeffrey Subject: ViewPermit, Permit No:TB-19-1716 Applicant, Please be advised that the above application has been reviewed and the following is noted: 1) No Building Board of Regulations approval submitted. 2) No provisions demonstrating flood zone compliance submitted. —3) The construction supervisor license submitted has no demonstrated connection with project. r 4) No certification information submitted for set crew. The application is denied pending the submission of the required documents. And, if aggrieved by this notice;you may file a Notice of Appeal (specifying the grounds thereof) with the State Building Appeals Board within forty-five (45) days of the receipt of this notice., Respectfully, Jeffrey Lauzon Chief Local Inspector (508) 862-4034 ieffrey.lauzon(a town.barnstable.ma.us SETt�kticS Do N30r /v►EE /LEq �.�,�,�-S 1 Lauzon, Jeffrey From: Lauzon, Jeffrey Sent: Monday,June 24, 2019 9:47 AM To: 'Bill@hometekbuilder.com' Cc: Lauzon, Jeffrey Subject: ViewPermit, Permit No: TB-19-1715 Applicant, Please be advised that the above application has been reviewed and the following is noted: - 1) No utility shut off confirmation submitted for water, electric and gas. The application is denied pending the submission of the required documents.And, if aggrieved by this notice; you may fila a Notice of Appeal (specifying the grounds thereof)with the State Building Appeals Board within forty-five (45) days of the receipt of this notice. Respectfully, Jeffrey Lauzon Chief Local Inspector (508) 862-4034 a ei ffrey.lauzon ,town.barnstable.ma.us 1 h. =, I—HOmeTekBUILDERS Affordable Modular Houses July 9, 2019 Let this letter be a confirmation that Ralph D'Antonio license # CS-082705 is an employee of HomeTek Builder/Affordable Modular Houses. spec ully,, � " William D'Antonio President PO Box 102 411 Main St.,Building Five,Route 6A Yarmouth Port,MA 02675 Tel:508 375 6300 Fax:508 375 6331 E:bill@hometekbuilder.com www.affordablemodularhouses.com p U.S. DEPARTMENT OF HOMELAND SECURITY OMB No.1660-0008 Federal Emergency Management Agency Expiration Date: November 30,2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for(1)community official,(2)insurance agent/company,and(3)building owner. SECTION A—PROPERTY INFORMATION FOR-INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Curtis&Monica Stevenson A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg. No.)or P.O.Route and Company NAIC Number: Box No. 816 South Main Street City State ZIP Code Centerville Massachusetts 02632 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) Map 185 Parcel 59 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) Residential A5. Latitude/Longitude: Lat, 41°38'11.16"N Long, 70°21'27.10"W Horizontal Datum: ❑ NAD 1927 ❑X NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 7 A8. For a building with a crawispace or enclosure(s): a) Square footage of crawispace or enclosure(s) 990 sq ft b) Number of permanent flood openings in the crawispace or enclosure(s)within 1.0 foot above adjacent grade 5 c) Total net area of flood openings in A8.b 1,000 sq in d) Engineered flood openings? ,X❑Yes ❑ No A9.For a building with an attached garage: a) Square footage of attached garage sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b sq in. d) Engineered flood openings? ❑Yes ❑ No SECTION B—FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3. State Barntstable 250001 Barnstable Massachusetts B4.Map/Panel B5.Suffix B6. FIRM Index B7.FIRM Panel B8.Flood Zone(s) B9.Base Flood Elevation(s) Number Date Effective/ (Zone AO,use Base Revised Date Flood Depth) , 25001CO563J J 07/16/2014 07/16/2014 AE EL 13&EL 12 1310. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item 139: ❑ AS Profile ❑X FIRM ❑'Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 0 NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes Q No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 1 of 6 OMB No, 1660-0008 ELEVATION CERTIFICATE Expiration Date:November 30,2018 IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE i Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No. or P.O.Route and Box No. Policy Number: i 9 (• 9 P•� 9• ) Y 816 South Main Street City State ZIP Code Company NAIC Number Centerville Massachusetts 02632 SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑X Construction Drawings* ❑Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only,enter meters. Benchmark Utilized: RTK GPS PER MTS NETWORK Vertical Datum:NAVD 88 Indicate elevation datum used for the elevations in items a)through h)below. ❑ NGVD 1929 ❑x NAVD 1988 ❑Other/Source: I Datum used for building elevations must be the same as that used for the BFE. f Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) ti 5 feet ❑ meters b) Top of the next higher floor 15 0 Z feet ❑ meters c) Bottom of the lowest horizontal structural member(V Zones only) NSA. ❑x feet ❑meters d) Attached garage(top of slab) NSA ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 15,0 ❑x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 6.0 ❑x feet ❑ meters g) Highest adjacent(finished)grade next to building(HAG) 10,0 n feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including 5. 5 ® feet ❑ meters structural support SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. !understand that any false statement may be punishable by fine orimprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? 19 Yes ❑No ❑Check here if attachments. Certifiers Name License Number Daniel A.Ojala 40980 Title a � .;; 4 .99 Prof.Civil Engineer,Prof.Land Surveyor DANIELz Company Name t o Plade Down Cape Engineering Inc. Address 939 Main Street S1JR\1E�4 City State ZIP Code . Yarmouthport Massachusetts 02675 Signature ` Date Telephone qallaci�.-, � -zF 1 (508)362-4541 Copy all pages of this Elevation Certificate ants for(1)community official,(2)insurance agent/company,and(3)building owner. Comments(including type of equipment and location,per C2(e),if applicable) Vertical datum is NAVD88 from MTS RTK GPS.Five smart vent flood vents are to be provided.All utilities are proposed at or above the first floor elevation of 15.0 FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 2 of 6 zPRELIMINARY - NOT FOR CONSTRUCTIONsz"� "� N z an I' --Ii, .S S -------------------------------------------------------- ;bpi I o h�39To f�I m a +i° + ; i liow N LZIC -(0 3S .A--V (Jpt.tF`UVIIDS C�restJ+�/its � � to s �— I I T7fE 1PIlO WPC (b1.�nOw r•.1 /tr.)Gt�D 12+5• O IJ GT FDUr2_. av I , W o / ' I I ' • W O Q 'Ta��.�,4�z � I ��h-t�e.a P�or�•ra R.>Jcrs�rtil .��u�ti � , _� Z Y • i i A*-)O a a I I I I Mac—ftj> I i ) tom i GF Pa+►.�Ilur. I faP AAIp P.ln I j W r4!RrE L � . h - I OJ ay ' ---------- - --I- to • I �---- ---- - --1—G-ter-'----- -------i--G--� I l r (n M" z , I � N , O �.. I ? i co vmnr+ �wnn m Q W/w t&U oP�+�e/FGj. I I �j z " m 1 FbT ir"t..G2av4A01•Al'l6L i i 0N0L` 3 • ; M CIWQLa 7 At ra►n /}NGttUrzOoe'eS: I 3EE i I (won GtS•TAa�. Ab77-0yam �(gp0. W1b'K3°XY4.°Feq--- -50*cgto:32°0/c, 2•7- tR- 34° I GcbU�lLr�G�4v aU'f "_'5 " / I t N U n �✓)# ��.5 , t 3 A , I w s; 8" MINIMUM CONCRETE WALLS 1 N � /A/>'J I• 21E m CST I L-------- -------- ----------------------- u a --------- --------------------- TF-J �a,�•r c FOUNDATION DRAWINGS ARE TO BE USED AS A GWIDL•ONLY. 4wert.OF -ill PROFESSIONAL BUILDING SYSTEMS wnLNOT ACCEPT ANY LIABnX Y OR RESPONSMILr Y FOR INCORRECT FOUNDATIONS �(m�T _ZOO �1C XCA,. �1.7 L��..Je• der 9 r��y1 FODNDA790NDRIA7NGSARS PREL7MINARYANDAREM07•FOR CJJ �'�'"L _ �f/'�'—t R=�v�G ✓C�r�"•r` ODNS7YtDMON COLUMN SPACING ANDIAADINGSARESUBT G�'Y BRANDYf 10 23 20i8 3:03:38 PM S TO CHANGE UPON COMPIETION OF APPROVED SAND A15 5&W.,av OR STRUCRJRAL CALCUIJ�TIONS. r v TES: 1. PERIMETER RAIL ATTACHED TO SILL WITH 16d. NAILS AT 6" D.C. 5• NO @-Vdtf) 2. PIER FOOTINGS BASED UPON 2000 PSF. ALLOWABLE SOIL BEARING PRESSURE - J 3. CONCRETE COMPRESSIVE STRENGTH: 3000 PSI 6.WINDOWS OR VENTS (INSTALLED BY BLDR) ARE REO'D. TO PROVIDE T/15C OF FLOOR AREA AS FREE VENTILATION u a. M OR S TYPE MORTAR TO BE USED AND SHALL 3E LOCATED AS CLOSE TO CORNERS AS POSSIBLE. NOTES \ \ AWPa 1.DATUM LS NaVrI6a 2.TH PLAN IS FOR PROPOSED NOD(ONLY AND NOT TO A' DN fND I \1�7 - PURPOSE. 10 LOT LINE STAKING OR ANY OTHER 4�M 10 h Y CONTRACTOR SHALL BE RSSPON9aLE FOR CALL ,yt • d�• �i '� ! ! C, / DICSAFE(1-889-511-72]0)AND YEPoFYUIG INS �" m•� /� ° •f) ��' / I / PRIOR To OF ALL UNDIRI,ROlINO @ OVFJaRAO UnU1CS (� 'J/�/, a r\ PRIOR ro CpYIC LOCAOIT OF WONN. B f.EXISTING SEPTIC LOCATOII PER TIE-CARD ON f11E a �� I \� 1 • WITH TOWN. S. / \ y FLOOD RESISTANT FOUNDATION DESIGN 13Y OMC" PAR•L \ REOWRED. NO'DAm1ENr ALLOWED. O t f fie. �°a bL�i �2� �/ aT� a. e oRwEus/9TaE TRFi aEs FOR aooF P at`a ALM1;/ °?4' o-STAKED.SILT �p 7• /` 1 , , B•'b' \ u (I \ `\ / 1• CE(WORK / •'J=CN 1 7.EASTN6 pWELUNO IS D 101100N:NO INCREASE W N� ° LIMIT LINE) �XrhnG I•' -�-� _--••»>//! . 1 CAI • Ixsm+c stunt sn1EY TO De Sound ,44 ,�' p4� y S• 1 I D'NFELLI%O9 Posm M1� LOCUS MAP r, RAaxRF� ..,.`4`I SCALE 1"=2000't <� /+ ;ASEEP r- �� C 111 I •� vt-'�m \{� '� 3A ASSESSORS MAP 185 PARCEL 59 \ /I `I LOCUS IS 14)ININ FEMA FLOOD ZONE X \\ 41 ��('a O 1 to ,-••�/! (AREA OF MINIMAL FLOOD HAZARD)AND N COMMUNITY O X 7 6y r v.:• �I r I9r/ HOWN UT PANEL#25001 52 AND EL 13)AS8 J O DAIED c 7 16 2014 � ZONING SUMMARY �` y ry 1 lop", �/� T �•o v M1 ZONING DISTRICT: RD-1 RESIDENTIAL DISTRICT 'L. �^ { aot P ./ OT 32 ti 43,560 S.F. EXISTING: 14.25PROPOSED: \ GARAGE \0 IW'� � 4• *A� ( MIN LOT SIZE 43,560 S. 14,251 S.F. T4,251 SF: •�\ / / MIN.LOT FRONTAGE 20' 20' 20' a MIN.LOT WIDTH 125' 20' 20' </ •-ll. �.- MIN.FRONT SETBACK 30' MIN.SIDE SETBACK 10' 7.81 7.8(3.7'ACCESS) MIN.REAR SETBACK 10' 19.1' 22.9' MAX.BUILDING HEIGHT 20' 11.0 APPROXIMATE �H ELEV. 1:CONCRETE BOUND \ \ ( MAX.LOT COVERAGE 0.3 0.12 0.14 DWELLING AT ELEV. 14.56' �! FLOOR AREA RATIO 0.30 0.12 0.14 FROM GIS SITE IS LOCATE ER D WITHIN THE AQUIFER PROTECTION.OVMLAY DISTRICT �\� OWNER OF RECORD RIVERFRONT I ' P o neon 3217MONICA W.STEVENSON � � MITIGATION CALCULATIONS: ! r BosTON.Mn ozlsz HARDSCAPIE 0-100' Too-zoo• 11 REFERENCES EXISTING: 212 SF 3.399 SF -� CERT.189402 PROPOSED: 212 SF 3.33030 SF I LC PLAN 8884-S(SHEET 2)-LOT 32 I CHANGE: 0 SF -69 SF ` DEP SEPTIC INSPECTION 0.8/6/09(PASSED) LOCAL BUFFER REGULATIONS (SALT MARSH) I� f SITE PLAN MITIGATION CALCULATIONS: I� ` `\ OF LEGEND NARDCCAPE 0-50' 50-IW a 816 SOUTH MAIN STREET _PD_ Gam,. EXISTING: D SF 1,236 SF , { � $ \ CENTERVILLE, MA X'AT S EXIST.seal OLV. PROPOSED: 0 SF 1,030 SF { PREPARED FOR —(rT]-- PRopam CoNT" CHANGE: 0 SF -206 SF I CURTIS & MONICA STEVENSON 1-41 PROPOSED SPOT a. THI - 11M APRIL 9,2019 TEst MOLE efol O dIILA Pm wS5n00c&ape.e0-m9S 0pP1 l SAVE OF GROiD OJALAW M rinj LIMIT,POLE W45502 n JOWN sepe engineering,ins. FIRE MDRUPT "+\ civil engineerS NTm aw.Rl snm s ulr.�un n ou+ro '+i Seolea'=20' 1'{��1_)o" en sPJrveyors 939 Hain STreef(Rte 6A) DCE E f 8-3 S5 r. 10 So 30 e0 50 FEE- DATE DANIEL A.OJALA,P.E,P.L rARAIOUMPORT AtA 02675 1S-US SnVFNSON.ORG JOB NO.•058]4 E0301 { AMSTAKE D 1 s 390 s 627 02'1V=2020 10-04 Town ofBarrABLE LAND COURT REGISTRY Imo ! »• Zoning Board of Appeals 20 ,If;PI 21 P': Decision and Notice Special Permit No. 2020-002-Stevenson Section 240-91(H)3-Nonconforming lot-Developed lot Protection To allow the demolition of an existing dwelling and construction of a new dwelling which will not comply with the required side yard setback Summary: Granted with Conditions Applicant: Curtis Stevenson and Monica W.Stevenson Property Address: 816 South Main Street, Centerville, MA Assessor's Map/Parcel: 185/059 Zoning: Residence 0-1 (RD-1) Hearing Date: January 8,2020 Recording Information: Cert.No. 189402 Lot 32 on Land Court Plan 8884-S (Sheet 2) Background Curtis Stevenson and Monica W. Stevenson applied for a Special Permit pursuant to Section 240- '91.H (3) - Developed Lot Protection -• Demolition and Rebuilding on Nonconforming'Lots. The `Applicants propose to demolish an existing two-story, 1,867 square foot, single-family dwelling with attached deck and construct a two-story, 1,802 square foot, single-family dwelling with attached deck which will maintain a nonconforming side yard setback of 7.8 feet where a minimum of 10 feet is required in the zoning district in which it is located. The subject property is located at 816 South Main Street,.Centerville, MA as shown on Assessor's Map 185 as Parcel 059. It is located in the Residence D-1 (RD-1)Zoning District. The subject lot is :33 acres and developed with a 1,867 gross square foot dwelling constructed in 1975. The lot has frontage on South Main Street in Centerville. Undersized lots.appear typical for the area. The property is served by public water, gas and private septic. The existing dwelling has a side yard setback of 7.8 feet and the proposed dwelling has a side yard setback of 7.8 feet where 10 feet is the minimum required. The lot size is 14,251 square feet where two acres is required. Under Section 240-91 (H)(3)(a) Special Permit is required for demolition and rebuilding because the proposed dwelling does not meet the setback criteria in H(1)(a). Procedural & Hearing Summary Special Permit Application No:'20207002 for the demolition of an existing two-story, 1,867 square foot, single-family dwelling and construct a two-story, 1,802 square foot, single-family dwelling with attached deck which will maintain a nonconforming side yard setback of 7.8 feet was filed at the Town Clerk's office and office of the Zoning Board of Appeals,on December 6, 2019. A public hearing before the-Zoning Board of Appeals was duly advertised.and notice sent to all abutters and interested parties in accordance with.MGL Chapter 40A. The hearing was opened on January 8, `2020 at ,which time*the Board found to grant the Special Permit subject to conditions. Board t Members deciding this.appeal were: Alex Rodolakis, David Hirsch, Paul Pinard, Jacob Dewey, and Todd Walantis. Attorney Marian Rose presented the application before the Board.: Attomey"Rose reviewed Section 240-91 (H) (3) requirements. She stated the existing dwelling is in the flood plain and must be elevated to meet the FEMA regulations. Attorney Rose stated the proposed dwelling is slightly smaller square-footage than the existing dwelling but will increase in height.. She concluded that Town of Barnstable Zoning Board of Appeals-Decision and Notice Special Permit No.2020-002-Stevenson this proposal does not push the boundaries of what is allowed under the Ordinance. Attorney Rose stated the project has already received Conservation.Commission approval. The Board discussed any potential view impacts and the existing easement. The Chair requested public comment and no one spoke. Findings of Fact At the hearing on January 8, 2020, the.Board made the following findings of fact in Special Permit Application No. 2020-002, a request to demolish an existing single-family dwelling and construct a single-family dwelling: 1. The application falls within a category specifically excepted in the ordinance for a grant of a special permit. Section 240-91(H)(3) allows for the complete demolition and rebuilding of a residence on a nonconforming lot where the proposed setbacks are equal to or greater than the yard setbacks of the existing building. The existing side yard setback and the proposed side yard setback are both 7.8 feet. , ti 2. Site Plan Review is not required for-single-family residential dwellings. .3:�After an evaluation of all the evidence presented,the proposal fulfills the spirit and intent of the Zoning Ordinance and would not represent a substantial detriment to the public good or the neighborhood affected. 4. The proposed yard setbacks must be equal to or greater than the,yard setbacks of the existing building. The existing side yard setback and the proposed side yard setback are both, , 7:8 feet. 5. The proposed lot coverage shall not exceed 20%or the existing lot coverage,whichever is greater. The proposed lot coverage is 11%. . 6. The floor-area ratio shall not exceed 0.30 or the existing floor area ratio of the structure being demolished, whichever is.greater.. The proposed FAR is .14 or 14%. 7. 'The building height, in feet, shall not exceed 30 feet to the highest plate and shall contain no more than 2 % stories. The proposed height is 26:5 feet to the top of the plate(30 feet maximum allowed) 8. The. proposed new dwelling would not be substantially more detrimental to :the neighborhood than the existing dwelling. The vote to accept the findings was: YAY: Alex Rodolakis;David Hirsch, Paul Pinard,Jacob Dewey,and Todd Walantis . NAY: None Decision Based on the findings of fact, a motion was duly made,and seconded to grant Special Permit No. 2020-002 subject to the following conditions: 1. Special Permit.No. 2020-002 is granted to Curtis Stevenson and Monica W. Stevenson for' the demolition of an existing dwelling'and construction of a 1,802 gross floor area dwelling at 816 South Main Street, Centerville,.MA. 2. The site development.shall be constructed in substantial conformance with the plan entitled "'Site Plan of 816 South Main Street Centerville, MA" prepared by Down Cape Engineering, dated April 91 2019 with a last revision date of December 4, 2019. 3. The total lot coverage of all structures on the lot shall not exceed 11% and the floor-area ratio shall not exceed 140A: - r 2 Town of Barnstable Zoning Board of Appeals-Decision and Notice Special Permit No.2020-002-Stevenson 4. The proposed redevelopment shall represent full build-out of the lot. Further expansion of the dwelling or construction of additional accessory structures is prohibited without prior approval from the Board. 5. All mechanical equipment associated with the dwelling (air conditioners, electric generators, etc.)shall be screened from neighboring homes and the public tight-of-way. 6. The decision shall be recorded at the Barnstable County Registry of Deeds/Land Court and copies of.the recorded decision shall be submitted.to the Zoning Board of Appeals Office and the Building Division prior to issuance of the building permit. The rights authorized by this special permit must be exercised within two years, unless extended. The vote was: YAY: Alex Rodolakis, David Hirsch, Paul Pinard,Jacob Dewey, and Todd Walantis NAY: None Ordered Special Permit No. 2020-002 to demolish an existing two-story, 1,867 square foot, single-family dwelling with attached deck and construct a two-story, 1,802 square foot, single-family dwelling with attached deck which will maintain a.nonconforming side yard setback of 7.8 feet at 816 South Main Street, Centerville, has been granted with conditions. This decision must be,recorded at the Barnstable Registry of Deeds for it to be in effect and notice of that recording submitted to the Zoning Board of Appeals Office. The relief authorized by this decision must be exercised within two years unless extended. Appeals of this decision, if any, shall be made pursuant to MGL Chapter 40A, Section 17, within twenty(20) days after the date of the filing of this decision, a copy of which ' must be fil d in office of the Barnstable Town Clerk. Alex Wodolakis, Chair Datb Signed ' I, Ann Quirk, Clerk of the Town of Barnstable, Barnstable County, Massachusetts, hereby certify ` that twenty(20)days have elapsed since the Zoning Board of Appeals filed this decision and that no appeal of the decision has been filed in the office of the Town Clerk. Signed and sealed.this 1 day of W1W under the pains and penalties of. perjury. iF Ann Quirk,Town Clerk _ } ' Xf,3i ' L!1. Town of Barnstable NAM Assessing Division s6,5,u9-c+'� 367 Main Street,Hyannis MA 02601• www.townofba rnsta blems Office: 508-8624022 Edward F O'Neil,MAA FAX: 508-8624722 Director of Assessing. r ABUTTERS LIST CERTIFICATION DATE: December 23, 2019 _ RE: Abutters List For Parcel(s) : 185-059 . As requested, I hereby certify the names and addresses as submitted on the attached sheet(s) as required under Chapter 40A, Section 11 of the " Massachusetts General Laws for the above referenced parcels as they appear , { on the most recent tax list with mailing addresses supplied. Board of Assessors Town of Barnstable Town of Barnstable Geographic Information System December 18,2019. 186006 186031 ::`:: 186071 ':'=> :•186070 i::{•,;`: :, 186036004 #51 186005. r^: /�. f.iY. : #70 t :::iJ` �il! • ! iy !'•rat; 186036003 076 �1 a 2r 8728 ./''::':''•:n.fir^+:_/,;�f::}�"^'':':': '<:.•: r!. <%%!:.�::ice•:: - / i'ri Y .186 os o01 ;� 'i'•196004 ; r' /,.. .�jr / ^r # ,r, i -/ 86 •+rJ. 06§oOZ:i; :'•✓,%'%i=':" :.r .:•tU per, '•'r..:;+„r! :' ,fey. i. s v _ 86067,r 1/ 'r r 4 - #'•'=>% -'18607 002 '�i=•�`� 33 rr ,y t ! �U l/•iir :Clr, ,,:�;. /186 :i• J ';1t57 .r - r/.: :;.mil,;�-r:: •k/i '97., rr!/: ,r. ;:i?::/: ,�,.^. '1$$� � it •'/' :.+/� ,l'"/:!%y ./..: Jr/ r, ':' #Teti:' r-✓r:r�, ,�..... . �f%`./ �> ,!':�'i;:,Jr ! :%: ✓:• 'l. '.•l; 'J•r. ri<•r;ir.. 185010 0760 / r% i//✓ ,/ �/i .,r r,..,f/,G; : rr,,, ,r,. /. J 'u s�/� r;"k, r•r/ ;1:;r. 8 �. r• i .. 1 5009 .�!/ !%/�%' ! �it/:r %'✓,l:, lyy..�. .! ::/:,%. it ',,�,l, i ZOO-. /j/i/r/: J{$18.�. ;% i ;. f:.�i, �!, /i 185006i✓r::' f;f85007 ,� /ir/: ��j �. Jf,i �.✓ :� !i •. ,;r•f�i oi.�'; i�,'^ r r(XJ r/'J ' '='.1�.- �/!��j!�/�,J/�%.: / r''!��.s �.i,, !':��� :• ,y:.:?'r,j+FS :��;!'!.>';;.#,.�796,.1!✓/if i }. �2� d / �/ �I�SooQST, , �,/,.�;,:•i'i..:. +✓ r !/r/�// /r�/�//i ir.�fi/'/�, ';r:!:!!;J':Y,17..:,;./7 j r''" '/r"'ivn.:..' i/✓:%;l�j;J.t: :r /%'i!,. ,/,,/ l/��i'�.�/,.. �% ,/.,:Jrr;/r,.:�J l /•: :'•�ii %%•i. %. 'J'a iii:- 4l!/J�it Jr' !•%/r �i::, .S j;: r v :%- 1850120010 / .!r' .. 1.%'•-<t< ,... .!.•. / / •i/ N 18501 J 8S058/ r r. ! r ! r ! 83 ... r •v / / 1 r !: / G ri"job4 / - rl.n J-' J/ r' !r. %• f •J Y(/ •� y , r . v •r .�/. �.. '..'✓,ice'• J n. - 'irrr , / r.. r •'1 y ri. r< ':re5oi5 'r• 4 / r/• `1 / ! ,r 185003 /:' #60 r /.;: i.;,. i•!Xi' ,' ft185ot6.: 0 72 F .;.. :.::::.._: 185038 #0 185037 #0 #0 DISCLAIMERS:This map Is for planning purposes only,It Is not adequate for legal Map:185 Parcel:058 Zoning Board of Appeals(ZBA) boundary determination or regulatory Interpretation. Enlargements beyond a scale or Selected Parcel 1-100'may not meet established map a=mcy standards.The parcel lines on this map Abutter List Type-Parties of interest are those directly opposite subject lot on lllf � are only graphic representations of Assessor's tax parcels.They are not true properly any public or private street or way and abutters to abutters. Notification of all Abutters boundaries and do not represent accurate relationships to physical features on the map properties within 300 feet ring of the subject lot. such as building locations. Buffer /// 12/10019 AbutterReport f Zoning Board of Appats e Abutter List for map & (ZBA) Parcel(s): '185059' b Parties of interest are those directly opposite subject lot on any public or private street or way and abutters to abutters.Notification of all properties within 300 feet ring.of the subject lot. Total Count: 23 �`J Close Map&Parcet Ownerl Owner2 Addressl Address 2 Mailing Country Deed city5tateZip PRYSHLAK,ADRIAN P p0 BOX 186 BELMONT,MA C206580 185004 &MARY L 02478 185006 KOONCE,CAROLYN S CAROLYN S KOONCE 796SOUTH MAIN CENTERVILLE,MA C211386 TR TRUST OF 11/16/16 STREET 02632 165007 HASEOTES,GEORGE P SOUTH MAIN STREET - 2 WALNUT STREET HAUFAX,MA C192338 TR REALTY TRUST 02338 DESMOND,MARGARET CENTERVILLE,MA C145078 185008. 780 SO MAIN ST 02632 CARLSON,PATRICIA M C/O ANDOVER ADMIN ANDOVER,MA ' 185014 TR C R MCMANMON SERVICES 38 ESSEX STREET 01810. C184985 PRT 185015 NOMINEE TRUST CASA SULLA SPIAGGIA 77 NEWBURY STREET," BOSTON,MA C191710 SERVICES LLC TRUST 4TH FLOOR 02116-3077 . PATALINO,MARGARET MARGARET C PATALINO BEDFORD,NY 185016 88 APPLEBY DRIVE C214057 10506 C&PATRICK M TRS REV TRUST 185018 RUST,FREDERICK W '41 SOUTH MAIN, DERRY,NH 03038 C137175 III&LOUISE D STREET 185056 WALLACE,BRIAN B TR BUMPS RIVER REALTY g 32 SO MAIN STREET CENTERVILLE,MA C58955 TRUST 02632 18SO57 NASON,ROBERT H& NASON FAMILY TRUST 832 SOUTH MAIN ST CENTERVILLE,MA C180529 BEVERLY A TRS 02632 185058 KITTREDGE,TODD H 818 SOUTH MAIN ST CENTERVILLE,MA C182884 02632 185059 STEVENSON,CURTIS PO BOX 320127 BOSTON,MA C-189402 &MONICA W 02132 185060 814 SOUTH MAIN 27 PIERCE STREET MILTON,MA ,- C221172 STREET LLC 02186 . 185061 TAYLOR,HERBERT 808 SOUTH MAIN ST 808 SOUTH MAIN CENTERVILLE,MA 060564 BELL TR REALTY TRUST STREET 02632 186004 BUMPS COVE LLC 512 BELLE GROVE RICHMOND,VA C194792 LANE 23229 186069002 MURDOCK,MYRON& 4226 MATHEWSON WASHINGTON,DC C217951 HERZOG,JUDITH P DRIVE 20011 186070 PLANTE,DAVID A& I I I NORTH WALKER - TAUNTON,MA C218863 PELOSI,SALLY 3 STREET 0278.0 186071 CLARK,RUTH LINDA II'COVE RD CENTERVILLEr MA C110466 i 02632 GROSSMAN,STEVEN a - NEWTON,MA 186072 & SSMANRBARA W 30,HUNTINGTON RD 02158 C99008 HARRISON,VIRGIN IA 512 BELLE GROVE, RICHMOND,VA C52191 186073 GO ELI2ABETH H PRICE G LANE 23229 186074001 MACALEESE, P O BOX 348 r. CENTERVILLE,MA D1331368 CATHERINE E 02632 186074002 SCHOENHERR,]OHN 59 BAY LANE CENTERVILLE,MA C210677 02632 . WATERMAN, P 0 BOX 61 SCITUATE,MA C139686 186080 FREDERICK W 02066 This list by itself does NOT constitute a certified list of abutters and is provided only as an aid to the determination of abutters.If a certified list of abutters is required,contact the Assessing Division to have this list certified.The owner and address data on this list Is from the Town of Barnstable Assessors database as of 12/18/2019. < maps.townofbamstable.uslarcims/appgeoapp/AbutterReport.aspxltype=ZBA 111 Proof of Publication publication Data % �- --- 'Town d earratable _ ZatlnO lkard d,AD4mis ._ Town d BarasffeAa�Lpg� - r - Notetl Pob6c IuOr Ya zonhg ma'avrce Roam'.Pvanc 11 feeWbgt urda thn 7adad Qd!rmte - . To as person Ytterested s a ataelcd M Cie actions d!hh lmwp Jemary B.201D Boantl a Aoprels,you are),nary rollTmd,pdwAn b SecUm 11 d P a14erWra htaeae0 b a a eded by the actions d fie Zadvp . cChhuew,aid a tents Cnervel e0.�aTw c hm 011111111 g� NDA 44 Vio GGe you ieral iamCl(walty N CW u pursuant d Movie, following appals wa to hero on weanesday.January A 2020.a the - gieaehe,end as amendments thereto,Cat a Public heaft an the the YMKated: Neaw'rtg aPPaas vei be to d at Wednesday.January R 20M a Be _ duce Adbate4: . 7A0 PHI Apgar hd.202400T Wood ' ' tXlartlI A.4 RebeDW L Wood tree applied for a SOW'PWdt b M. 011 I4n)paat 110.20t0-0Ol .. .Wood - accordance von Seclbn 24047.1-Fsiny Apartments, Tk App4• Ctrarss A and Ret 2 L Wo,hM applied Is a Ueda'Pomp In . dams are seeking rdd in order b eamtmtg delad»e,1 bedron Aeebrahrm hNh Secson 24047.1-Fortylp Apartments. The Appw - - 26 lad trtr1y a bat bodyy apanirten, TM atD)xt propdy s bested. dens ore ft"rdW A orda b corstruct a detadted.i bedwoan a 4B3 tdapte Strat Wpt BatMtable,MA W sihawvp m Asmsd's 26 pot by 22 root tst'dy swisneft ib o6jeeJ prop"le be" Fitop 108 is Paco 006. t t bated In the Residence F(RF)Zonrp d 483 Map Street Wet Barnstable,MA as shown o1 Asse- s . Ostibl MAP 108 6 Perm 01)k t to looted h dal Residence F M Zoning District. 7:01 FM Appeal Ma 20"2 Slevtnsm - 7A7 PM Appeal tali.2020-0D2 Slevasoa Cats s1twor m and Morita W.Slavwrsoa Iowa applied tar a spa, Drub Sterohaat and 20-OD2 W.Sraraaain 1pve applied for a ceps- eat Permd ptasaonl b Section 240.911i(3)-Developed Lot Protec- der Perml paaanl b Sachs 240 91M pl-Oevdaped Lot Probe- counts -Dernoubon and Rebdlang on Noncodortdng Lela.'Tts AppF ' dabs am propmv b derro8sh an e>oalttp iwpstary,L8B7 snare 1 tmn-0"Wibn and Rotbul d re m Mwwvntaet"iota.TM Appal- Ioot;ST11"dwe"with athaded tkCk ad eonedpct a two- I s*as are pr(NOCIAW p dsmo0ab as a>dA1�@ 1�w!pgfory,1667 s4we ' oxfta . .dory,tA02 opera tool daa0ra-tamby,dwtllip WN Mredad dealt a0t,anpta.11"dwelling wt t o"Relied oerJc and construct a Ms. whit),et0 rrrdntion a nancorlladtNg side vand delbadt d 7E teat' stars!t802 space teas skgleJsMy drvahp whit attaded deli . _ where a mhnmun of/0 feet h.required In Oa'mttng dshkr h war•wo aroamh a mn oriont ng aloe Will sdWat d 7s to . wndt 1 b Immed, lea subject property Is bested ar 41S South where a mtAmtm d 10 tad to regains to ire doting district hVM steel, - t Forest 0511 1 is b"ed b N R ideate 0•t Assisi (RD-r)Zom9 Ols- Main SbaaL Centetvile,t�s O to mv n Assasor' Map6 Swth TB5 e irkL Paired 059. 14 bdsled.6 ape Residence D-1 (RD-I)2adng:as• . WE - - 702 FM Appal lta 2020-003 Fbml a eogarl Iteaft float and Davd eogaA in AppellarW.have tiled an apple•• t.02 Pail AMU No.20211/03 Flit a Bow , _ tan to Oder Powers rep>estbg fntordanmd AcCar.The APpdtants NeMfer ftl and OrA Bapnrl a Appellants.Faye fded.n moka- am repralbg Its Board b I.the Scudder Bay%use it 438 Mao tin for Oliver POtwvs ragaaWV Enacartan Action.Time Appellants Smear b be 0legar under tle Ordrarce.dad 2.osier Saddar Bay b era regwtW the Board t0 1.the Scudder Bays race d 438 wain cease and desist tb aegial commercial nse n 8a progeny. The Apr Straat b to sst imaar On Otahnat srd Z ceder Sadao gay b pebants are dahtlrq drat sadder flay anatmaot Corporation tors rxaee and desst b FaWI cerpamdal use d Be properly. The Apr beet operating a bammndd rental opnatlon wRM its Resldmce L Wants are Ravoing pat Seudda Bay Mvestmernt Coparahm to - IRC1 ZOtrMpy laslt¢t and eiat onv shhM•temty,resideNW tons am been op aasr0 aWmry RCdl rwW operdrm w(aia the Residence C Owed witteO h Dmricl whet),h In vbteSon d Serum 2W and (1110 zoo np Osbct ad gat 01111y sinpb•tam2y tftfttaF am as 240.13. Iro s"d pro" to bested a 435 Maio sheet aPa vW v4 O INN OI1bW1 rddnA t b ybtadpn tl Sectbe 240.7 ape 03ter41e,1d't a sham on AssexWe Map 164 as Pucd OOL 1 B 2404 Ro artr)ea pro" a bated d 43a Main Seal boated In Ca Residarce C(RC)IWq Multi 0sterw it.M4 sal atawn an AsnuoPa Map 164 ap Paod 001. it to "ad d the Ratdence C(RC)Zaring Dstriet, 7O31M Appeal Ro.20204X4 Wed .' . Maryani West as Appellant,a api eallrp fie Ming Ccaud31110- FM eatt as 20M-M Wet 1 b ap4aaln0 hk BVIGing CannrOsdO•�We bsa0ce d a deng0tbo pWnl, TIa Appeased s Chmnbp BWtkr 1 ins ire&M tg Lad the dwerillion Will maws tl6a a da dem0fttda parrni Td�ppL�nt h dakft thaharm to 1w IutYy. Its Assesot7 Ofte W 04 owral tD is pER im lice dwellng aed Cs demdNan wd Case moo Sharon end Aldan Broady tea PtirdWed t on July A 2019. f�Y• iha Assessors DBke Istt the owa�q a ..' -. n and<OpWrd BndnsaY rdm Diadase0 t ah Joy 2S.2014 - - TM subtttl property s US Wlema lirtie OslsrvNe CaW a sirovtn n Asseasas Map tali as Papal 091.t s baud h the Raldena Lt" t PrOPaty a 125 yylatrm Chtle,DatautTfa try sal thoamC P C►Zoning ktrki a OMa t4D as Pvcd 09L.h s bested h Ce Residence se Pubic Ieadnps wlti be tcb d the earnst"Town ls0.367in Sheet,Hyems MA GetectrnenY Coederm Room bated o n F C Marlit"e01.be held d gal Barrstatile Tows Nall,387 the 2rd Floor.Wedwtday. January 4 2020, Psns aid eppaetbia .Hyanrdx MA 9ekdtmsnb Cordsrerce Room sated rahrmy do mvkwt'd sl the Zoieaq Bard d Appeals 015CL Psadag and ar.Wednesday. January 8.2020. Pbro W appha0pasDeveropmi Department Town 011de,209 Mao Street,Nyarsrt4 Koed at Oa Zonr9 Board d Apples Otlio6 Pw"andMk rd DePaAment TDVM rMkes 2W Milo Street.IryamU, Aka Reddalds;Chatk s,Chair Zoning Goad d Appeas• . rd d appeals * 12RDa"W7/t0>9_ Patdol t s f Pam5table Patriot '" Proof of Publication Publica.on Date Town of Barnstable Zoning Board OF Appeal Town o1 Barnstable - Notice of Public Headnos under The Zoateo Ordinance Zoning Board of Appeals January 8,2020 Notice of Public Hearings under 9a ZomngiorArance To all persons interested In or affected by the actions of the ZDoN January 8,2020 - Board of Appeals.you are hereby notified,pursuant to Section 11 o' To aB persons Werestad In or affected by the actias of the Zonhhg Chapter 40A of the General laws of The Commonwealth of Massa- Bond of Appeals,you are hereby notified,pursuant to Seetkn f t o' � chusetts,and all amendments thereto,that a public bearing on the Chapter 40A of Cie Generai taws of the CommoarMith of Massa• totlowfno appeals will be held on Wednesday;January 8,2020,at the , cbuse°s,and all amendments thereto,that a public hearing on The - r time Indicated: followfnQ appeals will be bold on Wednesday,January 8,2020,atthe Bate indicated: 7:00 PM Appeal No,2020-001 Wood - Charles A.and Rebecca L.Wood have applied for a Special Permit In 7:00 PM Appeal No.2020-001 wood accordance with Section 24G-47.1-Family Apartments. The Appp• Charles A.and Rebecca L Wood have applied for a Specie Permit in - .CAMS are seeking relief In order to construct,;detached,1 bedrown, accordance with Section 240.47.1-Family Apartments, the Appil. ` 26 toot by 22 real family apartment. The subject property is located Cans are seeking retie(In order to construct a detached,1 bedroom. at 483 Maple Street West Barnstable,MA as shown on Assessors 26 foot by 22 foot family apartment The subject property is located Map 108 as Parcel D06. R is located In the Residence F(RF)Zoning - - at 483 Maple Street West Barnstable,MA as shown on Assessor's District. - Map 108 as Parcel OX. R is located In the Residence F(RF)Zoning District 7:01 FM Appeal No.2020-002 Stevenson 791 PM Appeal Na 2020 002 Stevenson Curtis Stevenson and Monica W.Stevenson have applied far a Spe• vial Permit pursuant to Section 240-91 Jf(3)-Developed lot Praec• Curtis Stevenson and Monica W.Stevenson rave applied for a Spe- , title-Demolition and Rebuilding an Nonconforming Lots.The Appl4 cW Permit pursuant 10 Section 24D-91,11(3)-Developed Lot Protee- cents are proposing to demolish an existing two-story,1.067 34vam - 1 lion-Demolition and.Rebuilding on Nonconforming Lots,The AppV- ' fool single-family dwelling with attached deck and construct a two- Cants are proposing to demolish an existing two-gory,1.867 square - story,1.802 square foot single-family dwelling with attached deck toot,single-family dwelling wffb attached deck and construct a two- which will maintain a nonconforming side yard delback of 7.0 feet slay,1.802 square 00%single-family dwelling with attached deck - where a mlydmum of fO feet is required In the zoning district in which.wl0 maintain a nonconforming side yard setback of 7,8 feet which It Is located. The subject property Is located at 916 South' where a minimum of tO feet Is required In the zoning district In Main Street.Centerville.MA as shown on Assessor's Map 195 as Mick If Is located. The subject property is located 11 B16 South - Parcel 059. R is looted in the Residence 0-1 (RO-1)Zoning Da Main Sheet Centerville.MA as shown an Assessor's Map 105 as trio. Parcel 059. it Is located In Me Residence D-T (RD-1)Zoning Dls- 7:02 PM Appeal No.2020-003 Hunt d Segall Heather Hunt aril David Began,as Appellants,have filed an applita- - 7:02 PMApDeal No.202M3 Hunt&Began lion tot Other Powers requesting Enforcement Action.The ADpelanta Heather Hunt and David Began,as Appegams,have fired an applies. are requWing the Board to 1.find Scudder Bays use 4f 438 Main r Hon or 011 er Powers requesting Enforcement Action.The AppeOants Street to be illegal under the Ordinance,and 2.coder,Scudder Bay to - are regvesfing the Board to 1.find Scudder Says use of 438 Main Cease and desist Bs illegal commercial use of the property. The Ap- Street to be illegal under the Ordinance,and 2.oroer Scudder Say to peUnts are claiming that Scudder Bay Investment Corporation ties - cease and desist its illegal commercial use of the property: The Ap• ' been operating a commercial rental operation within the Residence C pellants are Claiming that Scudder Bay investment Corporation has ` (RC)Zoning District and Thal only singt-family residemal uses are been operating A commercial rental operation within the Residence C 'Pawed within.lhe District which is In viDlation at Settlon 240.7 and. (RC)Zoning District and teal only single-family residen!ial sites are _ 240.43. The subject property is located at 438 Main Street,.. allowed within the District which Is in violation a1 Section 240-7 and Osterv0k.MA as shown on Assessor's Map 164 as Parcel 001. It is 240-13. The subject property i1 located at 438 Main Street located in the Residence C(RC)Zoning District. OsleMlle.MA as shown on AScessor'S Map 164 as Para 001. R is located In the Residence C(RC)Zoning District. 7U3 PM Appear No.2020-OU West Maryanne West as Appellant Is appealing the Building Commisslo• .' 7.0 PM Appeal No.202D.004 West, _ - ner3 issuance of a demolition permit. The Appellant Is claiming that - Milt Wrw West as AppeDant.I$appealing the Bulli ing Comndssb• her family owns the dwelling and the demolition will cause undo noes Issuance of a demol8ion permit. The Appellant Is claiming that harm-to her family. The.Assessoes Office IBIS the ownership as - her family awns L48 dwelling and the demolition will cause undo Sharon and Richard 8riansky who purchased 8 on July 25.2019. harm TO her(Amity. The Assessor's Office fists Me ownership as The subject property-ls 125 Wirinno Circle,Osterville,MA as shown Sharon and Richard Brian*who purchased i1 on Judy 25,2019. ' _ - on Assessors Map 140 as Parcel 091. It is located In the Residence The subject property Is 125 Wiamw Circle,Ostervitk,MA as shown - C JRq Zoning District C RZ oning� as Paled 091. It is located In the Residence rict These public hearings wilt be held at the Barnstable Town Hag,367 M These public beam Main Simai,Hyannis.MA.Selectman's Conference Room located on - - Maio Hyannis. will be held at The Barnstable Town Hag,367 - the 2nd Floor,Wednesday,January 8,2020.Plants and appfrralions bli yannis.MA,Selectman's Conference.Room located on . may be reviewed at the Zoning Board of Appeals Office.Panning and ` Ore 2nd Floor,Wednesday, January B.2020. Plane and tpp6otwns Development Department..Town-Offices.200 Main Sheet,Hyannis, _ may be reviewed at the Zoning Board of Appeals Office,Planning and MA. Development Department,Town Offices,200 Main Stract,Hyannis Alex Rodolafds,Chair Aka Ro4afakls.daft Zoning Board of Appeals Barnstable Patriot g - Zoning Board of Appeals .. ,22°-12Q7/3°'-1- Barra(AbaPatriot BARNSTABLE REGISTRY OF DEEDS • Barnstable re _ s John Fe Meade, Register. BARNSTABLE COUNTY REGISTRY OF DEEDS A TRUE COPY,ATTEST JOHN F.MEADE REGISTER _ t SEP/25/2019/WED 02:47 PM COMM Water Dept . PAX No. 5084283508 P. 001/001 CLNTIERVMLE-OSTERV'ILLE-MARSTONS MILLS i WATER DEPARTMENT PO Box 369 -1138 MAw STREET i OSTERVILILE,MA 02655 W W W.COMMWATER.COM OF)FXCE OF BOARD OF WATER COMMISSIONERS 'WATER SUPERINTENDENT W .d Tel 508-428-6691 o WATER k'R 508-428-3508 DflPT.c, NS September 25, 2019 Town of Barnstable Building Division y Via Fax-508-790-6230 a Al RE: 816 South Main St Centerville Acct: 5184 To Whom It May Concern: On Wednesday, September 25, 2019 the water service was disconnected at the main for the property mentioned above. It is our understanding that the owner plans to demolish it and will install a new water service at a later date. If you have any questions regarding this do not hesitate to contact our office Monday through Friday, 8:OOAM until 4:30FM at 508-428-6691. 'Sincerely, �//Oj Craig Crocker, Superintendent Centerville-0 sterville-Marstons Mills Water Department CC/cvb I national rah November 4,2019 " Curt Stevenson 816 S. Main St. Centerville, MA 02632 To Whom It May Concern: RE: 816 S. Main St, Centerville, MA This letter is to confirm that there is no live gas service to the above property. I can be reached directly at 508-760-7439 should there be any further questions. Sincerely, Ellen Whelan Gas Connections Rep National Grid 127 Whites Path S. Yarmouth, MA 02664 (T) 508-760-7439 NSTA �VE RS vp Q �{�jl RCE One WWestwood,wnrood,00d Way MA 02090 i ENERGY February 25, 2020 Curtis/Monica Stevenson PO Box 320127 Boston, MA 02132 Re: 816 S Main St., Centerville MA Dear Owner: At Eversource Energy, we're committed to delivering� r9Y 9 great service. This letter serves as confirmation that, as of 09/19/19, the electric service to 816 S Main St., Centerville MA has been removed. Based on this information, there is no electric power at this address and you may proceed with the demolition. Sincerely, Mrs. M. 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Project ON: 82654 o FEENEY No.54747 Energy Code: 2015 IECC Location: Centerville (Barnstable), ass//ST/ST Construction Type: Single-family NAIL Project Type: New Construction /^ • Conditioned Floor Area: 1,980 ft2 '�,/V` 7 Glazing Area 21% Climate Zone: 5 (6137 HDD) 4-22-19D.Feeney Permit Date: Permit Nurfter_ Construction Site: Owner/Agent: Designer/Contractor: STEVENSON HOMETEK BUILDERS-AFFORDABLE PROFESSIONAL BUILDING SYSTEMS 318 SOUTH MAIN ST MODULAR 72 EAST MARKET ST. CENETERVILLE,MA 02632 PO BOX 102 MIDDLEBURG,PA 17842 YARMOUTHPORT, MA 02675 (508)375-6300 Compliance: 10.4%Better Than Code Maximum UA: 356 Your UA: 319 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code tradeoff rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Ceiling 1: Raised or Energy Truss 990 38.0 0.0 0.025 25 Wall 1:Wood Frame, 16"o.c. 2,159 21.0 0.0 0.057 93 Window 1:Vinyl/Fiberglass Frame:Double Pane 350 0.290 102 Window 2:Vinyl/Fiberglass Frame:Single Pane 10 0.310 3 Door 1:Glass 131 0.270 35 Door 2:Solid 22 0.140 3 Door 3:Solid 22 0.270 6 i FLR PERIM:Wood Frame, 16"o.c. FFS Corporation 191 30.0 0.0 0.049 9 Basement Wall 1: Insulated Concrete Forms Northeast Region 1,016 20.0 0.042 43 Wall height: 8.0' Depth below grade: 7.0' APPROVED Insulation depth: 8.0' Ra1J 3 p - 4/22/19 Approval limited to !I Factory Built Portion I Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 1 of10 Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. PROFESSIONAL BUILDING SYSTEMS 4122/201 9 Name-Title Signature Date t PPS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 2 of10 AL BUILDINGS. SYSTEM LNG. Proof of Installer Certifcation This letter shall be proof that Brunelle Crane has met the following requirements and is considered by PROFESSIONAL BUILDING SYSTEMS,INC.to be a certified installer of one or two family modular homes and multi-family modular housing. The requirements met are as follows: 1. Approval by Professional Building Systems,Inc.of the"Installer Certification Form" required by the State of MA,including a check of three references supplied by the installer. '• sJ 2. Execution of a Certificate of Insurance from the installer meeting requirements set by P.B.S.and listing P.B.S.as the policy holder. 3. Copy of the P.B.S."Site Erection Instruction Handbook"is issued to the installer and a representative from P.B.S.reviews the manual with the installer. 4. Two copies of this letter are signed by the installer and the P.B.S.representative. One copy is given to the installer as proof of certification and the second copy is retained by P.B.S.in the installers file. Professional Building Systems,Inc.reserves the right to revoke certification of an installer and remove the installer from the approved list..Confirmation that an installer is currently certified by P.B.S.can be made by contacting the Sales Department at P.B.S. Installer Declaration: I hereby declare that I have met all the requirements listed above and further declare that I understand the po';ies and procedures as stated in the P ,S."Site Erection Instruction Handbook". &Signature o nsta er) (Date) Professional Building Systems,Inc.Declaration: I hereby declare that the installer has met all the requirements listed above and further declare that I have reviewed the policies and procedures as stated in the P.B.S.Site Erection Instruction Handbook with the installer. yf�=�-x 3 t Z S 115 (Signature of Professional Building Systems,Inc.Representative) (Date) /EDOY3 �0. SYSTEMS LLC To: BILL D'ANTONIO , HOMETEK BUILDERS-AFFORDABLE MODULAR, Inc. and their subcontractor, BRUNNELE CRANE, are approved to install Custom Building Systems LLC modular homes. Sincerely, CBS Representative: 200 Custom Ave•Middleburg,PA 17842 •(800)553-1414 • (570)837-1414 www.custombuildingsystems.net 44 , REScheck Software Version 4.6.5 Compl_ia.n_ce Certificate a OF Af, o�� s9°yam � m Project ON: 82654 o DAVID T.FEENEY No.54747 W Energy Code: 2015 IECC Location: Centerville (Barnstable), 90,c FoISTEP� Construction Type: Single-family ass/ONALEN�'\ Project Type: New Construction / ^ Conditioned Floor Area: 1,980 ft2 / y`_7 Glazing Area 21% Climate Zone: 5 (6137 HDD) 4-22-19D.Feeney Permit Date: Permit Number Construction Site: Owner/Agent: Designer/Contractor: STEVENSON HOMETEK BUILDERS-AFFORDABLE PROFESSIONAL BUILDING SYSTEMS 318 SOUTH MAIN ST MODULAR 72 EAST MARKET ST. CENETERVILLE, MA 02632 PO BOX 102 MIDDLEBURG, PA 17842 YARMOUTHPORT, MA 02675 (508)375-6300 • G339 Compliance: 10.4%Better Than Code Maximum UA: 356 Your ILIA: 319 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies , Ceiling 1: Raised or Energy Truss 990 38.0 0.0 0.025 25 Wall 1:Wood Frame, 16"o.c. 2,159 21.0 0.0 0.057 93 Window 1:Vinyl/Fiberglass:frame:Double Pane 350 0.290 102 Window 2:Vinyl/Fiberglass Frame:Single Pane 10 0.310 3 Door 1:Glass 131 0.270 35 Door 2:Solid 22 0.140 3 Door 3: Solid 22 0.270 6 FLR PERIM:Wood Frame, 16"o.c. PpS'Corporation 191 30.0 0.0 ' 0.049 9 Basement Wall 1: Insulated Concrete Forms Northeast Region 1,016 20.0 0.042 43 Wall height: 8.0' Depth below grade: 7.0' APPROVED In depth: 8.0' H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 1 of10 Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. PROFESSIONAL BUILDING SYSTEMS 4/22/2019 Name-Title Signature Date PpS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 2 of1b - t u � 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 4-22-19 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 22118 The person forwarding this material shall complete the following portion of this transmittal Name of Person Chris O'Brien MC Number TPIA Number Transmitting Material 221 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 82654 one-family (Review not required) y 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: 816 SOUTH MAIN ST.,CENTERVILLE,MA 02632- 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 i Signed By Signed By for TPIA: BBRS No: assigned by Mass. for MASS: Print Form i._ REScheck Software Version 4.6.5 Compliance Certificate V'(N OF Mgss cy� 9 Project ON: 82654 0 DFEEINEY No.54747 Energy Code: 2015 IECC 9 O 9pr Location: Centerville (Barnstable), Fss//STEISTra Construction Type: Single-family NA Project Type: New Construction Conditioned Floor Area: 1,980 ft2 Glazing Area 21% Climate Zone: 5 (6137 HDD) 4-22-19D.Feeney Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: STEVENSON HOMETEK BUILDERS-AFFORDABLE PROFESSIONAL BUILDING SYSTEMS 818 SOUTH MAIN ST MODULAR 72 EAST MARKET ST. CENETERVILLE, MA 02632 PO BOX 102 MIDDLEBURG, PA 17842 YARMOUTHPORT, MA 02675 (508) 375-6300 .- ., ,r � ." � Compliance: 20.4%Better Than Code Maximum UA: 356 Your UA: 319 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Area Cavity Cont. Perimeter Ceiling 1: Raised or Energy Truss 990 38.0 0.0 0.025 25 Wall 1:Wood Frame, 16"o.c. 2,159 21.0 0.0 0.057 93 Window 1:Vinyl/Fiberglass Frame:Double Pane 350 0.290 102 Window 2:Vinyl/Fiberglass Frame:Single Pane 10 0.310 3 Door 1: Glass 131 0.270 35 Door 2: Solid 22 0.140 3 Door 3: Solid 22 0.270 6 FLR PERIM: Wood Frame, 16"D.C. PFS Corporation 191 30.0 0.0 0.049 9 Basement Wall 1: Insulated Concrete Forms Northeast Region 1,016 20.0 0.042 43 Wall height: 8.0' Depth below grade: 7.0' APPROVED Insulation depth: 8.0' H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 1 of10 Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. PROFESSIONAL BUILDING SYSTEMS 4/22/2019 Name-Title Signature Date PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 2 of10 REScheck Software Version 4.6.5 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. section Plans Verified Field Verified # -4Pre-Inspection/Plan Review complies? Comments/Assumptions & Req.ID b Value - Valuetp = 103.1, ;Construction drawings and , . ❑Complies 103.2 '.documentation demonstrate ❑Does Not [PR1)1 energy code compliance for the t, building envelope.Thermal � � ❑Not Observable envelope represented on ❑Not Applicable ;construction documents. a35 103.1, ;Construction drawings and ❑Complies 103.2, documentation demonstrate 'J° ❑Does Not 403.7 ;energy code compliance for [-]Not Observable , [PR3)1 ;lighting and mechanical systems. - , '.Systems serving multiple ❑Not Applicable E dwelling units must demonstrate compliance with the IECC :Commercial Provisions. 302.1, Heating and cooling equipment is; Heating: Heating: ;❑Complies 403.7 , sized per ACCA Manual S based I Btu/hr Btu/hr UDoes Not [PR2]2 on loads calculated per ACCA Manual J or other methods Btuu/hrg Btu/hrg ❑Not Observable approved by the code official. ;❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 1 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 3 of10 ' , P Section plans-Verifiedr FieldlVerified�^ ' # Foundation Inspection Value' Value Complies? Comments/Assumptions ' & Req.ID �, . .*, A 402.1.1 ;Conditioned basement wall R- R- ;❑Complies ,See the Envelope Assemblies [F04]1 i insulation R-value.Where interior: :❑Does Not ;table for values. insulation is used,verification R- R- :[-]Not Observable ;may need to occur during , Insulation Inspection. Not ;❑Not Applicable ;required in warm-humid locations; in Climate Zone 3. ; 303.2 Conditioned basement wall � . ❑Complies [F05]1 insulation installed per ❑Does Not manufacturer's instructions. ; ❑Not Observable , ❑Not Applicable 402.2.9 ;Conditioned basement wall ft ; ft ❑Complies ;See the Envelope Assemblies 1 :insulation de ;❑D depth of burial or ; ;table for values. [F06] p z oes Not (distance from top of wall. ;❑Not Observable ❑Not Applicable 303.2.1 A protective covering is installed ❑Complies [FO11]2 to protect exposed exterior ❑Does Not insulation and extends a minimum of 6 in, below grade. - ❑Not Observable iE]Not Applicable 403.9 Snow-and ice-melting system ❑Complies ; [FO12]2 controls installed. ❑Does Not ❑Not Observable ' ❑Not Applicable j Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 4 of10 Section Plans Verified�' ° Field'Verified, # Framing/Rough In Inspection Value` Value Complies? `Comments/Assumptions & Req.ID _ 402.1.1, ;Door U-factor. U- ; U- ;❑Complies :See the Envelope Assemblies 402.3.4 i 3 :❑Does Not ;table for values. [FR1] 1 ;❑Not Observable ❑Not Applicable 402.1.1, ;Glazing U-factor(area-weighted ', U- ; U- ;❑Complies ;See the Envelope Assemblies 402.3.1, i average). :[]Does Not ;table for values. 402.3.3, 402.5 I❑Not Observable [FR2]1 UNot Applicable ; 303.1.3 ;U-factors of fenestration products ° ❑Complies [FR4]1 ;are determined in accordance []Does Not with the NFRC test procedure or ' ;taken from the default table. ° ❑Not Observable ; I ❑Not Applicable 402.4.1.1 ;Air barrier and thermal barrier ❑Complies [FR23]1 installed per manufacturer's ❑Does Not instructions. _ � ❑Not Observable ; ❑Not Applicable 402.4.3 ;Fenestration that is not site built _ ❑Complies [FR20]1 :is listed and labeled as meeting ❑Does Not !AAMA/WDMA/CSA101/I.S.2/A440 '' or has infiltration rates per NFRC ❑Not Observable ; 400 that do not exceed code _ []Not Applicable limits. 402.4.5`, IC-rated recessed lighting fixtures F.; PF "CoilpoifatiOn ❑Complies [FR16]2' sealed at housing/interior finish ❑Does Not and labeled to indicate s2.0 cfm ���Q leakage at 75 Pa. s,!� Rlegion ❑Not Observable , ❑Not Applicable 403.3.1 :Supply and return ducts in attics ? ❑Complies R�Au —3 ; [FR12]1 insulated >= R 8 where duct is P ❑Does Not >= 3 inches in diameter and >= R-6 where < 3 inches.Supply and � � '� t ❑Not Observable return ducts in other portions of Approval limited to ❑Not Applicable the building insulated >= R-6 for Factory Built Portidh ;diameter>= 3 inches and R-4.2 ;for< 3 inches in diameter. 1 �_. 403.3.5 Building cavities are not used as ❑Complies ; [FR15]3 ducts or plenums. []Does Not ❑Not Observable ❑Not Applicable 403.4 HVAC piping conveying fluids R- ; R- ;❑Complies ; [FR171?� above 105°F.or chilled fluids i❑Does Not below 55°F are insulated to >_R- E 3 ; ; ;❑Not Observable ; �01 9 ;❑Not Applicable 403.4.1 ;Protection of insulation on HVAC ❑Complies ; [FR24]1 piping. " ❑Does Not ❑Not Observable m ❑Not Applicable 403.5.3 Hot water pipes are insulated to R- R- ;❑Complies [FR18]2 >_R-3. ;❑Does Not ;❑Not Observable ❑Not Applicable 403.6 Automatic or gravity dampers are ❑Complies [FR19]2 installed on all outdoor air ❑Does Not intakes and exhausts. - ❑Not Observable ; ❑Not Applicable 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 1,3P Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 5 of10 Axlditional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 6 of10 Section Plans Verified Field"Verified # Insulation Inspection vaJueq - x Value Complies? Comments/Assumptions &Reci.ID 303.1 All installed insulation is labeled ❑Complies [IN13]2 or the installed R-values ❑Does Not provided. ❑Not Observable ❑Not Applicable 402.1.1, ;Wall insulation R-value. If this is a;, R- R- ;❑Complies ;See the Envelope Assemblies 402.2.5, "mass wall with at least 112 of the ❑ Wood ;❑ Wood ;❑Does Not table for values. 402.2.E "wall insulation on the wall ;❑ Mass ❑ Mass :❑Not Observable [IN3]1 ;exterior,the exterior insulation ;requirement applies(FR10). ;❑ Steel ❑ Steel ❑Not Applicable ; 303.2 ;Wall insulation is installed per ❑Complies [IN4]1 :manufacturer's instructions. ❑Does Not �3 ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) `3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 7 of10 Section" Plans Verified d Field Verified- # Final Inspection Provisions Value Value Complies? Comments/Assumptions & RegAD 4 & �': ri, �. � � h Y 402.1.1, ;Ceiling insulation R-value. R- ; R- ;❑Complies ;See the Envelope Assemblies 402.2.1, ❑ Wood ;❑ Wood ;❑Does Not table for values. 4022.2, l❑ Steel ❑ Steel l❑Not Observable 402.2.6 [1`I1]1 l ; ;❑Not Applicable l 303.1.1.1, Ceiling insulation installed per ❑Complies ; 303.2 i manufacturer's instructions. ❑Does Not [FII2]1 ;Blown insulation marked every 300 ft . ❑Not Observable ❑Not Applicable ; 402.23 Vented attics with air permeable �° ❑Complies ; [F�I22]2 insulation include baffle adjacent „€ �h ❑Does Not to soffit and eave vents that extends over insulation. ❑Not Observable ; ❑Not Applicable k 402.2.4 ;Attic access hatch and door R ; R- ;❑Complies ; [1`13]1 :insulation >_R-value of the ; l❑ l adjacent assembly. ; E Does Not l ; ;❑Not Observable ❑Not Applicable 402.4.1.2 ;Blower door test @ 50 Pa. <=5 ; ACH 50 = ; ACH 50 = ;❑Complies [FI17]1 lath in Climate Zones 1-2, and ❑Does Not <=3 ach in Climate Zones 3-8. ;❑Not Observable ❑Not Applicable 403.3.4 Duct tightness test result of<=4 ; cfm/100 cfm/100 ;❑Complies l [FI4]1 cfm/100 ft2 across the system or ft2 ftz ;❑Does Not s <=3 cfm/100 ft2 without air ; I ❑Not Observable ' handler @ 25 Pa. For rough-in ; ; Itests,verification may need to l ;❑Not Applicable ;occur during Framing Inspection. k 403.3.3 Ducts are pressure tested to cfm/100 ; cfm/100 ;❑Complies ; [FI27]1 determine air leakage with ftz ft2 UDoes Not leither: Rough-in test:Total ' ' ;leakage measured with a ; ; ;❑Not Observable ; pressure differential of 0.1 inch l ;❑Not Applicable ; w.g.across the system including ;the manufacturer's air handler ; I enclosure if installed at time of ;test. Postconstruction test:Total ;leakage measured with a pressure differential of 0.1 inch w.g.across the entire system including the manufacturer's air F handler enclosure. l PF$ C `r oration 403.3.2.1 ;Air handler leakage designated ❑Complies ; ' l [FI24]1 l by manufacturer at<=2%of Morti'feaA, �ibrtl� ❑Does Not , I design air flow. PPE g ❑Not Observable ; Bin _ ❑Not Applicable 403 1 I Programmable thermostats ❑Complies ; [FI9]2 _ installed for control of primary �� []Does Not heating and cooling systems andiOvl mit8t t initially set by manufacturer to ❑Not Observable , Factory$wilt PctVU0171 ❑Not Applicable code specifications. Pp 403 1 2 Heat pump thermostat installed _ _ ❑Complies ; [FI10]2 P on heat pumps. _ ❑Does Not - ❑Not Observable ; []Not Applicable ; 403 5.1s Circulating service hot water ❑Complies [FI11]2 c systems have automatic or ❑Does Not accessible manual controls. ❑Not Observable ; ❑Not Applicable 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 °Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 8 of10 Section Plans Verified Field,- ield Verified # Final'inspection Provisions Value � Value , -I Complies? Comments/Assumptions , & Req.11) -I — . f� , � — k 403.6.1 All mechanical ventilation system ❑Complies [FI25]2 fans not part of tested and listed ❑Does Not HVAC equipment meet efficacy - and air flow limits. ry '[-]Not Observable ❑Not Applicable ; 403.2 Hot water boilers supplying heat ❑Complies [F126]2 through one-or two-pipe heating ❑Does Not systems have outdoor setback control to lower boiler water ❑Not Observable temperature based on outdoor - ❑Not Applicable temperature. 403.5.1.1 Heated water circulation systems o-„ ❑Complies [FI28]2 have a circulation pump.The ❑Does Not system return pipe is a dedicated return pipe or a cold water supply ❑Not Observable pipe. Gravity and thermos- ❑Not Applicable syphon circulation systems are not present.Controls for circulating hot water system pumps start the pump with signal for hot water demand within the r, occupancy. Controls , : automatically turn off the pump when water is in circulation loop ' , is at set-point temperature and no demand for hot water exists. 403.5.1.2 Electric heat trace systems g ❑Complies [F129]2 comply with IEEE 515.1 or UL u ❑Does Not 515.Controls automatically �- adjust the energy input to the '� ❑Not Observable ; heat tracing to maintain the ❑Not Applicable ; desired water temperature in the , piping. 403.5.2 Water distribution systems that ❑Complies [F130]2 have recirculation pumps that ❑Does Not c pump water from a heated water supply pipe back to the heated ❑Not Observable ; r water source through a cold ❑Not Applicable water supply pipe have a , demand recirculation water ; system. Pumps have controls that manage operation of the pump and limit the temperature ; of the water entering the cold water piping to 1049F. 403.5.4 Drain water heat recovery units ❑Complies [FI31]2 tested in accordance with CSA ❑Does Not B55.1. Potable water-side PFS Corporation pressure loss of drain water heat ❑Not Observable recovery units < 3 psi for HdrtheAtt A409 n ❑Not Applicable individual units connected to one p APOVED or two showers. Potable water- j side pressure loss of drain water Ha heat recovery units< 2 psi for individual units connected to /22/1 , three or more showers. 404.1 ;75%of lamps in permanent ❑Complies [FI611 :fixtures or 75%of permanent Factor BtiflfP rtion ❑Does Not ;fixtures have high efficacy lamps. p Does not apply to low-voltage ❑Not Observable lighting. ❑Not Applicable ; 404.1.1 Fuel gas lighting systems have ❑Complies ; (F123]3 'no continuous pilot light. h ❑Does Not ❑Not Observable ❑Not Applicable 11 High Impact(Tier 1) 2`' Medium Impact(Tier 2) -3 1 Low Impact(Tier 3) Tit 19 N: 82654 Report date: 04 22 Project le O p / / Data filename: M:\80000\82654.rck Page 9 of10 ,Section. Plans Verified Field=Verified < # Final Inspection Provisions "' Complies? . `Comments/Assumptions & Req.ID Value� Value w 401.3 Compliance certificate posted. ❑Complies [FI7]2 W ❑Does Not ❑Not Observable ❑Not Applicable 303.3 Manufacturer manuals for . ❑Complies ; [FI18]3 mechanical and water heating ❑Does Not systems have been provided. []Not Observable ; ❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 10 of10 AV 2015 AECC Energy Efficiency Certificate Above-Grade Wall 21.00 Below-Grade Wall 20.00 Floor 0.00 Ceiling / Roof 38.00 Ductwork (unconditioned spaces): Window 0.29 Door 0.27 Heating System: Cooling System: Water Heater: 11 . E Name: Date: Comments PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion I PROFESSIONAL BUILDING SYSTEMS `Offr J S C1, IL — NO.49508 y No.29184 APPROVEDa 18TER�`��w '�•SS�ONAt tiN�� DATE 4/22/19 AL PFS CORPORATION 10/17/16 Bloomsburg, Pa 12/05/17 SECTION 6 20, 30 &40 psf GROUND SNOW FOLDING TRUSSES w/CONNECTIONS& LOAD SUMMARIES TR5-27-6 w/EXAMPLE P1 -P22 TR5-31-6 P23-P31 TR7-27-6 P32 -P40 TR7-31-6 P41 -P49 TR9-27-6 F NE`y P50 -P58 TR9-31-6 ,�i� SE y: r P59 -P67 TR12-27-6d+► P68-P76 TR12-31-6 ��rr A P77-P85 Lam, e 0 •' * �w 1EAs a 06/09/16 2 906100 ' S * r• ,Vi CA Nllttit11t11/t GTit sg��titltt��� O J , � Ci '.ONAL ,yam z .• •. cf` �. pb B2r ow 10/07/15 4- tPJ 584 ic. No.035206 11879 r' ittttttt F/li/lit op a * • Z tit• �� Ili -+ao�A. r!'G'•• •� S i .�"/YY/�it�l..�" O Osa i�i� • . ALG 4oliN+•vJ. .•• �sellltt��� �srS.ta`.L 6'f3A �44 _ •4 3.3!.�.•G�'�' �Ot11,1�ILt'" APPROVED DATE 3/29/17 � "professional Certification.I hereby certify that these documents were prepared or PFS CORPORATION P:\2015\15013AMANUALUNDEXAs approved by me and that I am a duly licensed professional engineer under the laws 81oo—b,,g,PA of the State of Maryland." Ilcense No.:33421 Expiration Date: 6 16 PROFESSIONAL BUILDING SYSTEMS epF.Se APPROVED `,`��N�rttir��r� DATE 4/22/19A ♦` 05 �q �� PFS CORPORATION o?' SG Bloomsburg, PA A W -'t C1 1L G.49508Q � No.281 V Fs: nrat EN�'`� �`�SS�ONAL *= n APPROVED DATE 3/29/17 12/05/17 10/17/16 PFS CORPORATION Bloomsburg, PA SECTION 16 UNIFORMLY LOADED BEAM CHARTS P1 -P137 �,Qaalrrrhetrr�d ``,X%�1NItSitlHltl�lj���' LT CA es eph • ►•ey"� , •� ' Barlow a 584 m= ic. No. 035206 � 11879 v4'•, Ek n•eGtN��.•(�4" •,. w+�'•., .•'yJ IVAI. .•' � TE WA� Q V ...... 0 yy ,,��,••``0p j,'t''••, t ttnt�u�+�N� 06/ 0/15 :2 9t)6T00 e CO N q O it ENS, NA L JU o, .. "Professlonal Certification.I hereby certify that these documents were prepared or P:\2015\150137\MANUAL\INDEX.xIs approved by me and that I am a duly licensed professional engineer under the laws 06/09/16 of the State of Maryland." License No.:33421 Expiration Date:7 16 PROFESSIONAL BUILDING SYSTEMS t 0 ,jj1NWILAL A - w m R . f. tN «• . °' BoQ1 IL NO.49508 LOW a .. g No.29184 �tia �� ENCINEE +� Cr 10 G1STE , .�`` �o rt•4` Fs``� lase., "YtONAI t�G. o:PeOls6 y��,�I; '�.,S'ONAL}EN�;�`� ' r w•�S"Yt. #� 12/05/17 10;- 10/17/16 12/16/18 APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA SECTION 17 UNIFORMLY LOADED STACKED BEAM CHARTS 2 x 10 SPF#2 UPPER MEMBER P1 -P138 2 x 10 SYP#2 UPPER MEMBER P139-P273 2 x 10 SP SELECT STRUCTURAL UPPER MEMBER P274-P408 1.5 x 9.25 LVL UPPER MEMBER P409-P643 46 :.y 1 eph e::' o°:' °-o I e� •O n82'I.©W 3• v r Pd 5&4a = it No.035206 11879 wk NEW SE 106/10/1 JER 10 444 e • IU Ss G 2 906100 i 4► 7b� Cr+ `. .4 ..� �A� �� ,n Za��;.•�,�, IQ1Y �r,• 06/09/16 'Professional Certification.1 hereby certify that these documents were prepared or 10/07/15 approved by me and that 1 am a duly licensed professional engineer under the laws. of the State of Maryland." License No.:33421 Expiration Date:7/I6116 PA2015\15013AMANUALU NDEXAs TRUSS CALCULATIONS PROFESSIONAL BUILDING SYSTEMS 2--3j- 12 15 13 14 1116 s-s4 2 3 4,. 13'-2' 20 21 17 9 19 Lin 122 18 1O 3 4 44 5 6 7G8 r' 27'-6•• GROUND SNOW LOAD: 20 psf 30 psf 40 psf TC DL: 10 psf •BALANCED SNOW LOAD: 20.4 23.1 30.8 psf BC DL: 10 psf TRUSS NO.:TR7-27-6 UNBALANCED SNOW LOAD: 36.02 42.72 54.32 psf BC LL: 10 psf WHERE h<42" JOB NO.: 150137 OPPOSITE SIDE UNB.SNOW LOAD: 6.12 6.93 9.24 psf BC LL: 20 psf WHERE h?42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.3 5.01 5.6 ft BC LL: 20 psf BETWEEN KNEEWALLS SPAN:27'-6" APPLIED MWFRS UPLIFT: 22.43 psf WINDWARD AT 90/117 mph TRUSS CENTERS: FOR 20 psf GROUND SNOW: 16 in O.C. 12.74 psf LEEWARD AT 90/117 mph FOR 30 psf GROUND SNOW: 16 in O.C. 27.40 psf WINDWARD AT 120/155 mph FOR 40 psf GROUND SNOW: 16 in O.C. 19.21 psf LEEWARD AT 120/155 mph FOR 90/117 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 24.17 psf AT 90/117 mph FOR 120/155 mph WIND: 16 in O.C. 42.41 psf AT 120/155 mph `5 psf p RAIN ON SNOW SURCHARGE APPLIED. MEMBER INFORMATION: SIZE& MAXIMUM SUPPORT REACTIONS(lbs): MWFRS UPLIFT C&C UPLIFT MEMBER SPECIES DL+LL+ DL+LL+ DL+LL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 1-8 2 x 8 SPF#2 DEAD 20 psf 30 psf 40 psf 90/117 mph 120/155 mph 90/117 mph 120/155 mph 9-12&15-18 2 x 6 SPF#2 LOAD GSL GSL GSL UPLIFT UPLIFT UPLIFT UPLIFT 13&14 2 x 4 SPF#2 EXTERIOR WALL 435 932 983 1108 -89 -186 -174 -502 19-22 2 x 4 SPF#2 MATING WALL 83 201 207 224 0 -8 -10 -55 23 2x6 SPF#2 MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE TOTAL FOR BOTH SIDES. MAXIMUM 2.WIND PER ASCE 7-10,117&155 mph(Vult)=90&120 mph(Vasd),EXP.C. MAXIMUM DEFLECTION 3.SNOW PER ASCE 7-10,20,30&40 psf GSL,Ct=1.1,Ce=1.0 I CSI (in) l/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. BOTTOM CHORD 0.684 0.334 518 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES TOP CHORDI 0.767 0.399 502 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. WEBI 0.133 0.00 PF$i APPROVED p/ATE 3/29l17 PFS GORPORA7ION BARLOW ENGINEERING,P.C. i. 6512 SIX FORKS RD.,SURE 20343 .12015\150l37\2015 TRUSSES\20-30-40\FOLDING\TR7-27-6 RALEIGH,NC 27615 SECTION 6/pp.32 TRUSS CALCULATIONS PROFESSIONAL BUILDING SYSTEMS COMPONENT LOAD SUMMARY •CROSS SECTION IS FOR REFERENCE ONLY WJSj APPROVED. AND MAY NOT REFLECT ACTUAL TRUSS �+ ' EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf DATE 7/22/15 MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75 plf PFS CORPORATION FLOOR LIVE LOAD= 40 psf x 13.75 ft/2= 275 plf Bloomsburg, PA CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 plf LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD Q Q O Q LOCATION 2=M.WALL HEADER&M.WALL STUD LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD O q ® Q LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER,BAND LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND 7 B e 7 LOCATION 12=CENTER GIRDER LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE Q FOUNDATION LOADS TRUSS TR7-27-6.7/12 PITCH,27'-6"WIDTH � 2 1 COMPONENT LOADS(Ibs/ftl 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 DEAD LOAD 1 326 31 1 515 1 180 1 549 1 214 1 738 1 363 1 772 1 397 961 1 546 LIVE LOAD 1 373 120 1 648 1 395 1 648 1 395 1 923 1 670 1 923 1 670 1198 1 945 TOTAL LOAD 1 699 151 1 1163 1 575 1 1197 1 609 1 1661 1 1033 1 1695 1 1067 2159 1 1491 30 psf GROUND SNOW LOCATION 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 11 1 12 DEAD LOAD 1 326 1 31 1 515 1 180 1 549 1 214 1 736 1 363 1 772 1 397 961 546 LIVE LOAD 1 412 1 125 1 687 1 400 1 687 1 400 1 962 1 675 1 962 1 675 1237 950 TOTAL LOAD 1 738 1 156 1 1202 1 580 1 1236 1 614 1 1700 1 1038 1 1734 1 1072 2198 1496 40 psf GROUND SNOW LOCATION -T-71-T 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 11 12 DEAD LOAD 1 326 1 31 1 515 1 180 1 549 1 214 738 1 363 772 1 397 961 546 LIVE LOAD 1 505 1 137 1 780 1 412 1 780 1 412 1055 687 1055 687 1330 962 TOTAL LOAD 1 831 1 166 1 1295 1 592 1 1329 1 626 1793 1050 1827 1084 2291 1508 C&C UPLIFT LOCATION 1 1 1 2 1 3 1 4 1 5 1 6 7 8 9 10 11 12 UPLIFT(0.6)DEAD LOAD 196 19 309 1 108 1 329 1 128 443 218 463 238 577 328 90/117 mph UPLIFT -131 - - - - - - - 120/155 mph UPLIFT -377 1 -21 1 -68 1 -48 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B P:\2015\150137\2015 TRUSSES\20-3040\FOLDING\TR7-27-6 RALEIGH,NC 27615 SECTION 6/pp.40 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON I/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(p0) QUANTITY d/b SPAN BY LENGTH(n) I (in) SPAN 1 BY LENGTH(in) (in) SPAN BY LENGTH(n) (in) SPAN I BY LENGTH(in) (in) 2x8SPF#2 200 1 4.8 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 2 2.4 9'-6" Lb 0.755 0.283 9'-6" Lb 0.755 0.283 9'-0" Ld 0.714 0.226 9'-6" Lb 0.755 0.283 3 1.6 11'-8" Lb 0.618 0.423 11'-4" Ld 0.601 0.378 10'-3" Ld 0.546 0.258 11'-8" Lb 0.618 0.423 4 1.2 13'-5" Lb 0.536 0.561 12'-5" Ld 0.498 0.416 11'-4" Ld 0.452 0.283 13'-0" Ld 0.521 0.5 2x8SYP#2 200 1 4.8 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 2 2.4 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-it" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 3 1.6 10 11" Lb 0.437 0.327 10 11" Lb 0.437 0.327 10'-3" Ld 0.412 0.258 10'-11" Lb 0.437 0.327 4 1.2 12'-7" Lb 0.379 0.434 12'-5" Ld 0.375 0.415 1 11'-3" Ld 0.341 0.283 12'-7" Lb 0.379 0.434 2x8 HEM-FIR#2 200 1 4.8 1'- Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 112'- Lb 1.103 0.144 2 2.4 Lb 0.781 0.288 9'-4" Lb 0.781 0.288 8'-9" Ld 0.731 0.22 Lb 0.781 0.288 3 1.6 Lb 0.639 0.43 11'-0" Ld 0.615 0.369 10'-0" Ld 0.559 0.252 Lb 0.639 0.43 4 1.2 Lb 0.555 0.571 12'-2" Ld 0.509 0.406 11'-0" Ld 0.463 0.277 Ld 0.537 0.5 2x8SP SELECT STIR. 200 1 4.8 Ld 1.164 0.491 8'-7" Ld 1.017 0.286 7'-9" Ld 0.924 0.195 Ld 1.169 0.5 2 2.4 Ld 0.735 0.618 10'-9" Ld 0.642 0.36 9'-9" Ld 0.583 0.245 Ld 0.697 0.5 3 1.6 Ld 0.562 0.707 12'-4" Ld 0.491 0.412 11'-2" Ld 0.446 0.281 Ld 0.516 0.5 4 1.2 - Ld 0.465 0.777 13'-6" Ld 0.406 0.453 12'-4" Ld 0.369 0.308 - Ld 0.417 0.5 1.5x 7.25 LVL 200 1 4.8 10'-2" Ld 0.775 0.509 8'-10" Ld 0.677 0.296 8'-0" Ld 0.615 0.202 10'-1" Ld 0.771 0.5 2 2.4 12'-9" Ld 0.49 0.64 11'-2" Ld 0.428 0.373 10 1" Ld 0.389 0.254 12'-0" Ld 0.46 0.5 3 1.6 14'-7" Ld 0.375 0.731 12'-9" Ld 0.328 0.426 11'-7" Ld 0.298 0.29 13'-3" Ld 0.341 0.5 4 1.2 16'-0" Ld 0.311 0.803 14'-0" Ld 0.271 0.468 12'-9" Ld 0.246 0.319 14'-3" Ld 0.276 0.5 2x 10 SPF#2 200 1 6.2 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 2 3.1 11'-7" Lb 0.924 0.303 11'-7" Lb 0.924 0.303 11'-6" Ld 0.912 0.288 11'-7" Lb 0.924 0.303 3 2.1 14'-2" Lb 0.756 0.452 14'-2" Lb 0.756 0.452 13'-1" Ld 0.698 0.329 14'-2" Lb 0.756 0.452 4 1.5 16'-4" Lb 0.657 0.599 15'-10" Ld 0.637 0.53 14'-5" Ld 0.579 0.361 15'-8" Ld 0.628 0.5 2X10SYP#2 200 1 6.2 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 2 3.1 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 3 2.1 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 4 1.5 14'-10" Lb 0.451 0.412 14'-10" Lb 0.451 0.412 14'-5" Ld 0.436 0.361 14'-10" Lb 0.451 0.412 2x 10 HEM-FIR#2 200 1 6.2 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 2 3.1 11'-5" Lb 0.956 0.308 11'-5' LbM0.6520.517 .308 11'-2" Ld 0.934 0.281 11'-5" Lb 0.956 0.308 3 2.1 14'-0" Lb 0.782 0.459 14'-0" Lb .459 12'-9" Ld 0.715 0.321 14'-0" Lb 0.782 0.459 4 1.5 16'-1" Lb 0.679 0.609 15'-6" Ld0.517 14'-1" Ld 0.592 0.352 15'-4" Ld 0.647 0.52 x 10 SP SELECT STR. 200 1 6.2 11'-6" Lb 1.366 0.447 10'-11" Ld0.365 9'-11" Ld 1.179 0.249 11'-6" Lb 1.366 0.447 2 3.1 15'-9" Ld 0.939 0.788 13'-9" Ld0.459 12'-6" Ld 0.745 0.313 14'-0" Ld 0.838 0.5 3 2.1 18'-0" Ld 0.719 0.901 15'-8" Ld .525 14'-3" Ld 0.571 0.358 15'-6" Ld 0.62 0.5 4 1.5 19'-9" Ld 0.595 0.99 17'-3" Ld0.577 15'-8" Ld 0.472 0.393 16'-8" Ld 0.502 0.5 1.5 x 9.25 LVL 200 1 6.2 12'-11" LdW..!. 0.649 11'-4" Ld0.378 10'-3" Ld 0.785 0.257 12'-1" Ld 0.927 0.5 2 16'-3" Ld0.816- 14'-3" Ld0.475 12'-11" Ld 0.497 0.324 14'-5" Ld 0.554 0.5 3 2.1 18'-7" Ld0.932 16'-3" Ld 0.419 0.543 14'-9" Ld 0.381 0.37 15'-11" Ld 0.411 0.5 4 1.5 20'-5" Ld1.023 17'-10" Ld 0.347 1 0.596 16'-2" Ld 0.316 0.406 1 17'-1" Ld 0.332 0.5 2ND FLR MW CLG BEAM DATE 3R9l17 PFS CORP O RATION aaw,sd.o, BEAM SECTION 16/pp.13 UNIFORMLY LOADED STACKED BEAM CHARTS NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED STACKED BEAM 1.5 x 9.25 LVL UPPER MEMBER SPAN CALCULATIONS OF SAME QUANTITY AS LOWER MEMBER BASED ON 1 I240 DEFLECTION 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 12"MAX.DEFLECTION LOWER MAXIMUM LIMITED BEARING DEFLECTIT�n� BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plD QUANTITY d/b SPAN BY LENGTH Qn) (in) LENGTH(in) (in) SPAN BY LENGTH(in) E1) SPAN BY LENGTH(n) (in) 2x8SPF#2 450 1 4.8 10'-4" Lb-LOW 5.527 0.455 9'-5" Ld-LOW 5.049 0.316 8'-7" Ld-LOW 4.586 0.216 10'-4" Lb-LOW 5.527 0.455 2 2.4 13'-7" Ld-LOW 7.278 0.683 11'-11" Ld-LOW 6.358 0.398 10'-10" Ld-LOW 5.776 0.271 12'-7" Ld-LOW 6.732 0.5 - 3 1.6 15'-7" Ld-LOW 8.325 0.78 13'-7" Ld-LOW 7.273 0.454 12'-4" Ld-LOW 6.607 0.309 13'-11" Ld-LOW 7.449 0.5 4 1.2 17'-1" Ld-LOW 9.158 0.856 14'-1V Ld-LOW 8 0.499 13'-7" Ld-LOW 7.268 0.34 14'-1V Ld-LOW 8.007 0.5 2x 8SYP#2 450 1 4.8 10'-3" Lb-LOW 4.106 0.433 9'-5" Ld-LOW 3.796 0.316 8'-7" Ld-LOW 3.45 0.215 10'-3" Lb-LOW 4.106 0.433 2 2.4 13'-7" Ld-LOW 5.473 0.682 11'-10" Ld-LOW 4.781 0.397 10'-9" Ld-LOW 4.343 0.271 12'-7" Ld-LOW 5.064 0.5 3 1.6 15'-6" Ld-LOW 6.26 0.779 13'-7" Ld-LOW 5.469 0.453 12'-4" Ld-LOW 4.968 0.309 13'-11" Ld-LOW 5.604 0.5 4 1.2 17'-V Ld-LOW 6.887 0.854 14'-11" Ld-LOW 6.016 0.498 13'-6" Ld-LOW 5.465 0.339 14'-11" Ld-LOW 6.023 0.5 2x8 HEM-FIR#2 450 1 4.8 10'-2" Lb-LOW 5.691 0.429 9'-5" Ld-LOW 5.264 0.314 8'-6" Ld-LOW 4.783 0.214 10'-2" Lb-LOW 5.691 0.429 2 2.4 13'-6" Ld-LOW 7.585 0.678 11'-10" Ld-LOW 6.627 0.395 10'-9" Ld-LOW 6.022 0.269 12'-6" Ld-LOW 7.03 0.5 3 1.6 15'-5" Ld-LOW 8.679 0.774 13'-6" Ld-LOW 7.58 0.451 12'-3" Ld-LOW 6.889 0.307 13'-10" Ld-LOW 7.78 0.5 4 1.2 17'-0" Ld-LOW 9.546 0.85 14'-10" Ld-LOW 8.338 0.495 13'-5" Ld-LOW 7.575 0.337 14'-10" Ld-LOW 8.358 0.5 2 x 8 SP SELECT STIR. 450 1 4.8 11'-1" Ld-LOW 4.453 0.557 11-1. Ld-LOW 3.89 0.324 8'-10" Ld-LOW 3.535 0.221 10'-10" Ld-LOW 4.336 0.5 2 2.4 14'-0" Ld-LOW 5.611 0.7 12'-2" Ld-LOW 4.901 0.408 11'-1" Ld-LOW 4.453 0.278 12'-10" Ld-LOW 5.158 0.5 3 1.6 16'-0" Ld-LOW 6.421 0.8 13'-11" Ld-LOW 5.609 0.466 12'-8" Ld-LOW 5.097 0.317 14'-2" Ld-LOW 5.71 0.5 4 1.2 17'-6" Ld-LOW 7.067 0.879 15'-4" Ld-LOW 6.173 0.512 13'-11" Ld-LOW 5.609 0.349 15'-3" Ld-LOW 6.136 0.5 1.5 x 7.25 LVL 450 1 4.8 11'-3" Ld-LOW 2.892 0.563 9'-9" Ld-LOW 2.526 0.328 8'-1 V Ld-LOW 2.295 0.223 10.-11" Ld-LOW 2.808 0.5 2 2.4 14'-1" Ld-LOW 3.643 0.707 12'-4" Ld-LOW 3.183 0.412 11'-2" Ld-LOW 2.892 0.281 12'-11" Ld-LOW 3.341 0.5 3 1.6 16'-1" Ld-LOW 4.17 0.808 14'-1" Ld-LOW 3.643 0.47 12'-9" Ld-LOW 3.31 0.321 14'-3" Ld-LOW 3.699 0.5 4 1.2 17'-8" Ld-LOW 4.591 0.887 151-5" Ld-LOW 4.01 0.517 14'-0" Ld-LOW 3.643 0.352 15'-4" Ld-LOW 3.977 0.5 2x 10 SPF#2 450 1 6.2 10'-10" Lb-LOW 5.781 0.425 10'-3" Ld-LOW 5A82 0.343 9'-4" Ld-LOW 4.981 0.234 10'-10" Lb-LOW 5.781 0.425 2 3.1 144-9" Ld-LOW 7.911 0.741 12'-11" Ld-LOW 6.911 0.432 11'-9" Ld-LOW 6.28 0.294 13'-5" Ld-LOW 7.169 0.5 3 2.1_ 16'-11" Ld-LOW 9.061 0.847 14'-9" Ld-LOW 7.915 0.493 13'-5" Ld-LOW 7.191 0.336 14'-10" Ld-LOW T941 0.5 4 1.5 18'-7" Ld-LOW 9.976 0.931 16'-3" Ld-LOW 8.715 0.542 14'-9" Ld-LOW 7.92 0.369 15'-11" Ld-LOW 8.541 0.5 2X10SYP#2 450 1 6.2 10'-7" LG�LOW 4.25 0.387 10'-3" Ld-LOW 4.124 0.343 9'-4" Ld-LOW 3.747 0.234 10'-7" Lb-LOW 4.25 0.387 2 3.1 14'-9" Ld-LOW 5.952 0.741 12'-1 LOW 5.2 0.432 11'-9" Ld-LOW 4.724 0.294 I V-5" Ld-LOW 5.395 0.5 3 2.1 16'-11" Ld-LOW 6.818 0.846 14'-9 Ld-LOW 5.956 0.493 13'-5" Ld-LOW 5.411 0.336 14'-!ON Ld-LOW 5.977j0.411 4 1.5 18'-7" Ld-LOW 7.508 0.929 16'-2" Ld-LOW 6.559 0.541 14'-9" Ld-LOW 5.959 0.369 15'-11" Ld-LOW 6.43 2x 10 HEM-FIR 450 1 6.2 10'-8" U:-LOW 5.973 0.411 10'-2" -LOW 5.696 0.34 9'-3" Ld-LOW 5.175 0.232 10'-8" Lb-LOW 5.9732 3.1 14'-8" Ld-LOW 8.217 0.734 12'-9" L LOW 7.178 0.427 11'-7" Ld-LOW 6.521 0.291 13'-4" Ld-LOW 7.4673 2.1 16'-9" Ld-LOWN3972:02 , 0.838 14'-7" Ld- W 8.22 0.488 13'-3" Ld-LOW 7.469 0.333 14'-8" Ld-LOW 8.2694 1.5 18'-5" Ld-LOW 0.921 16'-1" Ld-L 9.052 0.536 14'-7" Ld-LOW 8.225 0.366 15'-9" Ld-LOW 8.8942 x 10 SP SELECT STR. 450 1 6.2 11'-10" Lb-LOW 0.547 10'-8" Ld-LO 4.281 0.357 9'-8" Ld-LOW 3.89 0.243 11'-7" Ld-LOW 4.662 3.1 15'-4" Ld-LOW 0.77 13'-5" Ld-LOW 5.398 0.449 12'-2" Ld-LOW 4.904 0.306 13'-9" Ld-LOW 5.547 . 3 2.1 17'-7" Ld-LOW 0.881 15'-4" Ld-LOW 6.184 0.513 13'-11" Ld-LOW 5.618 0.349 15'-3"" Ld-LOW 6.143 0.5 4 1.5 19'-4" Ld-LOW 0.968 16'-10" Ld-LOW 6.811 0.564 15'-4" Ld-LOW 6.188 0.384 16'-4" Ld-LOW 6.609 0.5 1.5 x 9.25 LVL 450 1 6.2 12'-5" Ld-LOW0.623 10'-10" Ld-LOW .798 0.363 9'-10" Ld-LOW 2.542 0.247 11 1-9" Ld-LOW 3.032 0.5 2 3.1 15'-7" Ltl-LOW 4.039 0.783 13'-8" Ld-LOW 3. 8 0.456 12'-5" Ld-LOW 3.206 0.311 14'-0" Ld-LOW 3.61 0.5 3 2.1 17'-10" Ld-LOW 4.628 0.895 15'-7" Ld-LOW 4.0 0.521 14'-2" Ld-LOW 3.674 0.355 15'-5" Ld-LOW 4.001 0.5 4 1.5 19'-7" Ld-LOW 5.099 0.983 17'-2" Ld-LOW 4.45 0.572 15'-7" Ld-LOW 4.047 0.39 16'-7" Ld-LOW 4.306 0.5 MW CLG/FLR FP S.avvaoven DATE V29/i7 BEAM PFS CORP O RATION GawnsWrG.Fw (BEAM TACKED SECTION 17/pp.434 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LEN 2 N D F L R EXT 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7. SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRAC 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUMS WALL H D R 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d SPAN BY LENGTH(n) (In) SPAN BY LENGTH(in) (In) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 4 SPF#2 850 1 2.3 1'-8" Lv 1.13 0.021 1'-8" Lv 1.13 0.021 1'-8" Lv 1.13 0.021 1 -8" Lv 1.13 0.021 2 1.2 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 O051 3 1P.8 3'-0" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 4 k6 3'-6" Lb 0.592 0.101 3'-6" Lb 0.592 0.101 3'-4" Ld 0.567 0.085 3'-6" Lb 0.592 0.101 2x 4 SYP#2 850 1 2.k 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 1 0.018 1'-7" Lb 0.815 0.018 2 1. 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 3 0.8 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 4 0.6 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 3'.2" Lb 0.408 0.071 2 x 4 HEM-FIR#2 850 1 2.3 1'-8" Lb 1.225 0.026 1.-8. Lb 1.225 0.026 1'-8" Lb 1.225 0.026 1 1-8" Lb 1.225 0.026 2 1.2 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 3 0.8 3'-0- Lb 0.707 0.077 3'-0" Lb 0.707 0.077 3'-0" Ld 0.703 0.075 3'-0" Lb 0.707 0.077 4 0.6 X 3'-5" Lb 0.613 0.103 3'-5" Lb 0.613 0.103 3'-3" Ld 0.581 0.083 3'-5" Lb 0.613 0.103 2 x 4 SP SELECT STIR. 850 1 2.3 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2 1.2 '-5" Lv 0.869 0.143 3'-2" Ld 0.81 0.108 2'-11" Ld 0.736 0.073 3'-5" Lv 0.869 0.143 3 0.8 4'-2" Ld 0.708 0.211 3'-8" Ld 0.618 0.123 3'-4" Ld 0.562 0.084 5'-0" Lb 0.843 0.426 4 0.6 4 7" Ld 0.584 0.233 4'-0" 1 Ld 0.51 0.135 3'-8" Ld 0.464 0.092 5'-7" Ld 0.707 0.5 1.5 x 3.5 LVL 850 1 2.3 2' 8" Lb 0.862 0.091 2'-7" Ld 0.855 0.088 2'-4" Ld 0.776 0.06 2'-8" Lb 0.862 0.091 2 1.2 3'- " Lb 0.609 0.182 3'-4" Ld 0.539 0.111 3'-0" Ld 0.489 0.076 3'-9" Lb 0.609 0.182 3 0.8 4'- Ld 0.471 0.219 3'-9" Ld 0.411 0.127 3'-5" Ld 0.374 0.087 44-7" Lb 0.498 0.274 4 0.6 4'-9" Ld 0.389 0.241 4'-2" Ld 0.34 0.14 3'-9" Ld 0.309 0.096 5'-4" Lb 0.431 0.365 2 x 6 SPF#2 850 1 3.7 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2 1.8 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3 1.2 4'-5" Lb 1.001 0.09 4'-5" Lb 1.001 0.09 4'-5" Lb 1.001 0.09 4'-5" Lb 1.001 0.09 4 0.9 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 2 x 6 SYP#2 850 1 3.7 2'-5" 1 Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2'-5- Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2 1.8 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3 1.2 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4 0.9 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 2x6 HEM-FIR#2 850 1 3.7 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2 1.8 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3 1.2 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4 0.9 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 2 x 6 SP SELECT STIR. 850 1 3.7 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 2 1.8 5'-5" Lv 1.366 0.224 5'-0" Ld 1.273 0.169 4'-7" Ld 1.156 0.115 5'-5" Lv 1.366 0.224 3 1.2 6'-7" Ld 1.112 0.332 5'-9" Ld 0.972 0.193 5'-3" Ld 0.883 0.132 6'-11" Lb 1.166 0.401 4 0.9 7'-3" Ld 0.919 0.365 6'-4" Ld 0.803 0.213 5'-9" Ld 0.729 0.145 7'-10" Ld 0.994 0.5 1.5x 5.5 LVL 850 1 3.7 4'-1" Lb 1.334 0.135 4'-1" Lb 1.334 0.135 3'-9" Ld 1.22 0.095 4'-1" Lb 1.334 0.135 2 1.8 5'-10" Lb 0.944 0.27 5'-3" Ld 0.847 0.175 4'-9" Ld 0.769 0.119 5'-10" Lb 0.944 0.27 3 1.2 6'-10" Ld 0.74 0.344 6'-0" Ld 0.647 0.2 5'-5" Ld 0.587 0.136 7'-1" Lb 0.771 0.405 4 0.9 7'-6" Ld 0.611 0.378 6'-T Ld 0.534 0.22 6'-0" Ld 0.485 0.15 8'-1" Ld 0.655 0.5 APPROVED DATE 3/29/17 PFS CORPORATION &oomsOury,VW IBFAM SECTION 16/pp.51 NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON I/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(PIQ QUANTITY d/b SPAN BY LENGTH(n) (n) SPAN BY LENGTH fin) (n) SPAN BY LENGTH(n) (in) SPAN BY LENGTH(in) (n) 2x8SPF#2 850 1 4.8 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 2 2.4 4'-7" Lb 1,552 0.067 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 3 1.6 5'-8" Lb 1.268 0.1 5'.8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 4 1.2 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 2x8SYP#2 - 850 1 4.8 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 0.026 2 2.4 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 3 1.6 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 4 1.2 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 1 0.104 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 2x8 HEM-FIR#2 850 1 4.8 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 3'-2" 1 Lb 2.269 0.034 3'-2" Lb 2.269 0.034 2 2.4 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 3 1.6 5'-7" Lb 1.312 0.102 5'-7" Lb 1,312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 4 1.2 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 2 x 8 SP SELECT STIR. 850 1 4.8 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 4'.2" Lv 2.104 0.069 2 2.4 6'-11" Lb 1.743 0.259 1.-11, Ld 1.678 0.223 6'-0" Ld 1.525 0.152 6'-11" Lb 1.743 0.259 3 1.6 8'-5" Lb 1.424 0.388 7'-7" Ld 1.282 0.255 6'-11" Ld 1.164 0.174 8'-5" Lb 1.424 0.388 4 1.2 9'-7" Ld 1.212 0.482 8'-4" Ld 1.059 0.28 7'-7" Ld 0.962 0.191 9'-8" Ld 1.223 0.5 1.5x 7.25 LVL 850 1 4.8 5'-4" Lb 1.744 0.172 5'-4" Lb 1.744 0.172 4'-11" Ld 1.609 0.125 1 5'-4" Lb 1.744 0.172 2 2.4 7'-7" Lb 1.234 0.344 6'-11" Ld 1.117 0.231 6'-3" Ld 1.015 0.157 7'-7" Lb 1.234 0.344 3 1.6 9'-0" Ld 0.976 0.453 7'-11" Ld 0.853 0.264 7'-2" Ld 0.775 0.18 9'-3" Ld 1.001 0.5 - 4 1.2 9'-11" Ld 0.806 0.499 8'-8" Ld 0.705 0.29 7'-10" Ld 0.64 0.198 91-11" Ld 0.807 0.5 2.10SPF#2 850 1 6.2 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681 0.036 2 3.1 5'-8" Lb 1.897 0.072 5'-8" Lb 1.897 0.072 5'-8" Lb 1.897 0.072 5'-8" Lb 1.897 0.072 3 2.1 '-11" 1 Lb 1.55 0.108 6'-11" 1 Lb 1.55 0.108 6'-11" Lb 1.55 0.108 6'-11" Lb 1.55 0.108 4 1.5 8'-0" Lb 1.343 0.143 8'-O" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 2x 10 SYP#2 850 1 6.2 3'-7" lb 1.839 0.025 3'-7" Lb 1.839 0.025 3'-7" Lb 1.839 0.025 3'-7" Lb 1.839 0.025 2 3.1 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 3 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 4 1.5 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 2x 10 HEM-FIR#2 850 1 6.2 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 2 J6.2 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7- Lb 1.962 0.073 3 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 4 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10* Lb 1.389 0.146 2 x 10 SP SELECT STR. 850 5'-4" Lv 2.684 0.088 5-'--4" Lv 2.684 0.088 5'-4" Lv 2.684 0.088 5'-4" Lv 2.684 0.088 2 7'-10" Lb 1.988 0.211 7'-10" Lb 1.988 0.211 7'-8" Ld 1.946 0.194 7'-10" Lb 1.988 0.211 3 9'-8" Lb 1.624 0.316 9'-8" Lb 1.624 0.316 8'-10" Ld 1.486 0.222 9'-8" Lb 1.624 0.316 4 11'-2" Lb 1.408 0.421 1011-8" Ld 1.351 0.358 9'-9" Ld 1.228 0.244 11'-2" Lb 1.408 0.421 1.5 x 9.25 LVL B50 1 6'-10" Lb 2.207 0.213 6'-10" Lb 2.207 0.213 6'-4" Ld 2.053 0.159 6'-10" Lb 2.207 0.213 2 9'-8" Lb 1.562 0.424 8'-9" Ld 1.4250.294 8'-(I Ld1.295 0.2 9'-8" Lb 1.562 0.424 3 11'-6" Ld 1.246 0.578 10'-1' Ld 1.089 0.337 9'-2" Ld0.890.229 11'-i" Ld 1.202 0.5 12'-8" Ld 1.03 0.636 11'-1" Ld 0.9 0.37 10'-1" Ld 0.817 0.252 11'-it" Ld 0.97 0.5 2ND FLR EXT WALL HDR PFS.APPROVED `VDATE 3RY/17 PF CORPORATION Bloomsbury, BEAM SECTION 16/pp.52 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. - 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON I/240 DEFLECTION BASED ON I/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 12"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING IDEFLECTION MAXIMUM LIMITED BEARING IDEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plf) QUANTITY d/b SPAN BY LENGTH(n) (In) SPAN BY LENGTH(n) (n) SPAN BY LENGTH(n) (n) SPAN BY LENGTH(n) (,n) 2 x 4 SPF#2 1400 1 2.3 1'-3" Lv 1.382 0.011 1'-3" Lv 1.382 0.011 1'-3" Lv 1.382 0.011 1'-3" Lv 1.382 0.011 2 1.2 1'-11" Lv 1.062 0.029 1'-11" Lv 1.062 0.029 11-11" Lv 1.062 0.029 1'-11" Lv 1.062 0.029 3 0.8 2'-4- Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 4 0.6 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2 x 4 SYP#2 1400 1 2.3 1'-3" Lb 1.046 0.011 1'-3" Lb 1.046 0.011 1'-3" Lb 1.046 0,011 1'-3" Lb 1.046 0.011 2 1.2 1.-1. Lb 0.74 0.022 1'-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 1 1-9" Lb 0.74 0.022 3 0.8 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 4 0.6 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 - 2x4 HEM-FIR#2 1400 1 2.3 1'-3" Lv 1.537 0.014 1'-3" Lv 1.537 0.014 1'-3" Lv 1.537 0.W4 1'-3" Lv 1.537 0.014 2 1.2 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-it" Lb Lill 0.031 1'-11" Lb 1.111 0.031 3 0.8 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 4 0.6 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 04786 0.062 2'-8" Lb 0.786 0.062 2 x 4 SP SELECT STIR. 1400 1 2.3 1'-5" Lv 1.205 0.015 1'-5" Lv 1.205 0.015 1'-5" Lv 1.205 0.015 1'-5" Lv 1.205 0.015 2 1.2 2'-3- Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 3 0.8 3'-4" Lv 0.929 0.141 3'-1" Ld 0.862 0.104 2'-10" Ld 04783 0.071 3'-4" Lv 0.929 0.141 4 0.6 3'-11" Ld 0.815 0.197 3'-5" Ld 0.712 0.115 3'-1" Ld 0.646 0.078 4'-5" Lv 0.929 0.334 1.5 x 3.5 LVL 1400 1 2.3 2'-0" Lv 1.065 0.048 :2'- " Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2 1.2 2'-11" Lb 0.782 0.111 " Ld 0.751 0.094 2'-6" Ld 0.682 0.064 2'-11" Lb 0.782 0.111 3 0.8 3'-7" Lb 0.639 0.166 " Ld 0.573 0.108 2'-11" Ld 0.521 0.074 3'-7" Lb 0.639 0.166 4 0.6 4'-0- Ld 0.542 0.204 " Ld 0.473 0.119 3'-2" Ld 0.43 0.081 4'-1" Lb 0.553 0.222 2 x6 SPF#2 1400 1 3.7 1'-11" Lv 2.172 0.017 " Lv 2.172 0.017 1'-11" Lv 2.172 0.017 1'-11" Lv 2.172 0.017 2 1.8 2'-10" Lb 1.572 0.036 0" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 3 1.2 3'-6" Lb 1.284 0.054 3'-6" Lb 1.284 0.054 3'-6" Lb 1.284 0.054 3'-6" Lb 1.284 0.054 4 0.9 4'-0" Lb 1.112 0.072 4'-0- Lb 1.112 0.072 4'-0" Lb 1.112 0,072 4'-0" Lb 1.112 0.072 2 x 6 SYP#2 1400 1 3.7 1'-10" Lb 1.568 0.014 1'-10' Lb 1.568 0.014 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 2 1.8 2'-8" Lb IA09 0.028 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 0.028 3 1.2 3'-3" Lb 0.906 0.0 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 4 0.9 -3'-9- Lb 0.785 0. 6 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 2x6HEM-FIR#2 1400 1 3.7 1,-ill, Lb 2.299 .018 1'-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 2 1.8 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 3 1.2 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 4 0.9 3'-11" Lb 1.15 0.774 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 2 x 6 SP SELECT STIR. 1400 1 3.7 2'-3" Lv 1.893 0.023 2'-3- Lv 1.893 0.023 2'-3" Lv 1.893 0.023 2'-3" Lv 1.893 0.023 2 1.8 3'-7" Lv 1.515 0.076 3'-7" Lv 1.515 0.076 3'-7- Lv 1.515 0.076 3'-7" Lv 1.515 0.076 3 1.2 5'-0" Lv 1.388 0.181 4'-10" Ld 1.355 0.164 4'-5" Ld 1.231 0.112 5'-0" Lv 1.388 0.181 4 0.9 6'-2" Ld 1.2 0.31 5'-4" Ld 1.119 0.18 4'-10" Ld 1.016 0.123 6'-3" Lb 1.296 0.325 1.5x 5.5 LVL 1400 1 3.7 3'-1" Lv 1. 4 0.075 3'-1" Lv 1.674 0.075 3'-1" Lv 1.674 0.075 3'-1" .Lv 1.674 0.075 2 1.8 4'-6" Lb 11 0.164 4'-5" Ld 1.18 0.148 4'-0" Ld 1.072 0.101 4'-6" Lb 1.211 0.164 3 1.2 5'-7' Lb 0.989 0.246 5'-1" Ld 0.901 0.17 4'-7" Ld 0.819 0.116 5'-7" Lb 0.989 0.246 4 0.9 6'-4' 7222 0.321 5'-7" Ld 0.744 0.187 5'-1" Ld 0.676 0.127 6'-5" Lb 0.857 0.328 DnTE 3ft9117 AP 1ST FLR EXT 9l17 PPS CORPORATION WALL H D R wrg,Pu IBEAM - SECTION 16/pp.72 i ENGINEERS INC. PLANNERS CONSULTANTS 305 NOFITH OAKLAND AVENUE P.O.HOX 490 NAPPANEE,INO/AWA 46550 PHONE: 574-773-7975 WEB:WWW.NTAINC.COM FAX: 574-773-5739 CLIENT: Professional Building Systems DATE: 4/9/2019 00 JOB No: PBSO40519-6 PROJECT: P82654-MA REFERENCE CODE: ASCE 7-10 MODULE DIMENSIONS: 36'-0"x 27'-6" ROOF SLOPE/TRUSS TYPE: 7/12 GROUND SNOW LOAD: 30psf . APPROVED WIND LOAD: Vult=140mph Vasd=109mph DATE 4/22/19 Exp.C PFS CORPORATION Bloomsburg, PA CALCULATION INDEX Page Description 1.1-1.8 Design criteria and load combinations 2.1-2.2 Diaphragm design 3.1-3.24 Shearwall design 4.1 Connections OF MgSSgC, ti David R.Tompos m+ 0o CIVIL NO.30423 O RFC �4i� /ON L H Apr 09, 2019 NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA,Inc. is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA,Inc.directly to obtain a file copy. NTA, Inc. holds the following Certificates of Authorization to offer engineering services under the name of a corporation:AL CA-3760-E;AK AECC1245;AZ 15478-0;AR 1953;CT 1385;DE 3112;FL 8463;GA 2527;ID C- 589,IL 184.00567;KS 1454;KY 2925;LA 2393;MD 48065;MS 2056;MO 2009010402;MT 969;NE CAI 981;NV 6285;NH 1822;NJ 24GA28140400;NC C-3412;ND 330PE; OH 3274;OK CA3705PE;RI PE.0005644-COA; SC 3977; SD C-2655; TX F-10672; VA 407005528; WA 2638; WI 3330-11; WV C00381-00; WY E-1097; Alberta, Canada,13314;Ontario,Canada 100503403. Calculation Index Page I of 1 16.1000 IBC Criteria 2015-01-27 2019-04-08 127.21 PM Input Page 1 of 1 Design Criteria Summary Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-NIA Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 36.00 it Stories Above Grade,n= 2 Framing Type: Cape Truss Gable Width,L= 27.50 ft Max.Blocking Height,hb= 18 in. Roof Slope,a= 7.00/12 pitch Module Width,Lm= 13.75 ft Sidewall/Save Height,he= 228 in. Sidewall Overhang,LOH= 12 in. Min.Mean Roof Height,h= 15 ft Endwail Overhang,BoH= 12 in. Roof Cavity Insulation,R= 30 Uniformly Distributed Design Loads: Ground Floor Roof Other Floors(above ground) .Floor Live,L= 40 psf Top Chord Load= 42.7 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Floor Dead,D= 10 psf Wall Dead Load,Dw= 5 psf Loft Live Load,L= 20 psf Wall Dead Load,Dw= 5 psf Wall Height,hW= 96 in. Bottom Chord Dead Load= 10 psf Wall Height,hw= 96 in. Misc.Design Parameters: Seismic Loads: Risk Category: II Seismic Importance Factor,IE= 1,00 Mapped Coefficients: Ss= 0.55 g RooflSnow Load: S,= 0.13 g Ground Snow Load,P.= 30.0 psf Response Coefficients: Sos= 0.49 g Ground Snow Load NY',PANy= 33.2 psf SDI= 0.19 g Min.Design Load,Lr= 17.0 psf Site Class= D Fiat-Roof Snow Load,Pr= 23.1 psf IBC Design Category= D Sloped Roof Snow Load= 23.1 psf IRC Design Category= C Max.Unbalanced Load,Pob= 42.7 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,C.= 1.0 A13 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,Cr= 1.1 Design Base Shear Cs= 0.08 W Wind Loads: Wind Speed(Vult)= 140 mph Wind Speed(Vasd)= 109 mph Wind Exposure= C Flood Loads: Site Specific flood loads have not been assessed in this Internal Pressure Coefficient= +1-0.18 analysis. For Buildings located in flood hazard areas, Mean Roof Height= 24.8 ft as established in Section 1612.3 of the IBC,floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required by IBC section 1603.1.6 must be provided on the component (psf) (psf) construction documents. Window +28.6/-38.3 +28.6/-31.1 Door +24.3/-29.8 +24.3/-26.8 Roof Cladding +26.2/-33.5 +26.2/-28.6 Overhang -48.5 -48.5 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. F,' ► APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA f'' 16.1000 IBC Criteria 2015-01-27 2019-04-08 12:20 PM Wind Page 1 of 1 Wind Load Calculation Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 36.0 ft Wind Speed,V,,d= 109 mph Sidewalf Eave,z= 20.5 ft Total Width,L= 27.5 ft Roof Peak,z= 29.1 ft Blocking Height,hb= 18 in. Exposure Category: C Mean Roof Height,h= 24.8 ft SldewaIYEve Height,he= 228 in. Topographic Factor,Kt= 1.0 Roof Slope,a= 7.0 112 pitch Height&Exposure,Kh= 0.94 Component Dimensions: Roof slope,a= 30.3 deg. Directionality,Kd= 0.85 Stud Height,N= 96 in Sidewall Overhang,LOH= 12 in. Wind Pressure,qh= 24.3 psf Truss Span,s,= 165 in Endwall Overhang,BOH= 12 in. Internal Pressure,Gci;= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRS).- Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCS, 9.2 0.7 -14.8 -13.3 -15.3 -15.3 12.4 2.2 -17.2 -16.0 -GCpf 18.0 9.5 -6.1 -4.6 -6.6 -6.6 21.1 10,9 -8.5 -7.3 Max 1 B.0 9.5 -14.8 -13.3 -15.3 -15.3 21.1 10.9 -17.2 -16.0 Long +GC, 5.3 -21.1 -13.3 -11.4 -15.3 -15.3 10.4 -30.3 -17.2 -14.8 -GCpI 14.1 -12.4 -4.6 -2.7 -6.6 -6.6 19.2 -21.6 -8.5 -6.1 Max 14.1 -21.1 -13.3 -11.4 -15.3 -15.3 19.2 -30.3 -17.2 -14.8 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 28.4 19.4 22.6 15.5 10.9 -17.2 9.5 -14.8 -12.9 -14.3 21.1 -16.0 18.0 -13.3 Long 25.2 19.4 16.7 15.5 -30.3 -17.2 -21.1 -13.3 -45.4 -36.1 21.1 -16.0 14.1 -11.4 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (fe) Pos Neg Wall Components: (ff) Pos Neg Zone 1: Maximum 10 26.2 -28.6 Zone 4: Maximum 10 28.6 -31.1 Minimum 50 24.5 -25.2 Minimum 100 24.3 -26.8 Truss/Rafter 83.0 24.3 -24.7 Door 100.0 24.3 -26.B Overhang 1.0 n/a -48,5 Stud 21.3 27.2 -29.6 Zone 2: Maximum 10 26.2 -33.5 Zone 5: Maximum 10 28.6 -38.3 Minimum 100 23.8 -28.6 Minimum 1OD.0 24.3 -29.8 Truss/Rafter 63.0 24.3 -29.6 Door 100.0 24.3 -29.8 Overhang 1.0 n/a -48.5 Stud 21.3 1 27.2 -35.5 Zone 3: Maximum 110 262 -33.5 Minimum 100 23.8 -28.6 Truss/Rafter 63.0 24.3 -29.6 Overhang 1.0 n/a -48.5 F.S APPROVED Ne DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 16.1000 IBC Criteria 2015-01-27 2019-04-08 12120 PM Snow Page 1 of 1 Snow Load Assessment Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 15 ft Ground Snow Load,pe= 30 psf a CS ps Exposure Factor,CB= 1.0 (deg) C,=1.0 C,=f.1 C,=1.2 (psf) Thermal Factor,C,= 1.1 30.3 1 0.99 1.00 1.00 23.1 Importance Factor,Is= 1.0 Framing Type: TrussesA)ther Snow Density(y): Ice Dams Along Eves?: y=0.13 pg +14= 17.9 pcf ps =2 p 23.1 psf but not more than 30 pcf f Flat-Roof Snow Load(pf): Minimum Roof Live Load Lr: p f=0.7C�C,-LPg= 23.1 psf R,= 1.0 R2= 0.85 Rain on Snow Surcharge: F= 7.0 amax= 0.295 deg L, =20R,R?= 17.0 psf pg<=20 psf prss= 0.0 psf 12 5 L, <20 pf= 23.1 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monoslope roofs= 15.0 deg or a,,;,,=701W+0.5= 5.2 deg 2.38 deg amin= 15.0 deg pg <=20 psf p f=I,pB = 30.0 psf pg >20 psf p f=20I,= 20.0 psf pfmin= 20.0 psf p f= 23.1 psf Unbalanced Snow Loads: Applicable to roof slopes between: a mez = 70.00 deg a„ =701W+0.5= 5.25 deg a min = 2.38 deg governing a,,, = 2.38 deg Unbalanced Loads: p Lw S= 1.71 /1 p ww Ridge Length Eave W=l„ = 20.0 it s s ft s h d= 1.44 ft 6.9 42.7 5.0 23.1 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2.Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. F 4 APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA �,3 16.10D8 IBC Crfteda 2015-01-27 2019-04-08 12:20 PM Seismic Page 1 of 1 Seismic Load Calculation Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Location: IBC SDC C Design Classification: Response Acceleration: Risk Category:11 Short Period(Ss)= 55%g Importance Category,IE: 1,00 1-Second Period(SI)= 13%g Site Class: D ASCE 7 Design Category: D IRC Design Category:C Seismic Resisting System:A13 Light-frame walls with wood shearpanels Response Factor,R:6.5 System Overstrength Factor,L4:3,0 Defection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped I Site Coeff. Maximum ( Design Ss St F. Fv sorts S" Sns Sm 0.55 0.13 1 1.36 2.28 0.75 0.30 1 0.50 —0.20 Fundamental Period: Period Coefficient,CT= 0.020 Height to Highest Level,h„= 19.0 ft T=C,.h�'= 0.182 sec Seismic Response Coefficient: C,.;,=0.044 SmlE=0.022 Min.For SDC E of F: =n lI =0.077 0.5s C....= SM =0.17 R/Is 0,010 Design C S= 0.077 (RIIE)T Seismic Response Coefficient: F= C =t-S-=0.092 Design Cs= 0.092 Seismic Base Shear: Base Shear Coefficient,Cs= 0.077 W Minimum Interconnection Force: 0.133 x Sus= 0.066 W Min.= 0.050 W CSctdy= 0.066 W Fes'► APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 3 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 12:20 PM 2 Story Detailed Page 1 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Building Geometry: Loading Conditions: APPROVED Ridge Length,B= 36.0 it Wind Speed= 109 mph Gable Width,L= 27.5 it Exposure Category: C DATE 4/22/19 Module Width= 13.8 ft Blocking Height,hb= 18.0 In. Height Above Grade: PFS CORPORATION Sidewall/Eve Height,ha= 228.0 in. Stories Above Grade= 2 Bloomsburg, PA Roof Slope,a= 7.0/12 pitch Sldewall Eave(z)= 20.5 ft Roof slope,a= 30.3 deg. Roof Peak(z)= 29.1 it Sidewall Overhang,LOH= 12.0 in. Mean Roof Height(h)= 24.8 ft Endwall Overhang,BoH= 12.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group: H ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: D Wall Height,h„,(in.) 96 96 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 5 n/a Response Factor,R: 6.5 SDs=0.60 Floor/Level Dead Weight(psf) 10 10 20 Cs=0.09 Bottom Chord Dead Weight(psi) -- -- 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Ground Floor Wall Height= 8.0 it Horizontal Wind Pressure(MWFRS) Above Ground Floor Wall Height= 8.0 ft Net Wall End Zone 28.4 Vertical Roof Projection= 8.6 ft Interior 22.6 Misc.Framing Height= 1.0 ft/level H Net Roof End Zone 19.4 Blocking Height= 1.5 ft Interior 15.5 Ground Floor Endwall Weight= 1100 ibf C Max.Wall End Zone 16.0 Above Ground Floor Endwall Weight= 1100 lbf Interior, 13.3 Gable Endwall Weight= 1692 Ibf Max.Roof End Zone 1 17.2 Interlorl 14.8 MWFRS End Zone,2a= 6.0 it Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plf) 295 - - Interior(plo 235 - - Diaphragm(plf) 590 38 Transverse Wails(Ibf/wall) -- 1142 74 Total Force to Transverse Walls(Ibf) 8822 - 1516 Level OTM(ft-kip) 70.6 1 12.1 7st of 2 Story End(plf) 255 Interior(plf) 203 Diaphragm(plf) 355 23 Transverse Walls(Ibflwail) 550 35 Total Force to Transverse Walls(Ibf) 16447 -- 3510 Level OTM(ft-kip) 227.4 - 45.2 Base of 2 Story End(plf) 170 - - Interior(plf) 135 -- - Diaphragm(plf) 315 20 Transverse Walls(Ibf/wall) 550 35 Total Transverse Force at Base(Ibf) 21530 -- 4312 Total OTM(ft-kip) 249.0 -- 49.5 �,s 16.251t Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 12:20 PM 2 Story Detailed Page 3 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Diaphragm Parameters; Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 8.0 ft Net Wall End 25.2 Above Ground Floor Wall Height= 8.0 ft Interior 16.7 Vertical Roof Projection= 8.6 ft Net Roof End -- Misc.Framing Height= 1.0 ftlievel `a Interior — Blocking Height= 1.5 ft Max.Wall End 16.0 Ground Floor Sidewall Weight= 1440 Ibm Inferior, 13.3 Above Ground Floor Sidewall Weight= 1440 Ibm Max.Roof End Interior MWFRS End Zone,2a= 6.0 it Wind Seismic Longitudinal Lateral Forces Net Weight Net 2nd of 2 Story(Total) End Max(plf) 202 Min(plf) 114 — — Interior Max(plf) 219 -- - Min(pi) 134 — — Diaphragm(plf) 843 54 Longitudinal Walls(Ibtfwall) 720 46 Total Force to Longitudinal Wails(Ibf) 4534 - 1587 Level OTM(ft-kip) 36.3 — 12.7 Roof Diaphgram Only End Max(plf) 44 — Min(plf) 0 — Interior Max(pff) 72 - — Min(plf) 29 - — Diaphragm(plf) - 400 26 Roof Force to Longitudinal Walls(Ibf) 968 — 709 Ceiling Diaphgram Only End Max(plf) 158 - — Min(plf) 114 — — Inferior Max(plf) 147 — Min(plf) 105 — — r Diaphragm(plfl 443 29 Ceiling Force to Longitudinal Walls(Ibf) 3567 — 878 1st of 2 Story End Zone(plf) 227 — -- Interior(pff) 151 — - Diaphragm(pit) — 403 26 Longitudinal Walls(Ibf/wall) 720 46 Total Force to Longitudinal Walls(Ibf) 9136 -- 2466 Level OTM(ft-kip) 123.0 36.7 Base of 2 Story End Zone(plf) 151 - Interior(plf) 100 -- Diaphragm(plf) 363 23 Longitudinal Walls(Ibflwail) - 720 46 Total Longitudinal Force at Base(Ibf) 12204 - 3221 Total OTM(ft-kip) 135.2 1 37.0 APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 16.2612 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 1210 PM 2 Story Detalled Page 4 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Walls Wall Wall Along Length,X Rx RxX d Rxd RXd' Lateral Loads(Ibf) Bracing 2nd Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 4560 758 2 36.0 4560 758 3 4 5 6 7 8 9 10 E= 0.0 0 CR,,_ -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R,rX d Ryd Rydx Lateral Loads(Ibj Bracing 2nd Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 2400 793 B 27.5 2400 793 C D E F G H J E= 0.0 0.0 CRy= -- It Overall J= -- Location Stiffness Governing Transverse Walls Wall Wall Along Length,X RX RxX d RXd RXd 2 Lateral Loads(Ibf) Bracing list Story Line Length (ft) (in.) (klin.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 8503 1755 2 36.0 8503 1755 3 4 5 6 7 8 9 10 £= 0.0 0.0 CRx= -- It Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R.,X d Ryd Ryd2 Lateral Loads(Ibf) Bracing 1st Story Line Length (ft) (in.) (klin.) (k) (ft) (k) (k-In.) Wind Seismic A 0.0 4880 1243 B 27.5 4880 1243 C D /c' ► § APPROVED E F G DAT 4/22/19 H PFS CORPORATION] i Bloomsburg, PA J 711 0.0 0.0 CRC,= — ft Overall J= - J• f 16.251'2 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-0812:20 PM 2 Story Detailed Page 5 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X Rx RXX d R d RXd2 Lateral Loads(Ibf) Bracing 2 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 11132 2156 2 36.0 11132 2156 3 4 5 6 7 8 9 10 E= 0.0 0 CRX — it Location Stiffness Governing Longitudinal Foundation Wall Walt Along Width,Y Ry R'X d Ryd Ryd2 Lateral Loads(Ibl) Bracing 2 Story Line Length (ft) (in.) (krn.) (k) (ft) (k) (ftdc) Wind Seismic A 0.0 6534 1611 B 27.5 6534 1611 C D E F G H i J = 0.0 0.0 CRy= — it Overall J= — F✓'r` APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA ��� 23.0728 Design Transverse Shearwall Systems 2009-06-01 2019-04-081220 PM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 27.5 ft Wind Speed= 109 mph Stories Above Grade= 2.0 Blocking Height,hh= 18.0 in. Exposure Category: C Sidewall Eave(z)= 20.5 ft Sidewall/Eve Height,he= 228.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 29.1 ft Roof Slope,a= 7.0 112 pitch Mean Roof Height(h)= 24.8 ft Roof slope,a= 30.3 deg. Sidewall Overhang,LoH= 12.0 in. Endwall Overhang,BoH= 12.0 in. Vertical Roof Projection= 8.6 ft Wall Height= 8.0 ft(max.) Misc.Framing Height= 1.5 ftl[evel Seismic Design Parameters: Seismic Use Group:11 Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 96 96 n/a Site Class: D Wall Dead Weight(psf) 5 5 n/a Seismic Resisting System:A13Light-frame walls Wth wood shearpanels Floor/Level Dead Weight(psf) 10 10 20 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,C4: 3.0 Deflection Amp_Factor,Ca:4.0 ASD Adjustment Factor= 0.7 Seismic Design Cat.: D IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 610 pit Sos= 0.50 Effective Seismic Weight at Floor Level= 395 pit Cs= 0.092 Additional Endwa[I Dead Weight= 1100 Ibm NET Horizontal Wind Loads(MWFRS) Dlaphgram Loads a Wall End Zone 28.4 Zone Wind Seismic Interior 22.6 Roof Dlaphgram End(plf) 302 -- Roof End Zone 19.4 Interior(pif) 241 39 Interior 15.5 Endwall Surcharge(lbf) — 71 E Wall End Zone 25.2 Above Ground End Zone(pif) 270 -- Interior 16.7 Floor Dlaphgram Interior(ptf) 214 25 Roof End Zone -- Endwall Surcharge(lbf) -- 71 Interior -- Ground Level End Zone(p[f) 135 — Floor Dlaphgram Interior(plf) 107 13 Endwall Surcharge(lbf) -- 35 Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration: 7116"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2,5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 64 Blocked 4 6 6 12 328 235 71 Blocked 4 4 6 12 438 313 96 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 37 Blocked 3 6 6 6 270 193 58 Fastener. 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 48 F . APPROVED Blocked 4 6 6 12 333 238 73 DATE 4/22/19 PFS CORPORATION "Z Bloomsburg, PA i 23.0728 Design Transverse Shearwall Systems 2009-06-01 2019-04-08 12:20 PM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19132"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener. 0.131'S2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max Module Length(ft) Unblocked 3 6 6 12 309 2-21 76 Blocked 4 6 6 12 348 248 86 Blocked 4 4 6 12 464 331 110 Fastener. 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 42 Blocked 3 6 6 6 270 193 66 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 64 Blocked 4 6 6 12 333 238 82 Grade Level Floor Diaphragm Sheathing Configuration: 19132"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 82 Blocked 4 6 6 12 348 248 110 Blocked 4 4 6 12 464 331 110 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismicl Max.Module Length(ft) Unblocked 3 6 6 6 178 127 82 Blocked 3 6 6 6 770 193 82 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 82 Blocked 4 6 6 12 333 238 110 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(F,) Fastener: Fastener: for illustration purposes) (ft) (Ibf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 1770 14 25 45 2240 17 32 50 2765 21 39 60 3982 31 56 70 5420 42 76 80 7079 54 99 4-ft minimum lap.Fasteners at 2"on center in muftlple rows 2"(min.)apart Rim Joist Splice 40 1576 12 22 45 1994 16 28 , 50 2462 19 35 60 3545 27 50 r • i • 70 4825 37 68 • FF • 80 6302 48 88 �S a, APPROVED 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 1220 PM 2-A Page 1 of 3 Shearwaif Design Client: Professional Building Systems Job Number: PBS040519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Design Parameters: Shear OTM Wind Shear= 2400 Ibf 19.2 ft-kip Seismic Shear= 793 Ibf 6.3 ft-kip Response Factor,R:6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wait Length= 36.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 3046(2) 7.0 5 Items Supported: Sidewall 2 2846 34.125 57 Window 2 2846 19.0 10 Roof Only 3 2846(2) 68.76 57 Window 3 2846(2) 29.0 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"or, 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wail Length= 36.0 it Wall Sheathing: 7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6112 Shear Panel Length= 21.0 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.75 Min.Framing SG: SPF Wind Shear= 114 pif Seismic Shear= 38 pif Anhorage: Uplift Force= -152 pif Chord Force= 1212 Ibf Wall Start: 0'-0" Wall End: 36'-0" Segmented Method Wind Seismic Wag SheathIN:7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6/12 Cumulative Length(ft) 21.0 21.0 Back Panel: None Design Shear(pif) 114.1 37.7 Panel Edge Framing: 1.5-in.edge framing Win.Framing SG:SPF AP FS . APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End D 1 0'-7 a'-" 6 ATE 4/22/19 2 10`-7" 18'4" 7 PFS CORPORATION 3 21'-3" 26`-4" 8 Bloomsburg, PA 4 32'-1" 36'-0" 9 5 10 Chord Force= 1212 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -234 pit Out-of-Plane Shear= 61 pit(MWFRS) 0.6 x Wall DL 24 pit 142 psf(C&C) Perf.SW Uplift -152 pit In-Plane Shear= 114 pit(MWFRS) Bottom of Wall -362 pit Chord Force,P= 1212 Ibf �/i I 23.07Z7 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-A Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Compression Chord Member Strength: Chord Force,P= 1212 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CIF Co Cr Co Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 -- 0.70 811 6689 depth(d)= 5.5 in. F,= 350 1.00 1.60 — -- 660 4620 c= 0.8 F�j= 425 -- -• 425 3506 lJd= 17.5 E,1,- 440000 - -- — 440000 F,E= 1187 Site-installed Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) p ti Connector: Simpson STHD14RJ Holdown: Simpson HDU2-813S2.5 Strap:(1)Simpson CS18 Fasteners: (38)0.148'x3.25"Nails Threadrod Dia.= 0.625 In. Fasteners:(12)0.131"x2.5"Nails Each End Strap Width= 3.0 In. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 In. End Length= 14 In. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete t'.= 2500 psi min. End Distance= 1.5 In.min. Holdovin Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown P, ffi Strap:(1)Simpson CS18 Connector:Sampson MSTC6663 Holdown:Simpson HDU2-SDS2.5 Fasteners: (12)0.131"x2.5"Nails Each End Fasteners:(13)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 14 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners, 2.Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be Installed within 1"of the bottom of the rim joist. FS. APPROVED DATE 4/22/19 PFS CORPORATION 'Z- Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-A Page 3 of 3 Shearwail Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) ParameterslLoads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3°Screw 3 per bay (fastened through 5/8"gypsum) Fr= 0 Ibflbay #10x3"Screw 3 per bay �4 FZ= 189 lbf/bay 3"x0.131"Nail 4 per bay FR= 189 lbf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 lbf/bay #10x3"Screw 4 per bay FZ= 284 Ibf/bay 3"x0.131"Nail 5 per bay FR= 284 lbf/bay IIIII r . SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay Fi= 0 lbf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nail 3 per bay FR= 189 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-1n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 pit 0.131"x2.5"Nail 3-In.oc Shear Strength: 2951 pif 7/16"x2.5"xl5 Ga.Staple 2 rows 5-In.oc • B? Panel CSI= 0.42 OK 7/16"x1.6"x16 Ga.Staple 2 rows 4-In.oc Min.Panel Width: 8.0 in. I ; • F,= 114 pif 1 R�'' '�'.' FZ= 362 pif FR= 380 pif II 'o ie r le io 'e le ie Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift canted by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 3-in.oc F Shear Strength: 2951.04 pif 7/16"x2.5"xl5 Ga.Staple 2 rows 54n.oc S Panel CSI= 0.42 OK 7116"x1.5"x16 Ga.Staple 2 rows 4-In.oc F Min.Panel Width: 8.0 in. Fi= 114 pif • Ft ,;; FZ= -362 plf FR= 380 plf , F APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-8 Page 1 of 3 ShearwaH Design Client: Professional Building Systems Job Number: PBS040519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B Design Parameters: Shear OTM Wind Shear= 2400 Ibf 19.2 ft-kip Seismic Shear= 793 Ibf 6.3 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 It Rough Opening Location Overall Wall Length= 36.0 It Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 3046 4.0 0 Items Supported: Sidewall 2 2846 34.126 57 Window 2 3046 10.0 0 Roof Only 3 2846(2) 68.75 57 Window 3 3046(2) 18.0 0 4 3046 38.125 57 Window 4 3046 26.0 0 Top of Openings= 80.0 in.AFF 5 5 3046 32.0 0 Dimensioning Method: Center 6 6 7 7 8 B 9 10 11 Note:Field fastners spaced at 6"oc for 318"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 36.0 ft Wail Sheathing: 7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4112 Shear Panel Length= 16.9 ft Back Panel: None Max.Opening Height= 4.8 It Panel Edge Framing: 1.5-in,edge framing Perf.Wall Factor= 0.70 Min.Framing SG: SPF Wind Shear= 142 pif Seismic Shear= 47 plf Anhorage: Uplift Force= -202 plf Chord Force= 1612 Ibf Wall Start:0'-0" Wall End:36'-0" Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,7/16"51.5"x16 Ga Staple 6/12 Cumulative Length(ft) 16.9 16.9 Back Panel: None Design Shear(pif) 142,1 47.0 Panel Edge Framing:1.5-in.edge framing Min.Framing SG:SPF APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End DATE 4/22/19 1 0'-0" 2'-4" 6 33'-7" 2 5'-7" 8'-4" 7 PFS CORPORATION 3 11'-7" 14'-9" 8 Bloomsburg, PA 4 21'-2" 24'-4" 9 5 27'-7" 30'4' 10 Chord Force= 1612 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -234 pif Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Pert.SW Uplift -202 pif In-Plane Shear= 142 pif(MWFRS) Bottom of Wall -412 plf Chord Force,P= 1612 Ibf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-13 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B Compression Chord Member Strength: Chord Force,P= 1612 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 In. F�= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 - 560 4620 c= 0.8 FcLL= 425 -- — - - 425 3506 Ie1d= 17.5 Emtn= 440000 — — - 440000 F,= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F, i Connector:Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS16 Fasteners:(38)0.148"x3.25"Nalls Threadrod Dla.= 0.625 in. Fasteners: (15)0.131"x2.5"Nalls Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 In. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. Holdown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown F� � �s Strap:(1)Simpson GS16 Connector.Simpson MSTC603 Holdown: Simpson HDU2-SDS2.5 Fasteners:(15)0.131"x2.5"Nails Each End Fasteners:(17)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 17 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force, 3. Plant installed,strap-type hoidowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be Installed within 1"of the bottom of the rim joist. . APPROVED DATE 4/22/19 PFS CORPORATION! 3. Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-B Page 3 of 3 Shearwall Design(cont) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-13 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nail 4 per bay FR= 189 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay Fr= 0 Ibf/bay #10x3"Screw 4 per bay f f' F2= 284 Ibf/bay 3'X0.131"Nail 5 per bay f FR= 284 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nail 3 per bay FR= 189 Ibf/bay Y Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across Joint) Tensile Strength: 980 pif 0.131'W.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 44n.oc �? Panel CSI= 0.48 OK 7/16"x1.5"x16 Ga.Staple 2 rows 44n.oc ~; Min.Panel Width: 8.0 in. Fr= 142 plf 1 1 ~ F2= 412 pif FR= 436 pif I I ;S i - Sheathing-to-Floor Rim Joist Sheathing Type: 0S13 0.099"x2"Nall 2 rows 3-In-oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-In.oc ti Shear Strength: 2951.04 plf 7/161`x2.5"x15 Ga.Staple 2 rows 4-in.oc '. I Panel CSI= 0.48 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc M 1 t I FZ 1 4 Min.Panel Width: 8.0 in. A_ F,= 142 plf F2= -412 pif FR= 436 pif APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA S 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-1 Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Plumber: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Design Parameters: Shear OTM Wind Shear= 4560 Ibf 36.5 ft-kip Seismic Shear= 758 Ibf 6.1 ft-kip Response Factor,R:6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 it Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 3046 9.0 0 Items Supported: Endwall 2 2846 34.126 57 Window 2 Roof Only 3 2846(2) 68.75 57 Window 3 4 3046 38,125 57 Window 4 Top of Openings= 80.0 in,AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,7/16"x1.5'x96 Ga Staple 4/12 Shear Panel Length= 24.3 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.92 Mln.Framing SG: SPF Wind Shear= 187 plf Seismic Shear= 31 pif Anhorage: Uplift Force= -205 plf Chord Force= 1637 Ibf Wall Start: 0'-0" Wall End:27'-6" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6/12 Cumulative Length(ft) 24.3 24.3 Back Panel:None Design Shear(plf) 187.5 31.2 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG:SPF a APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End DATE 4/22/19 1 01-o" 7'-411 6 PFS CORPORATION 2 10 7" 27 6 7 3 8 Bloomsburg, PA 4 9 5 10 Chord Force= 1637 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Walt -52 plf Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wail DL 24 plf 142 psf(C&C) Pert.SW Uplift -205 pif In-Plane Shear= 187 pif(MWFRS) Bottom of Wall -232 pif Chord Force,P= 1637 Ibf 3.7 23.072"7 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-1 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Compression Chord Member Strength: Chord Force,P= 1637 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp C, Cp Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 in. Fc= 350 1.00 1.60 - 560 4620 c= 0.8 F�l= 425 — — — 425 3506 laid= 17.5 E„In= 440000 -- 440000 F,= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) I R f' I �r. Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS16 Fasteners:(38)0.148"x325"Nails Threadrod Dia,= 0.625 in. Fasteners: (15)0.131N2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. • Holdown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown r. r A 4 Strap:(i)Simpson CSi6 Connector:Simpson MSTC66B3 Holdown:Simpson HDU2-SDS2.5 Fasteners: (16)0.131W.6"Nails Each End Fasteners: (M 0.148"x 3"Nails Threadrod Dia.= 0.626 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 17 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type hoidowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. APPROVED DATE. 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-1 Page 3 of 3 Shearwali Design(cont) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 In.cc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nail 4 per bay FR= 189 Ibf/bay Stud Spacing= 24 in.cc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #16x3"Screw 4 per bay F2= 284 Ibf/bay TV.131"Nall 5 per bay FR= 284 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nall 3 per bay FR= 189 Ibf/bay Stud Spacing= 24 In.cc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay — F2= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-1n.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nall 34n.cc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail On.cc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3-in.cc R Panel CSI= 0.31 OK 7/16"x1.5"x%Ga.Staple 3-1n.cc Min.Panel Width: 8.0 in. F,= 187 plf F2- 232 plf FR= 298 pif It Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 54n.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-1n.cc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 4-in.cc Shear Strength: 2951.04 pif 7/16'W.5"x15 Ga.Staple 3-1n.cc ' Panel CSI= 0.31 OK 7/16"x1.5"x16 Ga.Staple 3-In.cc ! ^�2 Min.Panel Width: 8.0 in. .� F,= 187 pif 4~ �► i F2= -232 plf FR= 298 pif APPROVED DATE 4/22/19 PFS CORPORATION 3' Bloomsburg, PA I 23.0797 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-2 Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Design Parameters: Shear OTM Wind Shear= 4560 ibf 36.5 ft-kip Seismic Shear= 758 IV 6.1 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"O1A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 2846(3) 8.0 6 Items Supported: Endwall 2 2846 34.125 57 Window 2 EDGE 13.0 9 Roof Only 3 2846(2) 68.75 57 Window 3 4 3046 38.125 57 Window 4 Top of Openings= 80.0 in.AFF 5 2846(3) 108.375 57 Window 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 318"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,7/16"xl.5"x16 Ga Staple 3112 Shear Panel Length= 17.7 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.78 Min.Framing SG: SPF Wind Shear= 257 plf Seismic Shear= 43 pif Anhorage: Uplift Force= -329 plf Chord Force= 2633 Ibf Wall Start:0'-0" Wall End: 27'-6" Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4112 Cumulative Length(ft) 17.7 17.7 Back Panel:None Design Shear(pif) 257.1 42.7 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF I �a7 APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 4/22/19 1 0'-o" 3'-11" s DATE 2 13'-9" 27'-6" 7 PFS CORPORATION 3 8 Bloomsburg, PA 4 9 5 10 Chard Force= 2633 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Tap-of-Wall -52 pif Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wall DL 24 plf 142 psf(C&C) Perf.SW Uplift -329 pff In-Plane Shear= 257 pif(MWFRS) Bottom of Wall -357 plf Chord Force,P= 2633 Ibf 3:io 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-2 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Compression Chord Member Strength- Chord Force,P= 2633 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 In. Fc= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 6.5 in. F,= 350 1.00 1.60 — -- 560 4620 c= 0.8 F,1= 425 -- — - 425 3606 I"/d- 17.5 E,1,= 440000 - — 440000 F,E= 1187 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) r F� j Connector: Simpson STHD14RJ Holdown: USP PHD2-SDS3 Strap: (1)Simpson CMST14 Fasteners: (38)0.148°x325"Nails Threadrod Dia.= 0.625 in. Fasteners: (22)0.131°x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 21 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f,= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown �t fi Strap: (1)Simpson CMST14 Connector: Simpson MSTC8083 Holdown: USP PHD2-SDS3 Fasteners: (22)0.131°x2.5"Nails Each End Fasteners: (27)0.148"x 3"Nails Threadrod Die.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 21 in. End Lengih= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit Installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. �S APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-2 Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) Ft= 0 lbf/bay #1 Ox3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nail 4 per bay _ FIR= 189 Ibf/bay Stud Spacing= 24 1n.cc #8 x 3"Screw 5 per bay .�•, F,= 0 Ibf/bay #1 Ox3"Screw 4 per bay F2= 284 Ibflbay 3"x0.131"Nail 5 per bay FIR= 284 Ibflbay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 3 per bay F,= 0 Ibflbay #1 Ox3"Screw 3 per bay F2= 189 Ibflbay 3"xO.131"Nail 3 per bay FIR= 189 Ibflbay d Stud Spacing= 24 in.cc #8 x 3"Screw 3 per bay F,= 0 Ibflbay #1 Ox3"Screw 3 per bay F2= 284 Ibflbay 3"x0.131"Nail 3 per bay FIR= 284 Ibflbay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nall 2 rows 3-in.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in, 0.113"x2.5"Nail 2 rows 4-in.cc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7116"x2.5'k15 Ga.Staple 2 rows 4-in.cc ` Fy Panel CSI= 0.46 OK 7116"x1.5"x16 Ga.Staple 2 rows 4-In.cc Min.Panel Width: 8.0 in. Ft= 257 pif i =;�:'• ~' Fa= 357 pif FR= 440 pif I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.cc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.cc I Shear Strength: 2951.04 plf 7/16"x2.5"xl5 Ga.Staple 2 rows 4-in.cc f s Panel CSI= 0.46 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.cc t Min.Panel Width: 8.0 In. F2 'A_ 9 I `• I; F,= 257 pif • t F2= -357 pif FIR= 440 pif APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 3 iZ 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-A Page 1 of 3 Shearwal!Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Design Parameters: Shear OTM Wind Shear= 4880 Ibf 65.7 ft-kip Seismic Shear= 1243 Ibf 18.3 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-l"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wail Geometry: Opening Definitions: Opening Locations: Wall Height= 8,0 ft Rough Opening Location Overall Wall Length= 36.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3/0 Ext. 38.5 83 Door 1 3/0 Ext. 17.0 0 Items Supported: Sidewall 2 3052(3) 120.375 65 Window 2 3052(3) 27.0 3 2nd of 2 Story 3 3 4 4 Top of Openings= 80.0 In.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 318"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwal[Sheathing Design: 16 Perforated Method Pert.Wall Length= 36.0 it Wall Sheathing: 7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 3112 Shear Panel Length= 22.8 it Back Panel: None Max.Opening Height= 6.9 ft Panel Edge Framing: 1.5-In,edge framing Perf.Wall Factor= 0.63 Min.Framing SG: SPF Wind Shear= 214 pif Seismic Shear= 55 pif Anhorage: Uplift Force= -339 pif Chord Force= 2716 Ibf Wall Start: 0'-0" Wall End: 36'-0" Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4/12 Cumulative Length(ft) 22.8 22.8 Back Panel:None Design Shear(pit) 214.4 54.6 Panel Edge Framing:1.5-in.edge framing Min.Framing SG:S P F Segment Layout:(w.r.t reference end of wall) F . APPROVED No. Start End No. Start End 1 0'-0" 164' 6 DATE 4/22/19 2 18'-7" 22'-2" 7 PFS CORPORATION 3 32'-3" 36'-0" 8 4 9 Bloomsburg, PA 5 10 Chord Force= 2716 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= .15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -169 ptf Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Pert.SW Uplift -339 plf In-Plana Shear= 214 pif(MWFRS) Bottom of Wall -485 pif Chord Force,P= 2716 Ibf .�i3 I 23.07'7 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-A Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Compression Chord Member Strength: Chord Force,P= 2716 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, CP Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 In. Fr= 350 1.00 1.60 — - 560 4620 c= 0.8 F"i= 425 — — — 425 3506 IJd= 17.5 Emm= 440000 — -- — - 440000 F,= 1187 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Connector: Simpson STHDI4R! Holdown: USP PHD2-SDS3 Strap:(1)Smpson CMST14 Fasteners: (38)0.148"x3.25"Nail Threadrod Dia.= 0.625 in. Fasteners: (23)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 22 in. Chord Studs- 3 Qty Min. Chord Studs= 2 Qty Min. Concrete fc.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown J t Strap: (1)Sunpson CMST14 Connector.Simpson MSTC66B3 Holdown: USP PHD2-SDS3 Fasteners: (23)0.131"x2.5"Nails Each End Fasteners:(28)0.148"x 3"Nails Threadrod Die.= 0.626 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 22 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min, Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4. fasten or the lowpst fastpripr nn thp stran st be installed within 1"of the bottom of the rim joist. APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA � �f) 23.0727 LFRS Shearwail Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-A Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay FZ= 189 lbf/bay 3"x0.131"Nail 4 per bay 'FR= 189 lbf/bay w • �`� Stud Spacing= 24 In.cc #8 x 3"Screw 5 per bay erw - � _•. i F,= 0 lbf/bay #10x3"Screw 4 per bay FZ= 284 lbf/bay 3"x0.131"Nail 5 per bay FR= 284 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 In.cc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nall 3 per bay FR= 189 lbf/bay Stud Spacing= 24 In.cc #8 x 3"Screw 3 per bay Fj= 0 lbf/bay #10x3"Screw 3 per bay L— F = 284 lbf/bay 3"x0.131"Nail 3 per bay FRR= 284 Ibflbay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nall 2 rows 3-in.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113"x2.5"Nall 2 rows 4-in.cc lapped across Joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 5-in.cc Shear Strength: 2951 plf 7/16"x2.5'M5 Ga.Staple 2 rows 3-1n.cc k� Panel CSI= 0.58 OK 7/16"x1.5'M6 Ga.Staple 2 rows 34n.cc Min.Panel Width: 10.5 in, I+• F,= 214 pif +• :• FZ= 485 pif ••�'F FR= 530 pif lF to iP Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099'44"Nail 2 rows 3-In.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/84n. 0.113"x2.5"Nail 2 rows 4-in.cc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 5-in.cc l Shear Strength: 2951.04 ptf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.cc Panel CSI= 0.58 OK 7/16"x1.5W6 Ga.Staple 2 rows 3-in.cc Mtn.Pane[Width: 10.5 in. .;-tit+ +•+ ,a +•.++I; F,= 214 ptf + Ft Fz= -485 pif +��FI FR= 530 pif - F APPROVED DATE 4/22/19 PFS CORPORATION r C Bloomsburg, PA I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-B Page 1 of 3 Shearwall Design Client Professional Building Systems Job Number: PBSO4051g-6 Description: P82654-MA Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Design Parameters: Shear OTM Wind Shear= 4880 Ibf 65.7 ft-kip Seismic Shear= 1243 Ibf 18.3 it-kip 6 Response Factor,R: 6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 it Rough Opening Location Overall Wail Length= 36.0 it Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3/0 Ext. 38.5 83 Door 1 3052 4.0 0 Items Supported: Sidewali 2 3052(3) 120.375 65 Window 2 3052 10.0 0 2nd of 2 Story 3 3052 38.125 65 Window 3 310 Ext. 18.0 0 4 4 3052 26.0 0 Top of Openings= 80.0 in.AFF 5 5 3052 32.0 0 Dimensioning Method: Center 6 6 7 7 g 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wail Length= 31.9 it Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Shear Panel Length= 17.8 it Back Panel: None Max.Opening Height= 6.9 it Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.59 Min.Framing SG: SPF Wind Shear= 274 pif Seismic Shear= 70 ptf Anhorage: Uplift Force= -466 pif Chord Force= 3728 Ibf Wall Start: 0'-0" Wail End: 36'-0" Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,0.131"x2"Nail 6112 Cumulative Length(it) 20.1 17.8 Back Panel:None Design Shear(plf) 243.0 69.8 Panel Edge Framing: 1.5-In.edge framing Min.Framing SG:SPF FS , APPROVED Segment Layout:(w.r.t reference end of wall) DATE 4/22/19 No. Start End No. Start End 1 0'-0" 2'-4" 6 33'-7" 36'-0" PFS CORPORATION 2 5'-7" 8'-4" 7 Bloomsburg, PA 3 11'-7" 16'-4" 8 4 19'-7" 24'-4" 9 5 27'-7" 30'-4" 10 Chord Force= 3728 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -169 pif Out-of-Plane Shear= 61 plf(MWFRS) 1.6 x Wall DL 24 pif 142 psf(C&C) Pert.SW Uplift -466 pif In-Piano Shear= 274 pif(MWFRS) Bottom of Wall -611 pif Chord Force,P= 3728 Ibf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-B Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Walt Line 1-113 Compression Chord Member Strength: Chord Force,P= 3728 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Cy Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 -- 0.70 811 6689 depth(d)= 6.5 in. Fi= 350 1.00 1.60 -- — 560 4620 c= 0.8 Fwl= 425 - — -- — 425 3506 le/d= 17.5 Emjn= 440000 - -- — 440000 Fc,t= 1187 OptionsSite-Installed Holdown Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F F, ,r Connector: Simpson STHD14RJ Holdown:Simpson HDU5•SDS2.5 Strap:(1)Simpson CMST14 Fasteners: (38)0.148x3.25"Nails Threadrod Die.= 0.625 In. Fasteners:(32)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 30 In. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 In.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown 41 Strap:(1)Simpson CMST14 Connector: Simpson MSTC66133 Holdown:Simpson HDU5-SDS2.5 Fasteners: (32)0.131"x2.5"Nails Each End Fasteners: (38)0.148"x 3"Nails Threadrod Die.= 0.625 in. Strap Width= 3.00 In. Strap Width= 3 in. Chord Studs= 2 Qty MIn. End Length= 30 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. APPROVED DATE 4/22/19 PFS CORPORATION 317 Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-B Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-13 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibflbay #10x3"Screw 3 per bay F2= 189 Ibflbay 3"x0.131"Nail 4 per bay - FR= 189 Ibflbay • ',; Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay ry ~ti, i F,= 0 Ibflbay #10x3"Screw 4 per bay F2= 284 ibf/bay 3"x0.131"Nail 5 per bay FR= 284 Ibflbay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay F1= 0 Ibflbay #10x3"Screw 3 per bay F2= 189 Ibflbay 3'k0.131"Nail 3 per bay _ FR= 189 Ibflbay z Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay �cw FS= 0 Ibflbay #10x3"Screw 3 per bay F2= 284 Ibflbay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiring Rail Sheathing Type: 0S13 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113'W.5"Nall 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 4-in.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 2 rows 34n.oc Panel CSI= 0.73 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc Min.Panel Width: 15.3 in. F,= 274 plf i l l F2= 611 pif FR= 070 plf ' l �t Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 318-in. 0.113W.5"Nail 2 rows 3-1n.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 4-in.oc i Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc i I Panel CSI= 0.73 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc Min.Panel Width: 15.3 in. F1= 274 pit F2= -611 pif FR= 670 pif FS " APPROVED DATE 4/22/19 PFS CORPORATION ?J rd Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:19 PM 1-1 Page 1 of 3 , ShearwaH Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Design Parameters: Shear OTM Wind Shear= 8503 ibf 117.6 ft-kip Seismic Shear= 1755 ibf 22.6 ft-kip Response Factor,R:6.5 36'-0"Length,29'-l"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wait Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3/0 Ext. 38.5 83 Door 1 34211 7.0 0 Items Supported: Endwali 2 3052(3) 120.375 65 Window 2 2846 21.0 9 2nd of 2 Story 3 3052 38.125 65 Window 3 4 34211 41.26 36 Window 4 Top of Openings= 80.0 in.AFF 5 2846 34.125 57 Window 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Shear Panel Length= 21.2 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-In.edge framing Perf.Wall Factor= 0.85 Min.Framing SG: SPF Wind Shear= 401 pif Seismic Shear= 83 pif Anhorage: Uplift Force= -473 plf Chord Force= 3784 ibf Wall Start:0'-0" Wall End: 27'-6" Segmented Method Wind Seismic Wall Sheathing: 7116"Structural Sheathing,0.131"x2"Nall 4/12 Cumulative Length(ft) 21.2 21.2 Back Panel: None Design Shear(plf) 400.8 82.7 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF FS , APPROVED Segment Layout:(w.r,t reference and of wall) No. Start End No, Start End 4/22/19 1 01-0" 5'-3" 6 DATE 2 8'-8" 20'-3" 7 PFS CORPORATION! 3 23'-2" 27'-6" 8 Bloomsburg, PA 4 9 5 10 Chord Force= 3784 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Farces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -22 plf Out-of-Plane Shear= 61 plf(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Pert.SW Uplift -473 pif In-Plane Shear= 401 plf(MWFRS) Bottom of Wall -471 plf Chord Force,P= 3784 ibf 3' �� I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:19 PM 1-1 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Compression Chord Member Strength: Chord Force,P= 3784 IV Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Co Stress Load width(b)= 1,5 in. F,= 725 1.00 1.60 -- 0.70 811 6689 depth(d)= 5.5 in. Fi= 350 1.00 1.60 -- -- 560 4620 c= 0.8 FL= 425 -- - -- - 425 3506 Ud= 17.5 = 440000 -- - -- - 440000 F,= 1187 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) . r f, Connector: Simpson STH014RJ Holdown: Simpson HDUS SDS2.5 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (32)0.131W.5"Nails Each End Strap Wdth= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 30 In. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Ilk "T"'a P� Strap:(1)Simpson CMST14 Connector: Simpson MSTC66133 Holdown:Simpson HDU5-SDS2.5 Fasteners:(32)0.131"x2.5"Nails Each End Fasteners:(38)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 30 In. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.1 0.27 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. FS , APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:39 PM 1-1 Page 3 of 3 Shearwall Design(cant.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-ta-Truss or Blocking Stud Spacing- 16 in.oc #8 x 3"Screw 3 per bay (fastened through 518"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3x0.131"Nail 4 per bay FR= 189 Ibflbay •t; Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibflbay #10x3"Screw 4 per bay 1 v F2= 284 lbf/bay 3"x0.131"Nall 5 per bay FR= 284 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0,131"Nail 3 per bay FR= 189 lbf/bay _ Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay 1— F2= 284 lbf/bay 3"x0.131'Nail 3 per bay FR= 284 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"5(2"Nail 3 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/84n. 0.113"x2.5"Nall 2 rows 3-in.oc lapped across Joint) Tensile Strength: 960 plf 0.131'5(2.5"Nall 2 rows 4-In.oc Shear Strength: 2951 plf 7/16"x2.6"x15 Ga.Staple 2 rows 3-In,oc p, Panel CSl= 0.63 OK 7116"x1.5"x16 Ga.Staple 3 rows 44n.oc { Min.Pane{Width: 12.0 in. F,= 401 pif F2= 471 pif FR= 618 pif i I la {t Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-1n. 0.113'W.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 2 rows 4-in.oc 1 Shear Strength: 2951.04 plf 7/16"x2.5"xl5 Ga.Staple 2 rows 3-in,oc Panel CSI= 0.63 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc Min.Panel Width: 12.0 in. F,= 401 pif F2= -471 plf FR= 618 pif FS►` . APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA r 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:19 PM 1-2 Page 1 of 3 Shearwafl Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Design Parameters: Shear OTM Wind Shear= 8503 Ibf 117.6 ft-kip Seismic Shear= 1755 Ibf 22.6 ft-kip Response Factor,R:6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing list Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 310 Ext. 38.5 83 Door 1 2-3/0 Ext, 2.0 4.375 Items Supported: Endwall 2 3052(3) 120.375 65 Window 2 3/0 Ext. 9.0 4.75 2nd of 2 Story 3 3052 38.125 65 Window 3 3/0 Ext. 14.0 10.75 4 34211 41.25 36 Window 4 2-3/0 Ext. 18.0 10.375 Top of Openings= 80.0 in.AFF 5 2846 34.125 57 Window 5 Dimensioning Method: Left Edge 6 2-3/0 Ext. 7525 83 Door 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 18.3 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 4.7 ft Back Panel:-- Max.Opening Height= 6.9 ft Panel Edge Framing:-- Pert.Wall Factor= 0.46 Min.Framing SG:-- Wind Shear= 1822 plf Seismic Shear= 376 pif Anhorage: Uplift Force= -3974 pif Chord Force= 31796 Ibf Wall Start: -- Wall End:-- Segmented Method Wind Seismic Wall Shealhing: Double Sided,7/16"Structural Sheathing,0.131"x2"Nail 3/12 Cumulative Length(ft) 7.0 4.7 Back Panel:Same as front panel Design Shear(plf) 1211.2 376.1 Panel Edge Framing:3-in.edge framing Min.Framing SG:SPF APPROVED Segment Layout:(w.r.t reference end o wall) No. Start End No.. Start End 4/22/19 1 0.-0" 2'-4" 6 DATE 2 12'-7' 14'-10" 7 PFS CORPORATION 3 25'-1" 27'-6" 8 Bloomsburg, PA 4 95 10 Chord Force= 9689 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -22 pif Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Pert.SW Uplift 0 pif In-Plane Shear= 1211 plf(MWFRS) Bottom of Wall 2 pif Chord Force,P= 9689 Ibf 3. zzz 23,0727 LFRS Shearwall Design Case Specific 2012-12-03 201 M4-08 12:' PM 1-2 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Compression Chord Member Strength: Chord Force,P= 9689 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, C' Stress Load width(b)= 1.5 In. Fe,= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. F,= 350 1.00 1.60 -- - 560 4620 c= 0,8 Fri= 425 - - - - 425 3506 I dd= 17.5 Emtn= 440000 - - 440000 F,= 1187 OptionsSite-installed Holdown Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F, F . ,x+ Connector: NG--Cannot be used Holdown: Simpson HDU14-SDS2.5 Strap: (2)Simpson CMST14 Fasteners:- Threadrod Dia.= 1.000 in. Fasteners: (41)0.131N2.5'Nais Each End Strap Width=-- In. Chord Studs= 3 Qty Min. Strap Width= 6.00 in, End Length= In. End Length= 37 in. Chord Studs=- Qty Min. Chord Studs= 4 Qty Min. Concrete fa=- psi min. End Distance=- in,min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown • a Strap: (2)Simpson CMST14 Connector: NG-Cannot be used Holdown:Simpson HDU14-SDS2.5 Fasteners: (41)0.131"&5'Nails Each End Fasteners:- Threadrod Dia.= 1.000 in. Strap Width= 6.00 in. Strap Width=- in. Chord Studs= 3 Qty Min. End Length= 37 In. End Length= in. Plate Washer Size Chord Studs= 4 Qty Min. Chord Studs=-- Qty Min. Width Length Thk. 3.00 7.9 0.68 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type hoidowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. / APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA �'�� 23.07*27 LFRS Shearwall Design Case Speck 2012-12-03 2019-04-08 12:19 PM 1-2 Page 3 of 3 Shearwail Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 3 per bay (fastened through 6/8"gypsum) F,- 0 Ibf/bay #100"Screw 3 per bay FZ= 189 Ibf/bay 3"x0.131"Nall 4 per bay FR= 189 Ibf/bay Stud Spacing= 24 in.cc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay FZ= 284 Ibf/bay 3"x0.131"Nail 5 per bay FR= 284 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 In.cc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nail 3 per bay _ FR= 189 Ibf/bay Stud Spacing= 24 in.cc #8 x 3"Screw 3 per bay ✓ F,= 0 Ibf/bay #10x3"Screw 3 per bay �. t F2= 284 ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type:OSB 0.099"x2"Nail 2 rows 4-1n.cc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.cc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 3-In.cc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 2 rows 4-in.cc Panel CSI= 0.43 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.cc Min.Panel Width: 8.0 in. F,= 1211 pif t ; ' F1= 419 plf y FZ= 22 plf In addition,attach top plate 2 rows 4-in.cc FR= 420 pif to rail w/0.131"x 2.5"nails 419 pif=1211 plf-792 pif Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nall 2 rows 4-in.cc - (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.cc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 3-in.cc 1 Shear Strength: 2951.04 ptf 7/16"x2.5"x15 Ga.Staple 2 rows 4-in.cc ' l Panel CSI= 0.41 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.cc 13 t ; F Min.Panel Width: 8.0 in. FS= 1211 plf F� = F,= 419 plf F2= 2 pif In addition,attach bottom plate 2 rows 4-in.cc FR= 419 plf to rail w/0.131"x 2.5"nails 419 plf=1211 pif-792 pif F , APPROVED DATE 4/22/19 PFS CORPORATION 2� Bloomsburg, PA J y 6Np►NB�QS Page—of_ Date: z S i m�l y Certified. Engineer: 305 NORTH OAKLAND AVENUE P.O. BOX 490 • NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 • FAX: 574.773-2732 • WEB: WWW.NTAINC.COM e a —(IP61 96ai ,. j W/ 0,13" X3" J',12,is 9 I60 1L ZLI00 f 2wo 3(qo IL 34go IL �� - /° L 6° s /Z _ z3q P# y 0,c . ot 3 c fit' 7. FS . APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA UtS. DEPARTMENT OF HOMELAND SECURITY OMB No, 1660-0008 Federal Emergency Management Agency Expiration Date:November 30,2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for(1)community official,(2)insurance agentJcompany,and(3)building owner. SECTION A—PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Curtis&Monica Stevenson A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Company NAIC Number: Box No. 816 South Main Street City State ZIP Code Centerville Massachusetts 02632 A3, Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) Map 185 Parcel 59 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) Residential A5. Latitude/longitude: -Lat, 41038'11.16"N Long, 70°21'27.19 W Horizontal Datum: ❑ NAD 1927 ❑X NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 7 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 990 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s)within 1.0 foot above adjacent grade 5 c) Total net area of flood openings in A8.b 1,000 sq in d) Engineered flood openings? x❑Yes ❑ No A9.for a building with an attached garage: a) Square footage of attached garage sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b sq in d) Engineered flood openings? ❑Yes ❑ No SECTION B—FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3. State Barntstable 250001 Barnstable Massachusetts B4.Map/Panel B5.Suffix B6. FIRM Index B7.FIRM Panel B8. Flood Zone(s) B9.Base Flood Elevation(s) Number Date Effective/ (Zone AO,use Base Revised Date Flood Depth) 25001CO563J J 07/16/2014 ; 07/16/2014 AE EL 13&EL 12 810. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item 139: ❑FIS Profile ❑X FIRM ❑Community Determined .❑ Other/Source: ;B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ❑X NAVD 1988 ❑ Other/Source: B12. 1s the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes Q,No Designation Date: ❑ CBRS ❑ OPA FEMA form 086-0-33(7/15) Replaces all previous editions. Form Page 1 of 6 OMB No. 1660-0008 ELEVATION CERTIFICATE Expiration Date:November 30,2018 IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: l 816 South Main Street City State ZIP Code Company NAIC Number Centerville Massachusetts 02632 SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑X Construction Drawings* ❑Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only,enter meters. Benchmark Utilized: RTK GPS PER MTS NETWORK Vertical Datum:NAVD,88 Indicate elevation datum used for the elevations in items a)through h)below. ❑ NGVD 1929 ❑x NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) 6.5 ❑X feet ❑ meters b) Top of the next higher floor 15 0 ® feet ❑ meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A. ❑x feet ❑meters d) Attached garage(top of slab) NSA. rx-1 feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 15 0 - ® feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) ti 0 feet ❑ meters g) Highest adjacent(finished)grade next to building(HAG) 10.0 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including 5 5 ® feet ❑ meters structural support _ SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? 0 Yes ❑No ❑Check here if attachments. Certifiers Name License Number Daniel A.Ojala 40980 Titles "'` ;ate { Prof.Civil Engineer,Prof.Land Surveyor o`'� DAMEL Company Name o� Place ` Down Cape Engineering Inc. Address o SY 939 Main Street t� Fass o� NO sUR\J City State ZIP Code Yarmouthport Massachusetts 02675 Signature Date Telephone GI ^� j F in (508)362-4541 Copy all pages of this Elevation Certificate and all achments for(1)community official,(2)insurance agent/company,and(3)building owner. Comments(including type of equipment and location,per C2(e),if applicable) Vertical datum is NAVD88 from MTS RTK GPS.Five smart vent flood vents are to be provided.All utilities are proposed at or above the first floor elevation of 15.0 FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 2 of 6 � m NOT FOR CONSTRUCTION 1a = PRELIMINARY u^ • y - 1 m maa n -------------------------- ---------------- r------------------ o o I . -------------- -� o H� r------------- ---- ---------------- Qn 1 I 1 I m +OMoD� coY 0W-"r 1 1 tot17 '^� L0CR-GcwJS AND UH 1 F'LPPfIQ5 DEc �l5 i i m C 0 1 '("t?E tP�lO tit PbL�D Dow 1 hr.T c vboa6. o a oT Fbue- FOUAJOA-TICS p�oYL.TO RSC=Llt'j �'Rav I o W • ii Pln�p WGr NIA PAWL exA � 1 1 ° / 1 i IN�4Bftt: 1 --- `'�0 ----- O a a TaP MIO w I I • 1 ---- --i©- -----a -------i—o—I---------------- i I N U~1Z ----- ------ I Ic"I RD _ I O -smowwr 1't oopvt�n9[S O T I , HOOLDDD24CoLummENS ON HOLDD ONSMN 1 j m Q � � y I - I 1 oD i+. GGNG1Qa16 I O a m M I 1 1 1 oD L` a ! 1 � OF NGttorLt�a-c5: I i tlAJC�p�R`; o►� 1 N► Fig /4. - 1 1 0 . � I I a - f�� f3�1.+TTa�. �(.bT�'y �L ��� W�3QK3 /4- P 1 �ntalEz i-' t � 1 1 v I E�fzQAIlrew.> 10v/?IO%&m wAbwus t5f* n---0.3Z O/G I I � ( TjS` Gc�t1��c7tutJ�� Amy 1 2•�tt i�—as° ' I I e N u 8" MINIMUM CONCRETE WAILS v ` A• -- ----------------------- uJ L --- --------- a m . PAL m i L_---- ----------------------------------------- �$-T C --------------- C FOUNDATION DRAWINGS ARETOSEUSEVASAGUIDEONLY. fliacow 4wot 4f= ''T,0Ij vo ZV7 PROFMIONALSUIDWGSYSTEMS WIIS.NOTACCE"ANY ` �•,,,,/ o LIABMMORRESPONSISUMFORINCORRECH'FOUNDATIONS. �M .T =�O: ��,K�} ''J �G J c'v' @ W"'�"•l� H R101INDA770N➢LRAIY7NGSARS PRSZ7MMARYANIDAItSP07FOR C!lNSNtUL77O1Y.COLUMN SPACRtG AND LOADINGS ARE SUBJECT Pc �y /EBO► .. JCT7�"r�$� c TOCILONG'£UPONCOMPI�"ILONOFAffYROVEDDRAWR.GSAND BRAIdQYF 10/23/2018 3:03:38 PM OR S11'eucFURALCALcuIJ+IIGr1s. _ NOTES: 1. PERIMETER RAIL ATTACHED TO SILL WITH_16d. NAILS AT 6 O.C. 5. Vdtf 2. PIER FOOTINGS BASED UPON 2000 PSF. ALLOWABLE SOIL SEARING PRESSURE - 1 ice h.ptt-v*wt5' 3. CONCRETE COMPRESSIVE STRENGTH. 3000 PSI 6.WINDOWS OR VENTS (INSTALLED BY BLOR) ARE REO'O. TO PROVIDE 1/150 OF FLOOR AREA AS FREE VENTILATION 4. M OR S TYPE MORTAR TO BE USED AND SHALL BE.LOCATED AS CLOSE TO CORNERS AS POSSIBLE. 1 NOTES 1,oAiOw IS BE1D6fl 2 DO PLAN IS FOR PROPOSED MIRK ONLY AND NOT TOBE usm L 1 ON itID `�o•{.A Imo.., PURP65E.FOR LOT LINE E STAKING OR ANY OTI i# 1 CONTRACTOR SMALL BE RESPONSIBLE FOR GUWG t 'T WOSAFF(1-88B-344-T2ul AND 1vavmG INC O� t� p L / / LQCATNIN OF ALL UNDEROMNO a OVEAMFAO UTILITIES gs/ PRIOR TO OF ALL FIONT OF 8T78L i. a, GSEPTIC LOCATION PER TE-CARD ON MEVON C S FLOW RESISTANT FOUNDATION OF9CH BY OTItm p ! REOUIRED. NO'BASDSMr AUJW13D. t•7 ♦ �` 22� •0�} // O•' LOEAT `\\ + 8.PROVIDE CRYMSL.SMONE TRENCHES FOR ROOF' L O•STARED SILT : P/, C= H '�•' b•�• ).EXISTING IS J O :NO INCREASE IN Nanluckti (WORK , CK . FUYN EXISTING SEPTIC SYSTEM TO BEUMrt ) �TcaG — RETAINED, ` Sound � S MAP Cewjs PAR` rftpuNcis.p'I� SCALE'9D00** E1 F• ti 1 I I1 \(� / Iia /� ASSESSORS MAP 185 PARCEL 59 LOCUS IS WITHIN FEMA FLOOD ZONE X ZONE RE(EL REA OF MINIMAL 12 AND EL 13)A5 SHOWN d a T •e f'" - tq�//_ ON COMMUNITY PANEL 025001COS63J DATED 7/16/2014 C RUOUP M1 O� \ ZONING SUMMARY TF4 J 9. S f' KING DISTRICT: RD-1 RESIDENTIAL DISTRICT i 32 (/ ti ZONING PROPOSED: '.. t /c 1 REQUIRED: £HOSTING: 4. ) MIN.LOT SIZE 43.560 S.F. 14.251 S.F. 14,251 S.F. GARAGE ,�F LPN to MIN.LOT FRONTAGE 20' 20' 20MIN.LOT WIDTH 125' ' MIN.FRONT SETBACK 3w - 20' \ � B MN SO£SETBACK 10 7.8' 78(3 .7'ACCESS) .REAR SETBACK 10' 19.1' 22.9'� \ MAX.SUILOING fiF1GMT 30' 28.8' APPROXIMATE BENCHMARK:CONCRETE BOUND W MAX,LOT COVERAGE 205E 9 2A 11.0% DWELLING AT ELEV. 14.56' FLOOR AREA RATIO 0.30 0.12 OA4 FROM GIS 'C H� SITE IS LOCATED WITHIN THE AQUIFER PROTECTION OV7tLAY DISTRICT OWNER OF RECORD RIVERFRONT BOX 32mc27 W.STEVENSON MITIGATION CALCULATIONS: I r BOSTON.MA 02132 HARDSCAPF 0-100' 100-200' II I REFERENCES EXISDNG: 212 SF U99 SF I / CERT.169402 PROPOSED: 212 SF 3.330 SF I ' LC PLAN 8884-S(SHEET 2)-LOT 32 I CHANGE: 0 SF -69 SF DEP SEPTIC INSPECTIQN D.8/6/09(PASSED) ` LOCAL BUFFER REGULATIONS (SALT MARSH \1 � SITE PLAN MITIGATION CALCULATIONS: OF LEGEND HARDSP.APE 0-50' 50-100' 1 816 SOUTH MAN STREET —SB- OmAC LOMHDUR E)USDNG: O-sF 1,238 sf -n t i9� a CE!NTtERVaLt.l=, MA X MI cm.sPOr cay. PROPOSED: 0 SF 1.030 SF `„',-� ( PREPARED FOR ' —(oa)-- PROPOSED DM M CHANGE' 0 SF -206 SF ' CURTIS & MONICA STEVENSON (98..) momsFO SP07 EL TEl CAM AFRO.9,2019 A TEST Hm nm a• 7S =PC OT CAOLBIO Df l +L O'W ALA dsMaP mm�0 unUrc ME - Mom- C4m 9�wcsmx - �dJ1'fi 4wp8 dll�JllddldAB�Ot. FIK MWAAAF • `'i �s° Civii engineers ,meo>ar' amp Ma Ne'nA r HrariP land surveyors Scola:T'-201 939 mane Street(Rte CA) 30 . DATE DANIEL A.OJALA,P.E.,P. J YARA.NW7APORT A!A a267S .DC,E #18-38ffi C TO EO a0 SO FEE' tS-3r:.,StEYENSCI OR0 AB NO-33834 E030. Omni r U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date:November 30,2018 National Flood Insurance Program ELEVATION CERTIFICATE Important:Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for(1)community official,(2)insurance agent/company,and(3)building owner. SECTION A—PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Curtis&Monica Stevenson A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Company NAIC Number: Box No. 816 South Main Street City State ZIP Code Centerville Massachusetts 02632 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) Map 185 Parcel 59 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) Residential A5, Latitude/Longitude: Lat, 41°38'11.16"N Lang, 70°21'27.10'W Horizontal Datum: ❑ NAD 1927 ❑X NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance, AT Building Diagram Number 7 A8. For a building with a crawispace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 990 sq ft b) Number of permanent flood openings in the crawispace or enclosure(s)within 1.0 foot above adjacent grade 5 c) Total net area of flood openings in A8.b 1,000 sq in d) Engineered flood openings? Z Yes ❑No A9.For a building with an attached garage: a) Square footage of attached garage sq It b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b sq in d) Engineered flood openings? ❑Yes ❑ No SECTION B—FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3. State Barntstable 250001 Barnstable Massachusetts B4.Map/Panel 85.Suffix B6. FIRM Index B7.FIRM Panel B8.Flood Zone(s) B9.Base Flood Elevation(s) Number Date Effective/ (Zone AO,use Base Revised Date Flood Depth) 25001CO563J J 07/16/2014 07/16/2014 AE EL 13&EL 12 810. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item 69: ❑FIS Profile ZX FIRM ❑Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ❑X NAVD 1988 ❑ Other/Source: B12, Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? []Yes X❑ No Designation Date: [] CBRS ❑ OPA FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 1 of 6 f OMB No. 1660=0008 ELEVATION CERTIFICATE Expiration Date:November 30,2018 IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE I Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O. Route and Box No. Policy Number: i 816 South Main Street City State ZIP Code Company NAIC Number Centerville Massachusetts - 02632 SECTION C—BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings* ❑Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations—Zones Al A30,AE,AH,A(with BFE),VE,V1 V30,V(with BFE),AR,AR/A,AR/AE,AR/A1—A30,AR/AH,AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only,enter meters. Benchmark Utilized: RTK GPS PER MTS NETWORK Vertical Datum:NAVD 88 Indicate elevation datum used for the elevations in items a)through h)below. ❑ NGVD 1929 ❑x NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) 6. 5 ® feet ❑ meters b) Top of the next higher floor 15 0 ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member(V Zones only) NSA. [g feet ❑meters d) Attached garage(top of slab) NSA ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 15 0 [E feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 6.0 Z feet ❑ meters g) Highest adjacent(finished)grade next to building(HAG) 10,0 Q feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including 5. 5 ❑x feet ❑ meters structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? Yes ❑No ❑Check here if attachments. Certifier's Name License Number Daniel A.Ojala 40980 Title Prof.Civil Engineer,Prof.Land Surveyor DANIEL Company Name o Raw Down Cape Engineering Inc. ¢8-1'' A f'I Y Address er6 10 939 Main Street � N�sss��'`�o� SURGE City State ZIP Code Yarmouthport Massachusetts 02675 Signature _ A Dateh� (508)362-4541 Copy all pages of this El—ev�a—��t�i"ownn -erttiifical4te^and all achments foTelephone (rr(1)community official,(2)insurance agent/company,and(3)building owner. Comments(including type of equipment and location,per C2(e),if applicable) Vertical datum is NAVD88 from MTS RTK GPS.Five smart vent flood vents are to be provided.All utilities are proposed at or above the first floor elevation of 15.0 FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 2 of-6 CONSTRUCTIONp� °PRELIMINARY NOT FORgN 36 0 $ a W 0 r---------------------------- ------------------------------- •� m a9�I a a o r--- -- I I LL 6m in ¢ 4 m I I I °a y c+taC. (AOOutsa2- cow►�vaw To lift= s J = ', tp ';. I p�rMyznntA.ts I I t!#oW�w,J trxlt�t,ouS AND tJPu�t.p�d25 I m � (L Y rt?,r lP/to IPeK� tbt.o plow^� M.I c.Ho 12S•..a sO,a oT FDur2 Iz)f t4 L 1 I, fbufjo^-rIO►z eeA CA.TO PZ=V(Il7 /IlhiT L N R01V 1 I o W b • i j ft'n1� �Gf '�- r #,(1 g,r.•J i s c UCc I I I I I r �04Orob I 1 Qu1a.O1NL I I E � Q ----- � 1 � � I • I � � NQ fi �� m¢ yotn Il1M@7510N (/1 I aocvrnv nsotirr>rm zLo * dais I I I r10 ITT 11ti.G2acriAOue76rL• i I N • ; M vgrQZV A*T boOF �NGttOt2 r�oILXS: I 1 sm i 1 fin rn1. "77,Py - Vie°0. W13 Q� ntaIE2': y i i e Weaml�. ltVVYrf.&4L w�exus� .3Z°O!� I I f 1 I Gux15�v�c?tavC"s 6" MINIMUM CONCRETE WALLS ---- 1BVh�� a m ------------------- 'm 31{Q�P�C>t9L�7 -- SA ig ep O FOUNDATdONDRAWINGSARST'OBfiUSEDASAGUIDL•ONLY. . . �N���.� j�a=vmm,-r,0AJ a Zvi`S• , t �g� m F320F7i5510NALBtR1.DINGSYS7EMSWR.LNOTAOCEPI'ANY �mT y '�^ �`�hG/ l c�Cj LTABUX YORRESPONSt6EUTYFORINCORRECFFOUNDATIONS. ZOO T G PORNDA7YONID7L]SfTiVG.SAFISPREL7hfifNA,tY.ANDAPtfiNOTFDR ,y,��'p✓pCa'R'rf/EStl> 5 T> 1�17 B -CoNSMUL770N.COLUripi$pAC(NGANDLOADINOSARES 55 {&rz— BRANOYF 10/23/2018 3:03:38 PM TOC 7171UPONCOMP13Ti 10HOFAP�PROVEDDRAWINGSAND OR SMUCMRALCALCUTATIONS NOTES: 1. PERIMETER RAIL ATTACHED TO SILL YAM 16d. NAILS AT 6"O.0 5• _ r 2. PIER FOOTINGS BASED UPON 2000 PSF, ALLOWABLE SOIL BEARING PRESSURE 6.WINDOWS OR VENTS (INSTALLED BY BIDR) ARE REDO. TO PROVIDE 1/15C OF FLOOR AREA AS FREE VENTILATION J 3. CONCRETE COMPRESSIVE STRENGTH: 3000 PSI AND SHALL 3E LOCATED AS CLOSE TO CORNERS AS POSSIBLE. 4. M OR S TYPE MORTAR TO BE USED i L� Builder of Finer Modular Homes D-Homel ek BUILDERS Affordable Modular Houses I Bill D'Antonio bill@hometekbuilder.com Office 508 375 6300 Cell 401 447 5842 4 P.O.Box 102 411 Main St.(Rt.6A) Yarmouth Port,MA 02675 www.affordablemodularhouses.com BUILDING DEPT, AUG 2'9 2019 tel.(508)362-4541 939 main street rt 6a fax(508)362-9880 Yarmouth port mass 02675 TOWN OF BARNSTABLE down cape engineering, inc land courl civil engineers&land surveyors Daniel A.ojala,P.E.,P.L.S. surveys ' August 12,2019 Ame H.ojala,RE.,P.L.S. Daniel E.Gonsalves,P.E.,S.E structural design Town of Barnstable Craig J.Ferrari,E.I.T.,S.E. Building DepartmentOL 200 Main Street planning Hyannis,MA 02601 p Asite tannin C� sewage system RE:#816 South Main Street,Centerville,MAC designs ` inspections To Whom It May Concern: ° This letter is to state that the proposed dwelling to be sited at#81.6 South Main Street requires a means of egress that encroaches further on the side yard setback than the existing structure, permits and that the site constraints necessitate this encroachment. The existing dwelling is to be replaced due to it's non-conforming nature with respect to the current flood zone regulations.The proposed dwelling will be located largely within the same footprint as the exist structure, but due to the FEMA flood zone regulations the first floor will now be approximately 7'higher than existing.This will require additional steps as a means of egress from the first floor. ` The site is constrained by the existing property lines,an existing driveway and parking easement which burdens the locus property,and a salt marsh located to the West of the site. t Due to these constraints,the proposed egress stairs and landing and the Northwest face of the structure encroach on the side yard setback filrther than the existing structure. r Sincerely, G / Daniel A.Ojala,PE,PLS Down Cape Engineering,Inc. . , c D ' rt• s 3 .� y a ' V � . � . ,..A F,.w; �� ti 3 «i'+ '�1r�' wad : �. •F. ~.7,.r- � s ' _ - � � .� "� t�� '� �Yy.� ���•' na��: ram. f - ! •� 1'�. � - u jo D ASSTTU, STS COMMERCIAL i ORIVER S LICEtdSE _ , n � 4e � a 90.FND ad aur_aF.R iu .��! ct642 27, :x ffs F7ww. a .m . �♦ .� a0r„17EX19 ��O5171 .h•q..i 0 E�issax'M a 37 ALCO STREET r " q ,`FALL RIVER MA 02M7 4701 '��+, * s } /+ r , a DD 64040UMk07.7120095 Commonwealth of Massachusetts I - ilttf�E 0 Division of Professional Licensure ' t Hoi er ° �� HE-143725 } es:05/17/2020 '�n.!, i•� ' _ i �. �, s t � -r.�+}r. - gig r.�q '�,. .n,,,2; 4 g,• ,' ROBERT A BRUNELLE fi 37 Al CO$TREFT y ? FALL�IVER Mq•0272'7v r° '� ,r - ac-3,,,,..,��'„ 63 M. 3,a �c•f# �Pa y swyr,� �rfvV F � t � '7Y ,��* 0�x Commissioner r, jli , �1' a o 14 s r , s " r n - r Fes' 'A � o MA • a '. , 3 ) www.mess .x .autn.ta u' _ II 3 y � .�SWMYreon kndYcle 16,007 m9 - k f V # - P - a s r oh y d rsEstewtprva T r3 Tr a J t.i.. � �sr--s , i OoWbeRApies IJDNE' ,. JN'�•g Y �� `. •"a b'�: -r 4 Y-'b r' , y�`' .'ti4 "`` r° �r ,',•,t; _ + a �,�' < . t cwixce OF aoors k•rlarrc a w • ;p 1 r ` r a 4✓�f 3l'i� s vy E o" ^�' '. t.}", c. 3,'�' ���,xrY�§ '�*y,,,�y„ �,sry �' �g� ..!'w r��� L `_t4'i ��4y}},,pp k,,• .k a " $' y, °n '� a� r {` t y �g ! En Hoisting 9 v Restricted to. in ,Boom w/Cables Cfanes -Telescop g. 16 a r. a S•§a 888 344 D*SAFE nter Call Ce { 1 17233 a" In case of accident call: 608)8201444 For,information about this license it ;mass.govidpl 'tali`(617�.7274200 or'vis Wv !l, », £� , yf° 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 4-22-19 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 Chris O'Brien MC Number TPIA Number Transmitting Material 221 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 ❑/ 82654 one-family (Review not required) 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: El 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: 816 SOUTH MAIN ST.,CENTERVILLE,MA 02632- 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 Signed By Signed By for TPIA: BBRS No: assigned by Mass. for MASS: Print Form u CREScheck Software Version 4.6.5 00^ Compliance Certificate �J( &'(N OF Mgss ctiG 9 T. Project ON: 82654 o DAVID FEENEY No.54747 Energy Code: 2015 IECC -o 9 O 9�.c �� Location: Centerville (Barnstable), /STE�� Fss/ONALE��' Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 1,980 ft2 Glazing Area 21% Climate Zone: 5 (6137 HDD) 4-22-19D.Feeney Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: STEVENSON HOMETEK BUILDERS-AFFORDABLE PROFESSIONAL BUILDING SYSTEMS 818 SOUTH MAIN ST MODULAR 72 EAST MARKET ST. CENETERVILLE, MA 02632 PO BOX 102 MIDDLEBURG, PA 17842 YARMOUTHPORT, MA 02675 (508) 375-6300 Compliance: 10.4%Better Than Code Maximum ILIA: 356 Your UA: 319 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Area Cavity Cont. Perimeter Ceiling 1: Raised or Energy Truss 990 38.0 0.0 0.025 25 Wall 1:Wood Frame, 16"D.C. 2,159 21.0 0.0 0.057 93 Window 1: Vinyl/Fiberglass Frame:Double Pane 350 0.290 102 Window 2: Vinyl/Fiberglass Frame:Single Pane 10 0.310 3 Door 1: Glass 131 0.270 35 Door 2: Solid 22 0.140 3 Door 3: Solid 22 0.270 6 FLR PERIM: Wood Frame, 16"D.C. PFS Corporation 191 30.0 0.0 0.049 9 Basement Wall 1: Insulated Concrete Forms Northeast Region 1,016 20.0 0.042 43 Wall height: 8.0' Depth below grade: 7.0' APPROVED Insulation depth: 8.0' H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 1 of10 Compliance Statement. The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application.The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. PROFESSIONAL BUILDING SYSTEMS dz5mi�-� 4/22/2019 Name-Title Signature Date PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 2 of10 REScheck Software Version 4.6.5 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Fplans Verified` Field Verified # Pre-inspection/Plan Review Value Value Complies? Comments/Assumptions &Req.l© _ 103.1, ;Construction drawings and ❑Complies 103.2 ;documentation demonstrate ❑Does Not [PR1]1 :energy code compliance for the building envelope.Thermal ❑Not Observable ; )'envelope represented on ❑Not Applicable construction documents. 103.1, ;Construction drawings and ❑Complies ; 103.2, :documentation demonstrate ❑Does Not 403.7 :energy code compliance for [PR3]1 ;lighting and mechanical systems. ❑Not Observable ; ;Systems serving multiple a [Not Applicable ;dwelling units must demonstrate ;compliance with the IECC 'Commercial Provisions. 302.1, Heating and cooling equipment is; Heating: Heating: ❑Complies 403.7 sized per ACCA Manual 5 based Btu/hr Btu/hr ;❑Does Not [PR2]2 on loads calculated per ACCA : Cooling: Cooling: 9j, Manual J or other methods Btu/hr Btu/hr ❑Not Observable ; approved by the code official. : ;❑Not Applicable : Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 3 of10 r j Section t plans Verified Field Verified; Foundation Inspection Value Value Complies? Comments/Assumptions 402.1.1 ;Conditioned basement wall ; R- ; R- ;❑Complies ;See the Envelope Assemblies [F04]' insulation R-value.Where interior ❑Does Not ;table for values. insulation is used,verification R- R- ;may need to occur during ;❑Not Observable Insulation Inspection. Not ; ;❑Not Applicable required in warm-humid locations in Climate Zone 3. 303.2 ;Conditioned basement wall ❑Complies [F05]' "insulation installed per ❑Does Not I manufacturer's instructions. ❑Not Observable ❑Not Applicable 402.2.9 :Conditioned basement wall ft ; ft ;❑Complies ;See the Envelope Assemblies [F06]1 ❑Does Not; ; ; ;table for values. i insulation depth p of burial or , , distance from top of wall. , ❑Not Observable ❑Not Applicable 303.2.1 A protective covering is installed _ ❑Complies ; [F011], to protect exposed exterior - []Does Not insulation and extends a minimum of 6 in, below grade. ❑Not Observable ❑Not Applicable 403.9 Snow-and ice-melting system ❑Complies ; [FO12]2 controls installed. ❑Does Not x ]E]Not Observable ; ❑Not Applicable . Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 4 of10 • section - "Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions _ 6 & Req.ID - z 402.1.1, ;Door U-factor. ; U- ; U- ;❑Complies ;See the Envelope Assemblies 402.3.4 i 3 :❑Does Not ;table for values. [FR1]1 ;❑Not Observable ❑Not Applicable 402.1.1, ;Glazing U-factor(area-weighted ; U ; U- ;❑Complies ;See the Envelope Assemblies 402.3.1, i average). :❑Does Not ;table for values. 402.3.3, 402.5 ;❑Not Observable [FR2]1 ;❑Not Applicable I I 3 I I I I f I i i i I I 303.1.3 U-factors of fenestration products " ❑Complies ; [FR4]1 :are determined in accordance `` ❑Does Not with the NFRC test procedure or taken from the default table. ❑Not Observable ; ❑Not Applicable 402.4.1.1 ;Air barrier and thermal barrier ❑Complies ; [FR23]1 :installed per manufacturer's ❑Does Not instructions. ❑Not Observable ; ❑Not Applicable 402.4.3 ;Fenestration that is not site built ❑Complies ; [FR20]1 :is listed and labeled as meeting ❑Does Not AAMA/WDMA/CSA 101/I.S.2/A440 - ❑Not Observable ;or has infiltration rates per NFRC 400 that do not exceed code ❑Not Applicable limits. i s I 402.4.5 IC-rated recessed lighting fixtures ❑Complies flon*; - � (FR16]2 sealed at housing/interior finish PFS Cam *` ❑Does Not and labeled to indicate <_2.0 cfm Mohe5e ib , leakage at 75 Pa. g ❑Not Observable ❑Not Applicable 403.3.1 'Supply and return ducts in attics � �IE]Not ❑Complies ; [FR12]1 insulated >= R-8 where duct is M Ra '3 ` ❑Does Not >= 3 inches in diameter and >_ �}iZjg' Observable R-6 where< 3 inches.Supply and return ducts in other portions of Approval fed t0 ❑Not Applicable fjm ;the building insulated >= R-6 for Fr. ory BUt Portion ;diameter>= 3 inches and R-4.2 Ifor< 3 inches in diameter. 403.3.5 Building cavities are not used as 3 4 ; ❑Complies [FR15]3 ducts or plenums. ❑Does Not ❑Not Observable �- ❑Not Applicable 403.4- HVAC piping conveying fluids R- ; R- ;❑Complies ; [FR17]2 above 105 QF or chilled fluids 1 I PDoes Not below 55 QF are insulated to>_R- 3 ; ; ;❑Not Observable ❑Not Applicable 403.4.1 ;Protection of insulation on HVAC 4 ❑Complies [FR24]1 piping. . �- ❑Does Not COO ❑Not Observable ❑Not Applicable 4035-3 Hot water pipes are insulated to R- R- ;❑Complies [FR18]2 >_R-3. ;❑Does Not ` ;❑Not Observable ❑Not Applicable 403.6 Automatic or gravity dampers are ❑Complies ; [FR19]2-" installed on all outdoor air []Does Not intakes and exhausts. ❑Not Observable ❑Not Applicable 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 5 of10 Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 6 of10 Section Plans Verified Field Verified # Insulation Inspection' Value Value Complies? Comments/Assumptions &`Req.ID , F = . . 303.1 All installed insulation is labeled ❑Complies ; [IN13]2' or the installed R-values — r' " ❑Does Not provided. . ❑Not Observable £� ❑Not Applicable 402.1.1, 1 Wall insulation R-value. If this is a; R- R- ;❑Complies ;See the Envelope Assemblies 402.2.5, "mass wall with at least 1/2 of the ❑ Wood ;❑ Wood ;❑Does Not table for values. 402.2.E ;wall insulation on the wall ;❑ Mass ❑ Mass :❑Not Observable [IN3]1 exterior,the exterior insulation ❑ Steel ❑ Steel ❑Not Applicable requirement applies(FR10). ; i ; 303.2 'Wall insulation is installed per ❑Complies ; [IN4]1 manufacturer's instructions. 't ❑Does Not ❑Not Observable _ ❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 7 of10 Section Plans Verified Field Verified; # Final Inspection Provisions',, Value Value' �� , ,,;Cornplles? - ;rCommends/Assumptions & Req.ID 402.1.1, ;Ceiling insulation R-value. R- ; R- ;❑Complies ;See the Envelope Assemblies 402.2.1, ;❑ Wood ;❑ Wood ;❑Does Not table for values. 402.2.2, ❑ Steel ❑ Steel ❑Not Observable [Fill' UNot Applicable 1 i E I 1 I 1 303.1.1.1,;Ceiling insulation installed per ❑Complies 303.2 ;manufacturer's instructions. ❑Does Not j [FI2]1 ;Blown insulation marked every 300 ft2. ❑Not Observable ❑Not Applicable 402.2.3 Vented attics with air permeable ❑Complies (FI22]z insulation include baffle adjacent ❑Does Not to soffit and eave vents that ; extends over insulation. ❑Not Observable ❑Not Applicable 402.2.4 ;Attic access hatch and door ; R- R- ;❑Complies [F13]1 :insulation >_R-value of the UDoes Not (adjacent assembly. ![-]Not Observable ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50 = ; ACH 50 = ;❑Complies ; [FI17]1 :ach in Climate Zones 1-2, and :❑Does Not <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 403.3.4 Duct tightness test result of<=4 cfm/100 cfm/100 ;❑Complies ; [FI4]1 !cfm/100 ft2 across the system or ft2 ft2 ❑Does Not <=3 cfm/100 ft2 without air ; ❑Not Observable handler @ 25 Pa. For rough-in ; ; ; ;tests,verification may need to ; ;❑Not Applicable ; occur during Framing Inspection. 403.3.3 Ducts are pressure tested to ; cfm/100 ; cfm/100 ;❑Complies ; [FI27]1 (determine air leakage with ft2 ft2 :❑Does Not either: Rough-in test:Total � 4 leakage measured with a j '❑Not Observable pressure differential of 0.1 inch ; ;❑Not Applicable w.g.across the system including ;the manufacturer's air handler .enclosure if installed at time of I hest. Postconstruction test:Total 1 I E 4 ;leakage measured with a pressure differential of 0.1 inch w.g,across the entire system ;including the manufacturer's air ; handler enclosure. PFS C 'r oration 403.3.2.1 ;Air handler leakage designated ❑Complies (FI24]1 "by manufacturer at<=2%of Nortt "st R fln ❑Does Not design air flow. 11461 APPROVE ❑Not Observable ; ]E]Not Applicable 403.1.1 Programmable thermostats 10Complies [Fl9]2 installed for control of primary J1 414-f19 - ❑Does Not heating and cooling systems and Approval limited to []Not Observable initially set by manufacturer to code specifications. Factory Built Portion ❑Not Applicable 403A.2 Heat pump thermostat installed _ p ❑Complies ; (FI10]2 on heat pumps. ❑Does Not f ❑Not Observable ; • ❑Not Applicable 403,5.1 Circulating service hot water '~ ❑Complies ; ` [17111]2 systems have automatic or []Does Not accessible manual controls. _ []Not Observable ; ❑Not Applicable ; 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 8 of10 ter.. .. Section plans Verified Fieldverified ' # Final Inspection,Provisions Value Value Complies. Comments/Assumptions & Req.ID 403.6.1 JAII mechanical ventilation system ❑Complies ; [FI25]2 fans not part of tested and listed ❑Does Not HVAC equipment meet efficacy � - and air flow limits. ❑Not Observable , ❑Not Applicable 403.2 Hot water boilers supplying heat ❑Complies ; [FI26]2 through one-or two-pipe heating r ,t ❑Does Not j `�systems have outdoor setback ' control to lower boiler watery []Not Observable temperature based on outdoor ❑Not Applicable temperature. _ 403.5.1.1 Heated water circulation systems ❑Complies ; [ 128]2 ,. have a circulation pump.The ° 0Al❑Does Not system return pipe is a dedicated return pipe or a cold water supply ❑Not Observable ; pipe. Gravity and thermos- ❑Not Applicable syphon circulation systems are n 1 not present. Controls for =AaT circulating hot water system pumps start the pump with signal for hot water demand within the ; occupancy. Controls T automatically turn off the pump � . when water is in circulation loop ; is at set-point temperature and no demand for hot water exists. 403 5 1.2 Electric heat trace systems ❑Complies ; [F129]? comply with IEEE 515.1 or UL n• � �' ❑Does Not 515. Controls automatically - adjust the energy input to the ❑Not Observable ; heat tracing to maintain the ❑Not Applicable desired water temperature in the 4; piping. .,_. 403.5.2 Water distribution systems that ❑Complies ; [F[30]2 have recirculation pumps that ❑Does Not pump water from a heated water supply pipe back to the heated ❑Not Observable ; water source through a cold ❑Not Applicable water supply pipe have a demand recirculation water system. Pumps have controls I that manage operation of the pump and limit the temperature ; j of the water entering the cold ` water piping to 1049F. 403.5.4 Drain water heat recovery units ❑Complies ; [F131]2 tested in accordance with CSA ❑Does Not B55.1. Potable water-side PFS rpor f pressure loss of drain water heat ' ❑Not Observable ; recovery units< 3 psi for Northeast 'Region ❑Not Applicable individual units connected to one APPROVED or two showers. Potable water- side pressure loss of drain water _ H Raup — heat recovery units< 2 psi for individual units connected to 4122/19 three or more showers. I 404.1 ;75%of lamps in permanent ❑Complies Facto �� ujl� ? a [FI6]1 fixtures or 75%of permanent s. .P ❑Does Not fixtures have high efficacy lamps. Does not apply to low-voltage ❑Not Observable lighting. ❑Not Applicable 404.1.1 Fuel gas lighting systems have ❑Complies [F1231 no continuous pilot light. 4� �'° ❑Does Not []Not Observable ❑Not Applicable ; 11 High Impact(Tier 1) 1,2'1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 9 of10 I Section Plans Verified " °Field Verified' # Final Inspection Provisions µ Value, Comments/Assumptions Value n - - - & iteq,lp 401.3 Compliance certificate posted. a R ❑Complies ; [FI7]2 fr ❑Does Not [-]Not Observable ; ❑Not Applicable 303.3 ]Manufacturer manuals for ❑Complies [FI18]3 mechanical and water heating ❑Does Not systems have been provided. ❑Not Observable ; ❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON: 82654 Report date: 04/22/19 Data filename: M:\80000\82654.rck Page 10 of10 2015 IECC Energy Efficiency Certificate Above-Grade Wall 21.00 Below-Grade Wall 20.00 Floor 0.00 Ceiling / Roof 38.00 Ductwork (unconditioned spaces): Window 0.29 Door 0.27 Heating System: Cooling System: Water Heater: Name: Date: Comments PFS Corporation Northeast Region APPROVED H Raup - 3 4/22/19 Approval limited to Factory Built Portion PROFESSIONAL BUILDING SYSTEMS �tttrtrririi of C o J S ��c A W Cl IL � � NO.49508 v, tVu.29184 APPROVED ficJSTER •,�ssyakAl N�';.�. DATE 4/22/19 `s: N4L EEGs. �r�,,rr,��t� PFS CORPORATION 10/17/16 Bloomsburg, PA 12/05/17 SECTION 6 20, 30 &40 psf GROUND SNOW FOLDING TRUSSES w/CONNECTIONS & LOAD SUMMARIES TR5-27-6 w/EXAMPLE P1 -P22 TR5-31-6 P23 -P31 TR7-27-6 P32 -P40 TR7-31-6 P41 -P49 TR9-27-6 dF NE�j/ r P50-P58 TR9-31-6 P59-P67 TR12-27-6 P68-P76 TR12-31-6 �p w P77 -P85 C o.r •'• �w tE8 'QA p 751 �Ae �o • 0. :� _» 2 906100 06/09/16� •, , If r `�' 1tllitttllttt)ry LT ter t, ettutttrtr ��\�� 1�j�� Nill--OA CA NA ti 1 yr 1 h • O C`a •(��.. • a O F`ti`•� J 10/07/15 9 _ 584 = i 11879 e - r� •, �'+ a •i :• -� G C� •• L i �;G �, .•'oe� AL O', J. APPROVED DATE 3f29/17 "Professional Certification.I hereby certify that these documents were prepared or PFS CORPORATION PA2015N50137WANUALVNDEX.As approved by me and that I am a duly licensed professional engineer under the laws Bloomsburg,Pa of the State of Maryland." Utense No.:33421 Expiration Date:? 6 6 PROFESSIONAL BUILDING SYSTEMS FS' APPROVED DATE 4/22/19 �1 PFS CORPORATION oa� i s Bloomsburg, PA A W '4 Ci IL NO.49508 No.28186 q c �GISTE��4�``� APPROVED 10/17/16 DATE 3/29/17 12/05/17 PFS CORPORATION Bloomsburg, PA SECTION 16 UNIFORMLY LOADED BEAM CHARTS P1 -P137 ,��`�,v�st�C i�t►rn���i ��L7�t Bartow p PJ 584 Fin'., it. No.035206 �. p 11879 _ e e 4 I .i �. y•►e•ii►sx OF NEW 0c' h! �`t'''•,,�'�►h►u�ttu�►�t► 66/10/151 Lk •• NAL 'aV, JO "Professional Certification.I hereby certify that these documents were prepared or P:12015N50137\MANUAL\INDEX.xIS approved by me and that I am a duly licensed professional engineer under the laws 06/09/16 of the State of Maryland." License No.:33421 Expiration Date:7116/16 r PROFESSIONAL BUILDING SYSTEMS JO wEat,, - ,sJtittrrrrpr a A cN R F 1 �• = `' `o Gt o e95oeco .. Rlow` No.2g eo n "F �ti4 � ENCINE£A 4 p TF GISTE ��`` O T•1 Fs`�cl!SE..• SS; NG NoPLOlE41�E � S/G �N9t E -► *�►,6 WON -�s�rt`Irif . 12/05/17 �iwii/1 10/17/16 12/16/18 FS , APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA SECTION 17 UNIFORMLY LOADED STACKED BEAM CHARTS 2 x 10 SPF#2 UPPER MEMBER P1 -P138 2 x 10 SYP#2 UPPER MEMBER P139-P273 2 x 10 SP SELECT STRUCTURAL UPPER MEMBER P274-P408 1.5 x 9.25 LVL UPPER MEMBER P409-P543 CA ,,�aa��t t t tetlr ``,�,1�111111�111 t��>�,�►I,'fi[( N ,,,. .. �. Barlow 5: iC. No. 035206 n PJ 584 a _ ' 11879 e b • •J►.gP��;�����•* QF NEH/ }' irrrr,°r��1tnP�`���� htif�ttt�t 06/10/15SE F �,,........,: F M •.1 kkj • — • •2 90I100 a+ fN ('� 10/07/15 06/09/1 6 `Professional Certification.I hereby certify that these documents were prepared or approved by me and that I am a duly licensed professional engineer under the laws of the State of Maryland." License No.:3 421 Expiration Dater P:\2015\150137WANUALUNDEX As TRUSS CALCULATIONS PROFESSIONAL BUILDING SYSTEMS 2'-3j- 1 23 3 14 1112 1616 a' IX-2 _ig.. 10 20 21 17 g 19 22 18 rrl i 1O 3 4 O 5 6 7O8 �._4._0..�4.-O. 9�_9�. 2 5 8 13'-9" 13'-9• r 27.-6" GROUND SNOW LOAD: 20 psf 30 psf 40 psf TC DL: 10 psf *BALANCED SNOW LOAD: 20.4 23.1 30.8 psf BC DL: 10 psf TRUSS NO.:TR7-27-6 UNBALANCED SNOW LOAD: 36.02 42.72 54.32 psf BC LL: 10 psf WHERE h<42" JOB NO.: 150137 OPPOSITE SIDE UNB.SNOW LOAD: 6.12 6.93 9.24 psf BC LL: 20 psf WHERE h z 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.3 5.01 5.6 ft BC LL: 20 psf BETWEEN KNEEWALLS SPAN:27'-6" APPLIED MWFRS UPLIFT: 22.43 psf WINDWARD AT 90/117 mph TRUSS CENTERS: FOR 20 psf GROUND SNOW: 16 in O.C. 12.74 psf LEEWARD AT 90/117 mph FOR 30 psf GROUND SNOW: 16 in O.C. 27.40 psf WINDWARD AT 120/155 mph FOR 40 psf GROUND SNOW: 16 in O.C. 19.21 psf LEEWARD AT 120/155 mph FOR 90/117 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 24.17 psf AT 90/117 mph FOR 120/155 mph WIND: 16 in O.C. 42.41 psf AT 120/155 mph 5 psf RAIN ON SNOW SURCHARGE APPLIED. MEMBER INFORMATION: SIZE& MAXIMUM SUPPORT REACTIONS(Ibs): MWFRS UPLIFT C&C UPLIFT MEMBER SPECIES DL+LL+ DL+LL+ I DL+LL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 1-8 2 x 8 SPF#2 DEAD 20 psf 30 psf 40 psf 90/117 mph 120/155 mph 90/117 mph 120/155 mph 9-12&15-18 2 x 6 SPF#2 1 LOAD GSL GSL GSL UPLIFT UPLIFT UPLIFT UPLIFT 13&14 2 x 4 SPF#2 EXTERIOR WALLI 435 1 932 1 983 1 1108 1 -89 -186 -174 -502 19-22 2 x 4 SPF#2 MATING WALLI 83 1 201 1 207 1 224 1 0 -8 -10 -55 23 2x6 SPF#2 MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE TOTAL FOR BOTH SIDES. MAXIMUM 2.WIND PER ASCE 7-10,117&155 mph(Vult)=90&120 mph(Vasd),EXP.C. MAXIMUM DEFLECTION 3.SNOW PER ASCE 7-10,20,30&40 psf GSL,Ct=1.1,Ce=1.0 CSI (in) l/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. t2n 0.684 0.334 518 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES 0.767 0.399 502 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. 0.133 0.00 gPPROVED DATE 3/29/17 PF5 CORPORATION BARLOW ENGINEERING,P.C. e�w,a,aH 6512 SIX FORKS RD.,SUITE 20343 .\2015\150137\2015 TRUSSES\20-3040\FOLDING\TR7-27-6 RALEIGH,NC 27615 SECTION 6/pp.32 TRUSS CALCULATIONS PROFESSIONAL BUILDING SYSTEMS COMPONENT LOAD SUMMARY 'CROSS SECTION IS FOR REFERENCE ONLY APPROVED AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf DATE 7/22/15 MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 pIf FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75p1f PFS CORPORATION FLOOR LIVE LOAD= 40 psf x 13.75 ft/2= 275 plf Bloomsburg, PA CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 plf LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD Q O 0 Q LOCATION 2=M.WALL HEADER&M.WALL STUD LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD d a LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER BAND LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND 8 8 LOCATION 12=CENTER GIRDER LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE Q Q FOUNDATION LOADS TRUSS TR7-27-6.7/12 PITCH.27'-6"WIDTH 1 2 COMPONENT LOADS(Ibs/ft1 20 psf GROUND SNOW (MATING'WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 1 2 3 1 4 1 5 1 6 1 7 1 8 9 10 1 11 1 12 DEAD LOAD 326 1 31 515 180 1 549 1 214 1 738 1 363 772 397 961 546 LIVE LOAD 373 1 120 648 395 1 648 1 395 1 923 1 670 923 670 1198 945 TOTAL LOAD 699 1 151 1163 575 1 1197 1 609 1 1661 1 1033 1695 1067 2159 1491 30 psf GROUND SNOW LOCATION 1 1 2 3 4 1 5 1 6 7 8 9 10 11 12 DEAD LOAD 326 1 31 515 180 1 549 1 214 738 363 772 397 961 546 LIVE LOAD 412 1 125 687 1 400 1 687 1 400 962 675 962 675 1237 950 TOTAL LOAD 738 1 156 1202 1 580 1 1236 1 614 1700 1038 1734 1072 2198 1496 40 psf GROUND SNOW LOCATION —T---I—T 2 3 1 4 1 5 1 6 7 8 9 10 11 12 DEAD LOAD 326 31 515 180 1 549 214 738 363 772 397 961 546 LIVE LOAD 505 137 780 412 1 780 412 1 1055 687 1055 687 1330 962 TOTAL LOAD 831 168 1295 592 1 1329 626 1 1793 1050 1827 1084 2291 1508 C&C UPLIFT LOCATION 1 2 3 4 5 6 1 7 8 9 10 11 12 UPLIFT(0.6)DEAD LOAD 1 196 19 309 108 329 128 1 443 218 463 238 577 328 90/117 mph UPLIFT 1 -131 -4 120/155 mph UPLIFT -377 -21 -68 -48 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-B P:12015\150137\2015 TRUSSES\20-30-40\FOLDING\TR7-27-6 RALEIGH,NC 27615 SECTION 6/pp.40 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7. SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pIp QUANTITY d/b SPAN BY LENGTH(in) (In) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 8 SPF#2 200 1 4.8 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 2 2.4 9'-6" Lb 0.755 0.283 9'-6" Lb 0.755 0.283 9'-0" Ld 0.714 0.226 9'-6" Lb 0.755 0.283 3 106 11'-8" Lb 0.618 0.423 11'-4" Ld 0.601 0.378 10'-3" Ld 0.546 0.258 11'-8" Lb 0.618 0.423 4 1.2 13'-5" Lb 0.536 0.561 12'-5" Ld 0.498 0.416 11'-4' Ld 0.452 0.283 13'-0" Ld 0.521 0.5 2x8SYP#2 200 1 4.8 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 2 2.4 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 3 1.6 10'-11" Lb 0.437 0.327 10'-11" Lb 0.437 0.327 10'-3" RLd 0.412 0.258 10'-11" Lb 0.437 0.327 4 1.2 12'-7" Lb 0.379 0.434 12'-5" Ld 0.375 0.415 11'-3' 0.341 0.283 12'-7" Lb 0.379 0.434 2x8 HEM-FIR#2 200 1 4.8 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" 1.103 0.144 6'-8" Lb 1.103 0.144 2 2.4 9'-4" Lb 0.781 0.288 9'-4" Lb 0.781 0.288 8'-9" 0.731 0.22 9'-4" Lb 0.781 0.288 3 1.6 11'-6" Lb 0.639 0.43 11'-0" Ld 0.615 0.369 10'-0" 0.559 0.252 11'-6" Lb 0.639 0.43 4 1.2 13'-3" Lb 0.555 0.571 12'-2" Ld 0.509 0.406 11'-0" 0.463 0.277 12'-9" Ld 0.537 0.5 2 x 8 SP SELECT STR. 200 1 4.8 9'-9" Ld 1.164 0.491 8'-7" Ld 1.017 0.286 7'-9" 0.924 0.195 9'-10" Ld 1.169 0.5 2 2.4 12'-4" Ld 0.735 0.618 10 9" Ld 0.642 0.36 9'-9" Ld 0.583 0.245 11'-8" Ld 0.697 0.5 3 1.6 14'-1" Ld 0.562 0.707 12'-4" Ld 0.491 0.412 11'-2" Ld 0.446 0.281 12'-11" Ld 0.516 0.5 4 1.2 15'-6" Ld 0.465 0.777 13'-6" Ld 0.406 0.453 12'-4" Ld 0.369 0.308 13'-11' Ld 0.417 0.5 1.5x 7.25 LVL 200 1 4.8 10'-2" Ld 0.775 0.509 8'-10" Ld 0.677 0.296 8'-0" Ld 0.615 0.202 10'-1" Ld 0.771 0.5 2 2.4 12'-9" Ld 0.49 0.64 11'-2" Ld 0.428 0.373 10'-1" Ld 0.389 0.254 12'-0" Ld 0.46 0.5 3 1.6 14'-7" Ld 0.375 0.731 12'-9" Ld 0.328 0.426 11'-7" Ld 0.298 0.29 13'-3" Ld 0.341 0.5 4 1.2 16'-0" Ld 0.311 0.803 14'-0" Ld 0.271 0.468 12'-9" Ld 0.246 0.319 141-3" Ld 0.276 0.5 2x 10 SPF#2 200 1 6.2 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 1 0.152 8'-3" Lb 1.303 0.152 2 3.1 11 1-7" Lb 0.924 0.303 11'-7" Lb 0.924 0.303 11'-6" Ld 0.912 0.288 11'-7" Lb 0.924 0.303 3 2.1 14'-2" Lb 0.756 0.452 14'-2" Lb 0.756 0.452 13'-1" Ld 0.698 0.329 14'-2" Lb 0.756 0.452 4 '1.5 16'-4" Lb 0.657 0.599 15'-10" Ld 0.637 0.53 14'-5" Ld 0.579 0.361 15'-8" Ld 0.628 0.5 2x1OSYP#2 200 1 6.2 7'-6' Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 2 3.1 10'-7" Lb 0.634 0209 10 7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 3 2.1 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 4 1.5 14'-10" Lb 0.451 0.412 14'-10" Lb 0.451 0.412 14'-5" Ld 0.436 0.361 14'-10" Lb 0.451 0.412 2x 10 HEM-FIR#2 200 1 6.2 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 2 3.1 11'-5" Lb 0.956 0.308 11'-5" Lb 0.956 0.308 11'-2' Ld 0.934 0.281 11'-5' Lb 0.956 0.308 3 2.1 K'w Lb 0.782 0.459 14'-0" Lb 0.782 0.459 12'-9" Ld 0.715 0.321 144-O" Lb 0.782 0.459 4 1.5 Lb 0.679 0.609 15'-6" Ld 0.652 0.517 14'-1" Ld 0.592 0.352 15'-4" Ld 0.647 0.5 2 x 10 SP SELECT STIR. 200H4 .5 .2 Lb 1.366 0."7 10'-11' Ld 1.298 0.365 9'-11" Ld 1.179 0.249 11'-6" Lb 1.366 0.447 .1 Ld 0.939 0.788 13'-9" Ld 0.82 0.459 12'-6" Ld 0.745 0.313 14'-0" Ld 0.838 0.5 .1 Ld 0.719 0.901 15'-8" Ld 0.628 0.525 14'-3' Ld 0.571 0.358 15'-6" Ld 0.62 0.5 .5 Ld 0.595 0.99 17'-3' Ld 0.52 0.577 15'-8" Ld 0.472 0.393 16'-8" Ld 0.502 0.5 1.5 x 9.25 LVL 200 .2 Ld 0.989 0.649 11'-4" Ld 0.864 0.378 10'-3" Ld 0.785 0.257 12'-1" Ld 0.927 0.5 Ld 0.626 0.816 14'-3" Ld 0.547 0.475 12'-11" Ld 0.497 0.324 14'-5" Ld 0.554 0.5 .1 18'-7" Ld 0.48 0.932 16'-3" Ld0.419 0.543 14'-9% Ld 0.381 0.37 15'-11' Ld 0.411 0.5 20'-5" Ld 0.398 1.023 17'-10" Ld 0.347 0.596 16'-2" Ld 0.316 0.406 17'-1" Ld 0.332 0.5 2ND FLR MW CLG BEAM DATE PFS CORPORAT2ON BloormLurO.vw BEAM SECTION 16/pp.13 UNIFORMLY LOADED STACKED BEAM CHARTS NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED STACKED BEAM 1.5 x 9.25 LVL UPPER MEMBER SPAN CALCULATIONS OF SAME QUANTITY AS LOWER MEMBER BASED ON I/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION LOWER MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pIO QUANTITY d/b SPAN BY LENGTH(in) in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (in) 2x8SPF#2 450 1 4.8 1'- Lb-LOW 5.527 0.455 9'-5" Ld-LOW 5.049 0.316 8'-7" Ld-LOW 4.586 0.216 10'-4" Lb-LOW 5.527 0.455 2 2.4 Ld-LOW 7.278 0.683 11'-11" Ld-LOW 6.358 0.398 10'-10" Ld-LOW 5.776 0.271 12'-7" Ld-LOW 6.732 0.5 3 1.6 Ld-LOW 8.325 0.78 13'-7" Ld-LOW 7.273 0.454 12'-4" Ld-LOW 6.607 0.309 13'-11" Ld-LOW 7.449 0.5 4 1.2 Ld-LOW 9.158 0.856 14'-11" Ld-LOW 8 0.499 13'-7" Ld-LOW 7.268 0.34 14'-11" Ld-LOW 8.007 0.5 2x 8SYP#2 450 1 4.8 Lb-LOW 4.106 0.433 9'-5" Ld-LOW 3.796 0.316 8'-7" Ld-LOW 3A5 0.215 10'-3" Lb-LOW 4.106 0.433 2 2.4 Ld-LOW 5.473 0.682 11'-10" Ld-LOW 4.781 0.397 10'-9" Ld-LOW 4.343 0.271 12'-7" Ld-LOW 5.064 0.5 3 1.6 Ld-LOW 6.26 0.779 13'-7" Ld-LOW 5.469 0.453 12'-4" Ld-LOW 4.968 0.309 13'-11" Ld-LOW 5.604 0.5 4 1 1.2 17'-1" 1 Ld-LOW 6.887 0.854 14'-11" Ld-LOW 6.016 0.498 13'-6" Ld-LOW 5.465 0.339 14'-11" Ld-LOW 6.023 0.5 2x8 HEM-FIR#2 450 1 4.8 10'-2" Lb-LOW 5.691 0.429 9'-5" Ld-LOW 5.264 0.314 8'-6" Ld-LOW 4.783 0.214 10'-2" Lb-LOW 5.691 0.429 2 2.4 13'-6" Ld-LOW 7.585 0.678 11'-10" L&LOW 6.627 0.395 10'-9" Ld-LOW 6.022 0.269 12'-6" Ld-LOW T03 0.5 3 1.6 15'-5" Ld-LOW 8.679 0.774 13'-6" Ld-LOW 7.58 0.451 12'-3" Ld-LOW 6.889 0.307 13'-10" Ld-LOW 7.78 0.5 4 1.2 17'-0" Ld-LOW 9.546 0.85 14'-10" Ld-LOW 8.338 0.495 13'-5" Ld-LOW 7.575 0.337 14'-10" Ld-LOW 8.358 0.5 2 x 8 SP SELECT STIR. 450 1 4.8 11'-1" Ld-LOW 4.453 0.557 9'-8" Ld-LOW 3.89 0.324 8'-10" Ld-LOW 3.535 0.221 10'.10" Ld-LOW 4.336 0.5 2 2.4 14'-0" Ld-LOW 5.611 0.7 12'-2" Ld-LOW _ 4.901 0.408 11'-1" Ld-LOW 4.453 0.278 12'-10" Ld-LOW 5.158 0.5 3 1.6 i6'-6" Ld-LOW 6.421 0.8 13'-11" Ld-LOW 5.609 0.466 12'-8" Ld-LOW 5.097 0.317 14'-2" Ld-LOW 5.71 0.5 4 1.2 17'-6" Ld-LOW 7.067 0.879 15'-4" Ld-LOW 6.173 0.512 13'-11" Ld-LOW 5.609 0.349 15'-3" Ld-LOW 6.136 0.5 1.5 x 7.25 LVL 450 1 4.8 11'-3" Ld-LOW 2.892 0.563 9'-9" Ld-LOW 2.526 0.328 8'-11" Ld-LOW 2.295 0.223 10'-1 V Ld-LOW 2.808 0.5 2 2.4 14'-1" Ld-LOW 3.643 0.707 12'-4" Ld-LOW 3.183 0.412 11'-2" Ld-LOW 2.892 0.281 12'-11" Ld-LOW 3.341 0.5 3 1.6 16 1" Ld-LOW 4.17 0.808 14'-1" Ld-LOW 3.643 0.47 12'-9" Ld-LOW 3.31 0.321 14'-3" Ld-LOW 3.699 0.5 4 1.2 17'-8" Ld-LOW 4.591 0.887 151-5" Ld-LOW 4.01 0.517 14'-0" Ld-LOW 3.643 0.352 15'-4" Ld-LOW 1977 0.5 2x 10 SPF#2 450 1 6.2 10'-10" Lb-LOW 5.781 0.425 10'-3" Ld-LOW 5.482 0.343 9'-4" Ld-LOW 4.981 0.234 10'-10" Lb-LOW 5.781 0.425 2 3.1 14'-9" Ld-LOW 7.911 0.741 12'-11" Ld-LOW 6.911 0.432 11'-9" Ld-LOW 6.28 0.294 13'-5" Ld-LOW 7.169 0.5 3 2.1 16'-11" Ld-LOW 9.061 0.847 14'-9" Ld-LOW 7.915 0.493 13'-5" Ld-LOW 7.191 0.336 14'-10" Ld-LOW T941 0.5 4 1.5 18'-7" Ld-LOW 9.976 0.931 16'-3" Ld-LOW 8.715 0.542 14'-9" Ld-LOW 7.92 0.369 15'-11" Ld-LOW 8.541 0.5- 2.10 SYP#2 450 1 6.2 10'-7" Lb-LOW 4.25 0.387 10'-3" Ld-LOW 4.124 0.343 9'-4" Ld-LOW 3.747 0.234 10'-7" Lb-LOW 4.25 0.387 2 3.1 14'-9" Ld-LOW 5.952 0.741 12'-1 Ld-LOW 5.2 0.432 11'-9" Ld-LOW 4.724 0.294 13'-5" Ld-LOW 5.395 0.5 3 2.1 16'-11" Ld-LOW 6.818 0.846 14'-9 Ld-LOW 5.956 0.493 13'-5" Ld-LOW 5.411 0.336 14'-10" Ld-LOW 5.977 0.5 4 1.5 18'-7" Ld-LOW 7.508 0.929 16'-2" Ld-LOW 6.559 0.541 14'-9" Ld-LOW 5.959 0.369 15'-11" Ld-LOW 6.43 0.5 2x 10 HEM-FIR#2 450 1 6.2 10'-8" Lb-LOW 5.973 0.411 10'-2" -LOW 1 5.696 0.34 9'-3" Ld-LOW 5.175 0.232 10'-8" Lb-LOW 5.973 0.411 2 3.1 14'-8" Ld-LOW 8.217 0.734 12'-9" L LOW 7.178 0.427 1V-7" Ld-LOW 6.521 0.291 13'-4" Ld-LOW 7.467 0.5 3 2.1 16'-9" Ld-LOW 9.41 0.838 14'-7" Ld-5PW 8.22 0.488 13'-3" Ld-LOW 7.469 0.333 14'-8" Ld-LOW 8.269 0.5 4 1.5 18'-5" Ld-LOW 10.36 0.921 16'-1" Ld-L 9.052 0.536 14'-7" Ld-LOW 8.225 0.366 15 4-9" Ld-LOW 8.894 0.5 2 x 10 SP SELECT STR. 450 1 6.2 11'-10" Lb-LOW 4.765 0.547 10'-8- Ld-LO 4.281 0.357 9'-8" Ld-LOW 3.89 0.243 11'-7" Ld-LOW 4.66 0.5 2 3.1 15'-4" Ld-LOW 6.179 0.77 13'-5" Ld-LOW 5.398 0.449 12'-2" Ld-LOW 4.904 0.306 13'-9" Ld-LOW 5.547 0.5 3 2.1 17'-7" Ld-LOW 7.078 0.881 15'-4" Ld-LOW 6.184 0.513 13'-11" Ld-LOW 5.618 0.349 15'-3" Ld-LOW 6.143 0.5 4 1.5 19'-4" Ld-LOW 7.795 0.968 16 4-10" Ld-LOW 6.811 0.564 15'-4" Ld-LOW 6.188 0.384 16'-4" Ld-LOW 6.609 0.5 1.5 x 9.25 LVL 450 1 6.2 12'-5" Ld-LOW 1 3.202 0.623 10'-10" Ld-LOW .798 0.363 9'-10" Ld-LOW 2.542 0.247 11 1-9" Ld-LOW 3.032 0.5 2 3.1 15'-7" Ld-LOW 4.039 0.783 13'-8" Ld-LOW 3.28 0.456 12'-5" Ld-LOW 3.208 0.311 14'-0" Ld-LOW 3.61 0.5 3 2.1 17'-10" Ld-LOW 4.628 0.895 15'-7" Ld-LOW 4.0 0.521 14'-2" Ld-LOW 3.674 0.355 15'-5" Ld-LOW 4.001 0.5 4 1.5 19'-7" Ld-LOW 5.099 0.983 17'-2" Ld-LOW 4.45 0.572 15'-7" Ld-LOW 4.047 0.39 16'-7" Ld-LOW 4.306 0.5 MW CLG/FLR PF�APPROVED DHTE 3/29/17 BEAM PFS CORPORATION &owmwrq, IBEAMSTaCKED SECTION 17/pp.434 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LEN 2 N D F L R EXT 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRA( 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUMS WALL H D R 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON I/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON I/480 DEFLECTION BASED ON 12"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(In) (in) SPAN I BY LENGTH(in) Qn) 2 x 4 SPF#2 850 1 2.3 1'-8" Lv 1.13 0.021 1'-8" Lv 1.13 0.021 1'-8" Lv 1.13 0.021 1'-8" Lv 1.13 0.021 2 1.2 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 3 .8 3'-0' Lb 0.684 0.076 3'-0" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 4 6 3'-6" Lb 0.592 0.101 3'-6" Lb 0.592 0.101 3'-4" Ld 0.567 0.085 3'-6" Lb 0.592 0.101 2x4SYP#2 850 1 2. 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 2 1. 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 3 0.8 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 4 0.6 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 2 x 4 HEM-FIR#2 850 1 2.3 1'-8' Lb 1.225 0.026 1'-8" Lb 1.225 0.026 1'-8" Lb 1.225 0.026 1'-8" Lb 1.225 0.026 2 1.2 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 3 0.8 3'-0- Lb 0.707 0.077 3'-0" Lb 0.707 0.077 3'-0" Ld 0.703 0.075 3'-0" Lb 0.707 0.077 4 0.6 3'-5' Lb 0.613 0.103 3'-5" Lb 0.613 0.103 3'-3" Ld 0.581 0.083 3'-5" Lb 0.613 0.103 2 x 4 SP SELECT STIR. 850 1 2.3 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2 1.2 '-5" Lv 0.869 0.143 3'-2" Ld 0.81 0.108 2'-11' Ld 0.736 0.073 3'-5" Lv 0.869 0.143 3 0.8 4'-2" Ld 0.708 0.211 3'-8" Ld 0.618 0.123 3'-4" Ld 0.562 0.084 5'-0" Lb 0.843 0.426 4 0.6 4 7" Ld 0.584 0.233 4'-0" Ld 0.51 0.135 3'-8" Ld 0.464 0.092 5'-7" Ld 0.707 0.5 1.5x 3.5 LVL 850 1 2.3 2' 8" Lb 0.862 0.091 2'-7" Ld 0.855 0.088 2'-4" Ld 0.776 0.06 2'-8" Lb 0.862 0.091 2 1.2 3'- Lb 0.609 0.182 3'-4" Ld 0.539 0.111 3'-0" Ld 0.489 0.076 3'-9" Lb 0.609 0.182 3 0.8 4'-4 Ld 0.471 0.219 3'-9" Ld 0.411 0.127 3'-5" Ld 0.374 0.087 4'-7" Lb 0.498 0.274 4 0.6 4'-9" Ld 0.389 0.241 4'-2" Ld 0.34 0.14 3'-9" Ld 0.309 0.096 5'-4" Lb 0.431 0.365 2x 6SPF#2 850 1 3.7 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2 1.8 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3 1.2 4'-5" Lb 1.001 1 0.09 4'-5" Lb 1.001 0.09 4'-5" Lb 1.001 0.09 4'-5" Lb 1.001 0.09 4 0.9 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 2 x 6 SYP#2 850 1 3.7 2'-5" Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2 1.8 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3 1.2 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4 0.9 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 2x6 HEM-FIR#2 850 1 3.7 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2 1.8 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3 1.2 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4 0.9 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 2 x 6 SP SELECT STIR. 850 1 3.7 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 2 1.8 5'-5" Lv 1.366 0.224 5'-0" Ld 1.273 0.169 4'-7" Ld 1.156 0.115 5'-5" Lv 1.366 0.224 3 1.2 6'-7" Ld 1.112 0.332 5'-9" Ld 0.972 0.193 5'-3" Ld 0.883 0.132 6'-11" Lb 1.166 0.401 4 0.9 7'-3" Ld 0.919 0.365 6'-4" Ld 0.803 0.213 1.-1. Ld 0.729 0.145 7'-10" Ld 0.994 0.5 1.5x 5.5 LVL 850 1 3.7 4'-1" Lb 1.334 0.135 4'-1' Lb 1.334 0.135 3'-9" Ld 1.22 0.095 4'-1' Lb 1.334 0.135 2 1.8 5'-10" Lb 0.944 0.27 5'-3" Ld 0.847 0.175 4'-9" Ld 0.769 0.119 5'-10" Lb 0.944 0.27 3 1.2 6'-10" Ld 0.74 0.344 6'-0" Ld 0.647 0.2 5'-5" Ld 0.587 0.136 7'-1" Lb 0.771 0.405 4 0.9 7'-6" Ld 0.611 0.378 6'-7" Ld 0.534 0.22 Ld 0.485 0.15 8'-1" Ld 0.655 0.5 APPROVED DATE 3129/17 PFS CORPORATION &oonswrq, IBEAM SECTION 16/pp.51 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 12"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pIQ QUANTITY d/b SPAN BY LENGTH(n) in) SPAN BY LENGTH(in) Qn) SPAN BY LENGTH(n) Qn) SPAN BY LENGTH(n) (in) 2x8SPF#2 850 1 4.8 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 2 2.4 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 3 1.6 5'-8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 5'.8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 4 1.2 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 2 x 8 SYP#2 850 1 4.8 3'-1" Lb 1.549 1 0.026 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 1 0.026 2 2A 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 3 1.6 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 4 1.2 6'-1' Lb 0.776 0.104 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 2x8 HEM-FIR#2 850 1 4.8 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 2 2.4 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 3 1.6 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 4 1.2 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 M0.259 2 x 8 SP SELECT STIR. 850 1 4.8 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 4'-2- Lv 2.104 0.069 4'-2" Lv 2.104 2 2.4 6'-11" Lb 1.743 0.259 6'-8" Ld 1.678 0.223 6'-0" Ld 1.525 0.152 6'-11" Lb 1.743 3 1.6 8'-5" Lb 1.424 0.388 7'-7" Ld 1.282 0.255 6'-11" Ld 1.164 0.174 8'-5" Lb 1.424 4 1.2 9'-7" Ld 1.212 0.482 8'-4" Ld 1.059 0.28 7'-7" Ld 0.962 0.191 9'-8" Ld 1.2231.5x 7.25 LVL 850 1 4.8 5'-4" Lb 1.744 0.172 5'-4" Lb 1.744 0.172 4'-11" Ld 1.609 0.125 5'-4" Lb 1.744 2 2.4 7'-7" Lb 1.234 0.344 6'-11" Ld 1.117 0.231 6'-3" Ld 1.015 0.157 7'-7" Lb 1.234 3 1.6 9'-0" Ld 0.976 0.453 7'-11" Ld 0.853 0.264 7'-2" Ld 0.775 0.18 1'-3" Ld 1.001 0.5 4 1.2 9'-11" Ld 0.806 0.499 8'-8" Ld 0.705 0.29 7'-10" Ld 0.64 0.198 9'-11" Ld 0.807 0.5 2x 10 SPF#2 850 1 6.2 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681 0.036 4'-O" Lb 2.681 0.036 2 3.1 5'-8" Lb 1.897 1 0.072 5'-8" Lb 1.897 0.072 5'-8" Lb 1.897 0.072 5'-8" Lb 1.897 0.072 3 2.1 -11" Lb 1.55 0.108 6'-11" Lb 1.55 0.108 6'-11" Lb 1.55 0.108 6'-11" Lb 1.55 0.108 4 1.5 8'-O" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 2 x 10 SYP#2 850 1 X6.2 3'-7" Lb 1.839 0.025 3'-7" Lb 1.839 0.025 3'-7' Lb 1.839 0.025 3'-7- Lb 1.839 0.025 2 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 36'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 4 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 2 x 10 HEM-FIR#2 850 1 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 2 3.1 5'-7" Lb 1.962 1 0.073 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7- Lb 1.962 0.073 3 2.1 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 4 1.5 7'-1 O" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 j 2 x 10 SP SELECT STR. 650 6.2 5'-4" Lv 2.684 0.088 5'-4" Lv 2.684 0.088 5'-4" Lv 2.684 0.088 5'-4" Lv 2.684 0.088 2 3.1 7'-10" Lb 1.988 0.211 7'-10" Lb 1.988 0.211 7'-8" Ld 1.946 0.194 7'-10" Lb 1.988 0.211 3 2.1 9'-8" Lb 1.624 0.316 9'-8" Lb 1.624 0.316 8'-10" Ld 1.486 0.222 9'-8" Lb 1.624 0.316 4 1.5 11'-2" Lb 1.408 0.421 10'-8" Ld 1.351 0.358 9'-9" Ld 1.228 0.244 11'-2" Lb 1.408 0.421 1.5x 9.25 LVL 850 1 6.2 6'-10" Lb 2.207 0.213 6'-10" Lb 2.207 0.213 6'-4" Ld 2.053 0.159 6'-10" Lb 2.207 0.213 2 3.1 9'-8" Lb 1.562 0.424 8'-9" Ld 1.425 0.294 8'-0" Ld 1.295 0.2 9'-8" Lb 1.562 0.424 3 2.1 11'-6" Ld 1.246 0.578 10'-1" Ld 1.089 0.337 9'-2" Ld 0.989 0.229 11'-1" Ld 1.202 0.5 4 1.5 12'-8" Ld 1.03 0.836 11'-1" Ld 0.9 0.37 10'-1" Ld 0.817 0.252 11 11" Ld 0.97 0.5 2ND FLR EXT WALL HDR PFSi.APPROVED D/ATE 3/24l17 PFSCORPORATION :wro,vn BEAM SECTION 16/pp.52 NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0 8,REPETITIVE FACTOR(Cr)=1.0. 7. SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM.SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON I/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 12"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(in) (jin) SPAN BY LENGTH(in) (In) SPAN BY LENGTH pn) (in) SPAN BY LENGTH(in) (n) 2 x 4 SPF#2 1400 1 2.3 1'-3" Lv 1.382 0.011 1'-3" Lv 1.382 0.011 1--3- Lv 1.382 0.011 1'-3" Lv 1.382 0.011 2 1.2 1'-11" Lv 1.062 0.029 1'-11" Lv 1.062 0.029 1'-11" Lv 1.062 0,029 1'-11" Lv 1.062 0.029 3 0.8 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 4 0.6 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2.4 SYP#2 1400 1 2.3 1'-3" Lb 1.046 0.011 1'-3" Lb 1.046 0.011 1'-3" Lb 1.046 0.011 1'-3" Lb 1.046 0.011 2 1.2 1 1-9" Lb 0.74 0.022 1 1-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 3 0.8 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 4 0.6 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2 x 4 HEM-FIR#2 1400 1 2.3 1'-3" Lv 1.537 0.014 1--3- Lv 1.537 0.014 1--3- Lv 1.537 0.014 1'-3" Lv 1.537 0.014 2 1.2 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 3 0,8 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 4 1 0.6 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2x 4 SP SELECT STR. 1400 1 2.3 1'-5" Lv 1.205 0.015 1'-5" Lv 1.205 0.015 1'-5" Lv 1 1.205 0.015 1'-5" Lv 1.205 0.015 2 1.2 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 3 0.8 3'-4" Lv 0.929 0.141 3'-1" Ld 0.862 0.104 2'-10" Ld 0.783 0.071 3'-4" Lv 0.929 0.141 4 0.6 3'-11" Ld 0.815 0.197 3'-5" Ld 0.712 0.115 3'-1" Ld 0.646 0.078 4'-5"' Lv 0.929 0.334 1.5 x 3.5 LVL 1400 1 2.3 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2 1.2 2'-11" Lb 0.782 0.111 2'-9" Ld 0.751 0.094 2'-6" Ld 0.682 0.064 2'-11" Lb 0.782 0.111 3 0.8 3'-7" Lb 0.639 0.166 3'-2" Ld 0.573 0.108 2'-11" Ld 0.521 0.074 3'-7" Lb 0.639 0.166 4 0.6 4'-0" Ld 0.542 0.204 3'-6" Ld 0.473 0.119 3'-2" Ld 0.43 0.081 4'-1" Lb 0.553 0.222 2x6SPF#2 1400 1 3.7 14-11" Lv 2.172 0.017 1'-11" Lv 2.172 0.017 1'-11" Lv 1 2.172 0.017 1'-11" Lv 2.172 0.017 2 1.8 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 3 1.2 3'-6" Lb 1.284 0.054 3'-6" Lb 1.284 0.054 3'-6" Lb 1.284 0.054 3'-6" Lb 1.284 0.054 4 0.9 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 2 x 6 SYP#2 1400 1 3.7 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 2 1.8 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 0.028 3 1.2 3'-3" Lb 0.906 0.0 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 4 0.9 3'-9" Lb 0.785 0.966 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 2 x 6 HEM-FIR#2 1400 1 3.7 1'-11" Lb 2.299 .018 1'-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 2 1.8 2'-9" Lb 1.628 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 3 1.2 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 4 0.9 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 2 x 6 SP SELECT STR. 1400 1 3.7 2'-3" Lv 1.893 0.023 2--3- Lv 1.893 0.023 2'-3" Lv 1.893 0.023 2'-3" Lv 1.893 0.023 2 1.8 3'-7" Lv 1.515 0.076 3'-7" Lv 1.515 0.076 3'-7" Lv 1.515 0.076 3'_-7" Lv 1.515 0.076 3 1.2 5'-O" Lv 1.388 0.181 4'-10' Ld 1.355 0.164 4'-5" Ld 1.231 0.112 5'-0" Lv 1.388 0.181 4 0.9 6'-2" Ld 1-2 0.31 5'-4" Ld 1.119 0.18 4'-10" Ld 1.016 0.123 6'-3" Lb 1.296 0.325 1.5x 5.5 LVL 1400 1 3.7 3'-1" Lv 1. 4 0.075 3'-1" Lv 1474 0.075 3'-1" Lv 1.674 04075 3'-1" Lv 1.674 0.075 2 1.8 4'-6" Lb .211 0.164 4'-5' Ld 1.18 0.148 4'-0" Ld 1.072 0.101 4'-6" Lb 1.211 0.164 3 1.2 5'-7" Lb 0.989 0.246 5'-1" Ld 0.901 0.17 4'-7" Ld 0.819 0.116 5'-7' Lb 0.989 0.246 4 0.9 6'-4" Ld 0.852 0.321 5'-7' Ld 0J. 0.167 5'-1" Ld 0,676 0.127 6'-5" Lb 0.857 0.328 PF�APPROVED 1ST FLR EXT 'DATE 3129117 PFSCORPORATION WALL HDR &aam w p, BEAM SECTION 16/pp.72 0 07 r14 ENGINEERS ON IN C. PLANNERS CONSULTANTS 305 NORTH OAKLANO AVENUE • P.Q.BOX 490 NAPPANEE,INOIANA 46550 PHONE: 'S74-773-7975 WEB:WWW.IMTAINC.COM FAX: 574-773-5739 CLIENT: Professional Building Systems DATE: 4/9/2019 Jos No: PBSO40519-6 PROJECT: P82654-MA REFERENCE CODE: ASCE 7-10 MODULE DIMENSIONS: 36'-0"x 27'-6" ROOF SLOPE/TRUSS TYPE: 7/12 GROUND SNOW LOAD: 30psf APPROVED WIND LOAD: Vult=140mph Vasd=109mph DATE 4/22/19 Exp.C PFS CORPORATION Bloomsburg, PA CALCULATION INDEX Page Description 1.1-1.8 Design criteria and load combinations 2.1-2.2 Diaphragm design 3.1-3.24 Shearwall design 4.1 Connections OF MgSS10 ti David R.Tompos -A CIVIL Cn NO.30423 N /ON L 6 Apr 09, 2019 NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA,Inc. is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA,Inc.directly to obtain a file copy. NTA, Inc. holds the following Certificates of Authorization to offer engineering services under the name of a corporation:AL CA-3760-E;AK AECC1245;AZ 15478-0;AR 1953;CT 1385;DE 3112;FL 8463;GA 2527;ID C- 589,IL 184.00567;KS 1454;KY 2925;LA 2393;MD 48065;MS 2056;MO 2009010402;MT 969;NE CAI 981;NV 6285;NH 1822;NJ 24GA28140400;NC C-3412;ND 330PE; OH 3274; OK CA3705PE;RI PE.0005644-COA;SC 3977; SD C-2655; TX F-10672; VA 407005528; WA 2638; WI 3330-11; WV C00381-00; WY E-1097; Alberta, Canada,13314;Ontario,Canada 100503403. Calculation Index Page i of 1 16.1000 IBC Criteria 2015-01-27 2019-04-0812:21 PM Input Page 1 of 1 Design Criteria Summary Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-NIA Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 36.00 ft Stories Above Grade,n= 2 Framing Type: Cape Truss Gable Width,L= 27,50 It Max.Blocking Height,hb= 18 in. Roof Slope,a= 7.00/12 pitch Module Width,L.= 13.75 ft Sidewall/Eave Height,he= 228 in. Sidewall Overhang,LOH= 12 in. Min.Mean Roof Height,h= 15 It Endwall Overhang,BoH= 12 in. Roof Cavity insulation,R= 30 Uniformly Distributed Design Loads: Ground Floor Roof Other Floors(above ground) Floor Live,L= 40 psf Top Chord Load= 42.7 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Floor Dead,D= 10 psf Wall Dead Load,D,,,= 5 psf Loft Live Load,L= 20 psf Wall Dead Load,Dw= 5 psf Wall Height,hV,= 96 in. Bottom Chord Dead Load= 10 psf Wail Height,hw= 96 in. Misc.Design Parameters: Seismic Loads: Risk Category, it Seismic Importance Factor,IE= 1.00 Mapped Coefficients: SS= 0.55 g Roof/Snow Load: S,= 0.13 g Ground Snow Load,P.= 30.0 psf Response Coefficients: So,= 0.49 g Ground Snow Load NYr,P9Ny= 33.2 psf Sol= 0.19 g Min.Design Load,Lr= 17.0 psf Sibs Class= D Flat-Roof Snow Load,Pr= 23.1 psf IBC Design Category= D Sloped Roof Snow Load= 23.1 psf IRC Design Category= C Max.Unbalanced Load,Pub= 42.7 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,C.= 1.0 A13 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,Cr= 1.1 Design Base Shear Cs= 0.08 W Wind Loads: Wind Speed(Vult)= 140 mph Wind Speed(Vasd)= 109 mph Wind Exposure= C Flood Loads: Site Specific flood loads have not been assessed in this Internal Pressure Coefficient= +/-0.18 analysis. For Buildings located in flood hazard areas, Mean Roof Height= 24.8 ft as established in Section 1612.3 of the 1BC,floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required by IBC section 1603.1.6 must be provided on the Component (pso (psf) construction documents. Window +28.6/-38.3 +28.6/-31.1 Door +24.31-29.8 +24.3/-26.8 Roof Cladding +26.21-33.5 +26.2/-28.6 Overhang -48.5 -48.5 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. %F . APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA / 16.1000 IBC Criteria 2015-01-27 2019-04-08 12:20 PM Wind Page 1 of 1 Wind Load Calculation Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 36.0 ft Wind Speed,V.,d= 109 mph Sidewall Eave,z= 20.5 ft Total Width,L= 27.5 it Roof Peak,z= 29.1 ft Blocking Height,hb= 18 in. Exposure Category: C Mean Roof Height,h= 24.8 ft SldewalUEve Height,ha= 228 in. Topographic Factor,KA= 1.0 Roof Slope,a= 7.0 112 pitch Height&Exposure,Kh= 0.94 Component Dimensions: Roof slope,a= 30.3 deg. Directionality,Kd= 0.85 Stud Height,hs= 96 in Sidewall Overhang,LOH= 12 in. Wind Pressure,qh= 24.3 psf Truss Span,st= 165 in Endwatl Overhang,BOH= 12 in. Internal Pressure,Gco= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFIRS): Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCPI 9.2 0.7 -14.8 -13.3 AU -15.3 12.4 2.2 -17.2 -16.0 -GCpi 18.0 9.5 -6.1 -4.6 -6.6 -6.6 21.1 10.9 -8.5 -7.3 Max 18.0 9.6 -14.8 -13.3 -15.3 -15.3 21.1 10.9 -17.2 -16.0 Long +GC, 5.3 -21.1 -13.3 -11.4 -15.3 -15.3 10.4 -30.3 -17.2 -14.8 -GCpI 14.1 -12.4 -4.6 -2.7 -6,6 -6.6 19.2 -21.6 -8.5 -6.1 Max 14.1 -21.1 -13.3 -11.4 -15.3 -15.3 19.2 -30.3 -17.2 -14.8 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 28.4 19.4 22.6 15.5 10.9 -17.2 9.5 -14.8 -12.9 -14.3 21.1 -16.0 18.0 -13.3 Long 25.2 19.4 16.7 15.5 30.3 17.2 -21.1 -13.3 -45.4 -36.1 21.1 -16.0 14.1 -11.4 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (ft) Pos Neg Wall Components: W) Pos Neg Zone 1: Maximum 10 26.2 -28.6 Zone 4: Maximum 10 28.6 -31.1 Minimum 50 24.5 -25.2 Minimum 100 24.3 -26.8 Truss/Rafter 63.0 24.3 -24.7 Door 100.0 24.3 -26.8 Overhang 1.0 n/a -48.5 Stud 21.3 27.2 -29.6 Zone 2: Maximum 10 26.2 -33.5 Zone 6: Maximum 10 28.6 -38.3 Minimum 100 23.8 -28.6 Minimum 100.0 24.3 -29.8 Truss/Rafter 63.0 24.3 -29.0 Door 100.0 24.3 -29.8 Overhang 1.0 n/a -48.5 Stud 21.3 27.2 -35.5 Zone 3: Maximum 10 262 -33.5 Minimum 100 23.8 -28.6 Truss/Rafter 63.0 24.3 -29.6 Overhang 1.0 n/a 48.5 F APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 16.1000 IBC Criteria 2015-01-27 2019-04-08 12:20 PM Snow Page 1 of 1 Snow Load Assessment Client: Professional Building Systems Job Number: PBSO40519-6 Description: PB2654-MA Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 15 ft Ground Snow Load,pa= 30 psf a CS p, Exposure Factor,CB= 1.0 (deg) C,=1.0 C,=1.1 C,=1.2 (pso Thermal Factor,q= 1.1 30.3 0.99 1.00 1.00 23.1 Importance Factor,is= 1.0 Framing Type: Trussesf0ther Snow Density(y): Ice Dams Along Evesz: y=0.13 pg +14= 17.9 pcf ps =2 p f = 23.1 psf but not more than 30 pcf Flat-Roof Snow Load(pf): Minimum Roof Live Load(Lr): p f=0.7C�C,.LPg= 23.1 psf R,= 1.0 Rz= 0.85 Rain on Snow Surcharge: F= 7.0 amax= 0.295 deg L,=20R,R2= 17.0 psf pg<=20 psf prss= 0.0 psf 12 5 L, 5 20 pf= 23.1 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monoslope roofs= 15.0 deg or a.;,,=70/W+0.5= 5.2 deg 2.38 deg amin= 16.0 deg pg 20 psf pf=1�p8 = 30.0 psf p n '20 psf p f=201,= 20.0 psf pfmin= 20.0 psf p f= 23A psf Unbalanced Snow Loads: Applicable to roof slopes between: amax = 70.00 deg a.m=701W+0.5= 5.25 deg a min = 2.38 deg governing a d = 2.38 deg Unbalanced Loads. PLW S= 1.71 /1 p ww Ridge Length Eave W=l„ = 20.0 ft s sf) ft s hd= 1.44ft 6.9 42.7 6.0 23.1 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2.Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. F"�►` APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA �,3 16.1000 IBC Criteria 2015-01-27 2019-04-08 12:20 PM Seismic Page 1 of 1 Selsmk Load Calculation Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Location: IBC SDC C Design Classification: Response Acceleration: Risk Category:H Short Period(Sa)= 55%g Importance Category,IE: 1,00 1-Second Period(SI)= 13%g Site Class: D ASCE 7 Design Category: D IRC Design Category:C Seismic Resisting System:A13 Light-frame walls with wood shearpanels Response Factor,R:6.6 System Overstrength Factor,D.:3.0 Deflection Amplification Fctor,Ca:4.0 Spectral Response Acceleration: Mapped Site Coeff. Maximum n Desi PP 9 Ss Sr F. Fv SMs Sar SDs SDj 0.55 0.13 1.36 2.28 0.75 0.30 T 0,50 0.20 Fundamental Period: Period Coefficient,CT= 0.020 Height to Highest Level,h„= 19.0 ft T.=Crhy`= 0.182 sec Seismic Response Coefficient: C..;.=0.044 S.IE=0.022 Agin.For SDC E of F: C,=R1I =0.077 05S ` Ca min =-, =0.010 C...= SD' =0.17 R�Is Design Ca= 0.077 (RIMT Seismic Response Coefficient: F= Ca=1'Rar=0.092 Design Ca= 0.092 Seismic Base Shear: Base Shear Coefficient,Cs= 0,077 W Minimum Interconnection Force: 0.133 x SDs= 0.066 W Min.= 0.050 W CScxN= D.066 W f F . APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 12:20 PM 2 Story Detailed Page 1 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Building Geometry: Loading Conditions: �S . APPROVED Ridge Length,B= 36.0 ft Wind Speed= 109 mph Gable Width,L= 27.5 ft Exposure Category: C DATE 4/22/19 Module Width= 13.8 ft Blocking Height,hb= 18.0 in. Height Above Grade: PFS CORPORATION Sidewall/Eve Height,hB= 228.0 in. Stories Above Grade= 2 Bloomsburg, PA Roof Slope,a= 7.0/12 pitch Skiewall Eave(z)= 20.5 ft Roof slope,a= 30.3 deg. Roof Peak(z)= 29.1 ft Sidewall Overhang,LOH= 12.0 in_ Mean Roof Height(h)= 24.8 ft Endwall Overhang,BaH= 12.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group: H ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IF: 1.00 IBC Seismic Design Cat.: D Wail Height,hY,(in.) 96 96 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 5 Na Response Factor,R: 6.5 SDs= 0.50 Floor/Level Dead Weight(psf) 10 10 20 Cs=0.09 Bottom Chord Dead Weight(psi) -- -- 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Ground Floor Wall Height= 8.0 ft Horizontal Wind Pressure(MWFRS) Above Ground Floor Wall Height= 8.0 ft Net Wall End Zone 28.4 Vertical Roof Projection= 8.6 ft Interior 22.6 Misc.Framing Height= 1.0 ftllevel d Net Roof End Zone 19.4 Blocking Height= 1.5 ft Interior 15.5 Ground Floor Endwall Weight= 1100 Ibf Max.Wall End Zone 16.0 Above Ground Floor Endwall Weight= 1100 lbf Interior, 13.3 Gable Endwall Weight= 1692 Ibf Max.Roof End Zone 17.2 Interior 14.8 MWFRS End Zone,2a= 6.0 ft Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plo 295 - Interior(plf) 235 - - Diaphragm(plf) -- 590 38 Transverse Walls(ibflwali) -- 1142 74 Total Force to Transverse Walls(Ibf) 8822 -- 1516 Level OTM(ft-kip) 70.6 -- 12.1 1st of 2 Story End(plo 256 - - Interior(plf) 203 - - Diaphragm(plf) -- 355 23 Transverse Wails(Ibf/wall) -- 550 35 Total Force to Transverse Walls(Ibf 16447 -- 3510 Level OTM(ft-kip) 227.4 -- 45.2 Base of 2 Story End(plf) 170 -- - Interior(plf) 135 -- - Diaphragm(plf) -- 315 20 Transverse Walls(Ibf/wall) -- 550 35 Total Transverse Force at Base(Ibf) 21530 -- 4312 Total OTM(ft-kip) 249.0 -- 49.5 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 12:20 PM 2 Story Detailed Page 3 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 8.0 ft Net Wall End 25.2 Above Ground Floor Wan Height= 8.0 ft Interior 16.7 Vertical Roof Projection= 8.6 ft Net Roof End — Misc.Framing Height= 1.0 ft/level Interior -- Blocking Height= 1.5 ft rn Max.Wall End 16.0 Ground Floor Sldewall Weight= 1440 Ibm 0 Interior, 13.3 Above Ground Floor Sidewall Weight= 1440 Ibm Max.Roof End Interior — MWFRS End Zone,2a= 6.0 ft Wind Seismic Longitudinal Lateral Forces Net Weight Net 2nd of 2 Story(Total) End Max(plf) 202 - — Min(plf) 114 — — Interior Max(plf) 219 — — Min(plf) 134 — — Diaphragm(plf) -- 843 54 Longitudinal Walls(Ibf/wall) 720 46 Total Force to Longitudinal Wails(Ibf) 4534 - 1587 Level OTM(ft-kip) 36.3 -- 12.7 Roof Diaphgram Only End Max(plf) 44 — Min(plf) 0 — Interior Max(plf) 72 - — Min(plf) 29 - — Diaphragm(pit) — 400 26 Roof Force to Longitudinal Walls(Ibf) 968 — 709 Ceiling Diaphgram Only End Max(plf) 158 - — Min(plf) 114 - — Interior Max(pl0 147 — Min(plf) 105 — Diaphragm(plf) — 443 29 Ceiling Force to Longitudinal Walls(Ibf) 3567 — 878 1st of 2 Story End Zone(plf) 227 -- Interior(plf) 151 - Diaphragm(plf) — 403 26 Longitudinal Walls(Ibf/wall) 720 46 Total Force to Longitudinal Walls(Ibf) 9136 -- 2486 Level OTM(ft-kip) 123.0 36.7 Base of 2 Story End Zone(pit) 151 Interior(plf) 100 Diaphragm(pit) 363 23 Longitudinal Walls Obf/wall) - 720 46 Total Longitudinal Force at Base(Ibf) 12204 - 3221 Total OTM(ft-kip) 135.2 — 37.0 APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 16.2612 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 12:20 PM 2 Story Detailed Page 4 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Walls Wall Wall Along Length,X Rx RxX d Rxd Rxd' Lateral Loads(lbf) Bracing 2nd Story Line Length (ft) (in.) (klin.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 4560 758 2 36.0 4560 758 3 4 5 6 7 8 9 10 E= 0.0 6 CR = -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(lbQ Bracing 2nd Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 2400 793 B 27.5 2400 793 C D E F G H I J E=1 0.0 0.0 CRy= -- ft Overall J= Location Stiffness Governing Transverse Walls Wall Wall Along Length,X Rx RXX d Rxd Rxd 2 Lateral Loads(lbi) Bracing 1st Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 8503 1755 2 36.0 8503 1755 3 4 5 6 7 8 9 10 E= 0.0 0.0 CR = -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R.,X d Ryd Ryd2 Lateral Loads(lbf) Bracing 1 st Story Line Length (ft) (in.) (klin.) (k) (ft) (k) (k-in.) Wind Seismic A 0.0 4880 1243 B 27.5 4880 1243 C D FS „ APPROVED E F DAT 4/22/19 G H PFS CORPORATION] Bloomsburg, PA J E= 0.0 0.0 CRr= — ft Overall J= 1. / 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 2019-04-08 12:20 PM 2 Story Detailed Page 5 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wait Wall Along Length,X R„ R,X d RXd RXd2 Lateral Loads(Ibf) Bracing 2 Story Line Length (ft) (in.) (klln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 11132 2156 2 36.0 11132 2156 3 4 5 6 7 8 9 10 £= 0.0 0 CRX= — ft Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y Ry RXX d Ryd Ryd2 Lateral Loads(Ibf) Bracing 2 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 6534 1611 B 27.5 6534 1611 C D E F G H I J £= 0.0 0.0 CRy= — ft Overall J= — PF APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA /�� 23.0728 Design Transverse Shearwall Systems 2009-06-01 2019-04-0812:20 PM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 27.5 ft Wind Speed= 109 mph Stories Above Grade= 2.0 Blocking Height,hb= 18.0 in. Exposure Category: C Sidewall Eave(z)= 20.5 ft Sidewall/Eve Height,he= 228.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 29.1 ft Roof Slope,a= 7.0 112 pitch Mean Roof Height(h)= 24.8 ft Roof slope,a= 30.3 deg, Sidewall Overhang,Loµ= 12.0 in. Endwall Overhang,Boll= 12.0 in. Vertical Roof Projection= 8.6 ft Waif Height= 8.0 ft(max.) Misc.Framing Height= 1.5 ft/level Seismic Design Parameters: Seismic Use Group:11 Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 96 96 n/a Site Class: D Wail Dead Weight(psf) 5 5 n/a Seismic Resisting System:A130ghf-framewaflsWthwoodshearpanefs Floor/Level Dead Weight(psf) 10 10 20 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,f4: 3.0 Deflection Amp.Factor,Cd:4.0 AS Adjustment Factor= 0.7 Seismic Design Cat.: D IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 610 pif Sos= 0.50 Effective Seismic Weight at Floor Level= 395 pif Ca= 0.092 Additional Endwall Dead Weight= 1100 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads Wall End Zone 28.4 Zone Wind Seismic Interior 22.6 Roof Diaphgram End(pif) 302 Roof End Zone 19.4 Interior(plf) 241 39 Interior 15.5 Endwall Surcharge(Ibf) -- 71 Wall End Zone 25.2 Above Ground End Zone(p►f) 270 Interior 16.7 Floor Diaphgram Interior(plf) 214 25 $, Roof End Zone Endwall Surcharge(Ibf) -- 71 Interior - Ground Level End Zone(pff) 135 - Floor Diaphgram Interior(pif) 107 13 Endwall Surcharge(lbf) -- 35 Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5'Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 64 Blocked 4 6 6 12 328 235 71 Blocked 4 4 6 12 438 313 96 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 37 Blocked 3 6 6 6 270 193 58 Fastener. 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) �+ Unblocked 3 6 6 12 224 160 48 F.7 . APPROVED Blocked 4 6 6 12 333 238 73 DATE 4/22/19 PFS CORPORATION `Z / Bloomsburg, PA I 23.0728 Design Transverse Shearwall Systems 2009-06-01 2019-04-08 12:20 PM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19132"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener. 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 76 Blocked 4 6 6 12 348 248 86 Blocked 4 4 6 12 464 331 110 Fastener. 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 42 Blocked 3 6 6 6 270 193 66 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 54 Blocked 4 6 6 12 333 238 82 Grade Level Floor Diaphragm Sheathing Configuration: 19132"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max Module Length(ft) Unblocked 3 6 6 12 309 221 82 Blocked 4 6 6 12 348 248 110 Blocked 4 4 6 12 464 331 110 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 82 Blocked 3 6 6 6 270 193 82 Fastener: 1.5'x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 82 Blocked 4 6 6 12 333 238 110 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(Fl) Fastener: Fastener: for illustration purposes) (ft) (lbf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double tap plate 40 1770 14 25 45 2240 17 32 50 2765 21 39 60 3982 31 56 70 5420 42 76 80 7079 54 99 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 1576 12 22 45 1994 16 28 50 2462 19 35 + 60 3545 27 50 • + i 70 4825 37 68 • FF4 80 6302 48 88 + . APPROVED 4-ft minimum lap.Fasteners at V40- 2"on center in multiple rows 2"(min.)apart DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-A Page 1 of 3 Shearwail Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wail Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Design Parameters: Shear OTM Wind Shear= 2400 Ibf 19.2 ft-kip Seismic Shear= 793 Ibf 6.3 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 36.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76,75 57 Window 1 3046(2) 7.0 5 Items Supported:Sidewall 2 2846 34.125 57 Window 2 2846 19.0 10 Roof Only 3 2846(2) 68.75 57 Window 3 2846(2) 29.0 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wail Length= 36.0 ft Wail Sheathing: 7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6112 Shear Panel Length= 21.0 ft Back Panel: Alone Max.Opening Height= 4.8 ft Panel Edge Framing: 1.54n.edge framing Perf.Wall Factor= 0.75 Min.Framing SG: SPF Wind Shear= 114 pif Seismic Shear= 38 pif Anhorage: Uplift Force= -152 plf Chord Force= 1212 Ibf Wall Start: 0'-0" Wall End:36'-0" Segmented Method Wind Seismic Wag Sheathing:7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6112 Cumulative Length(ft) 21.0 21.0 Back Panel: None Design Shear(plf) 114.1 37.7 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG:SPF F w Segment Layout:(w.r.t reference end of wall) APPROVED I No. Start End No. Start End DATE 4/22/19 1 0'-0" 4'-2" 6 2 10`-7" 18'4" 7 PFS CORPORATION 3 21'4' 26`-4" 8 Bloomsburg, PA 4 32'-1" 36'-0" 9 5 10 Chord Force= 1212 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -234 plf Out-of-Plane Shear= 61 plf(MWFRS) 0,6 x Wall DL 24 plf 142 psf(C&C) Perf.SW Uplift -152 plf In-Plane Shear= 114 plf(MWFRS) Bottom of Wall -362 plf Chord Force,P= 1212 Ihf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-A Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Compression Chord Member Strength: Chord Force,P= 1212 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress Cr Co C, Co Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. F,= 360 1.00 1.60 -- 660 4620 C= 0.8 F�L= 425 — — -- 425 3506 4td= 17.5 E,1n- 440000 - - -- — 440000 F,= 1187 Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) P, I w.. Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS18 Fasteners: (38)0.148W.25"Nalls Threadrod Dia.= 0.626 in. Fasteners: (12)0.13 1"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 14 In. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete%= 2500 psi min. End Distance= 1.6 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Strap:(1)Simpson CS18 Connector.Simpson MSTC66B3 Holdown:Simpson HDU2-SDS2.5 Fasteners: (12)0.131"x2.5"Nails Each End Fasteners:(13)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 14 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2.Couple thread rods using heavy hex couplers rated for chord force. 3.Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. /CS APPROVED DATE 4/22/19 PFS CORPORATION 'Z Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-A Page 3 of 3 Shearwail Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay ti FZ= 189 lbf/bay 3"x0.131"Nail 4 per bay Fs= 189 lbf/bay r.� Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay f r Fr= 0 lbf/bay #104"Screw 4 per bay FZ= 284 lbf/bay 3"x0.131"Nail 5 per bay FR= 284 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nail 3 per bay FR= 189 lbf/bay e Stud Spacing= 24 In.oc #8 x 3"Screw ' 3 per bay Fr= 0 lbf/bay #10x3"Screw 3 per bay F2= 284 lbf/bay 3"0.131"Nail 3 per bay FR= 284 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-In.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113"x2.5"Nail 2 rows 5-In.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc Panel CSI= 0.42 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. ` F,= 114 pif ; i Fz= 362 pif FR= 380 pif It : le � ° Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-In.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc w Shear Strength: 2951.04 pif 7/16"x2.5"xl5 Ga.Staple 2 rows 5-In.oc ;6 Panel CSI= 0.42 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc i F Min.Panel Width: 8.0 in. e '�iZ� ,,' F,= 114 plf Ft,y~~ FZ= -362 pif ° FR= 380 pif , F APPROVED DATE 4/22/19 PFS CORPORATION 3,'3 Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-B Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B Design Parameters: Shear OTM Wind Shear= 2400 Ibf 19.2 ft-kip Seismic Shear= 793 Ibf 6.3 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"OJA Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 36.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 3046 4.0 0 Items Supported: Sidewali 2 2846 34.126 57 Window 2 3046 10.0 0 Roof Only 3 2846(2) 68.75 57 Window 3 3046(2) 18.0 0 4 3046 38.125 57 Window 4 3046 26.0 0 Top of Openings= 80.0 in.AFF 5 5 3046 32.0 0 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 318"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 36.0 ft Wall Sheathing: 7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4112 Shear Panel Length= 16.9 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1,5-ln,edge framing Perf.Wall Factor= 0.70 Min.Framing SG: SPF Wind Shear= 142 pif Seismic Shear= 47 plf Anhorage: Uplift Force= -202 pif Chord Force= 1612 IV Wall Start:0'-0" Wall End: 36'-0" Segmented Method Wind Seismic Wag Sheathing:7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6112 Cumulative Length(ft) 16.9 16.9 Back Panel: None Design Shear(pit) 142.1 47.0 Panel Edge Framing:1.5-in.edge framing Min.Framing SG:SPF APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End DATE 4/22/19 1 0'-0" 2'-4" 8 33'-7" 36'-0" 2 5'-7" 8'-4" 7 PFS CORPORATION 3 11'-7" 14'4' 8 Bloomsburg, PA 4 21'-2" 24'-4" 9 5 27'-7" 30'-4" 10 Chord Force= 1612 Ibf each end of each segment Shearwall Connection Forces Summary: ` Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -234 pif Out-of-Plane Shear= 61 pff(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Perf.SW Uplift -202 .pif In-Plane Shear= 142 pif(MWFRS) Bottom of Wall -412 pif Chord Force,P= 1612 Ibf 3:y 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-13 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-13 Compression Chord Member Strength: Chord Force,P= 1612 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Cp Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 - 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 - 560 4620 C= 0.8 Fcj= 425 — - - 425 3506 laid= 17.5 Ermn= 440000 — 440000 FrE= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Noldown(Story-to-Story) F, . Connector:Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson GS16 Fasteners:(38)0.148°x3.25°Nails Threadrod Dla.= 0.625 In. Fasteners: (15)0,131°x2.5"Nals Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 In. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f.= 2500 psi min. End Distance= 1,5 In.min. Holdown Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown F� f, f, l Strap:(1)Simpson CS16 Connector: Simpson MSTC66B3 Holdown: Simpson HDU2-SD82.5 Fasteners:(15)0.131"x2.5"Nail Each End Fasteners:(17)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 In. Chord Studs= 2 Qty Min. End Length= 17 In. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2, Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. . FS, APPROVED DATE 4/22/19 PFS CORPORATION 3 Bloomsburg, PA 23,0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-B Page 3 of 3 Shearwall Design(cons,) Wall Line: Bracing 2nd Story,Longitudinal Walt Line 2-B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.or, #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #16x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nail 4 per bay FR= 189 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 lbf/bay #10x3"Screw 4 per bay F2= 284 lbf/bay 3"x0.131"Nail 5 per bay Fa= 284 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nail 3 per bay Fa= 189 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F}= 0 Ibf/bay #10x3"Screw 3 per bay ` F2= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113'k2.5"Nail 2 rows 4-In.oc lapped across joint) Tensile Strength: 960 plf 0.131'W.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 4-In.oc Panel CSI= 0.48 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc ,,. Min.Panel Width: 8.0 in. r F,= 142 plf I ^ ^^• FZ= 412 plf FR= 436 plf , it it I Sheathing4o-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nall 2 rows 34n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 44n.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail San.oc Shear Strength: 2951.04 plf 7/16"x2,5"xl5 Ga.Staple 2 rows 4-in.oc ' Panel CSI= 0.48 OK 7/16"A.5"x16 Ga.Staple 2 rows 4-in.oc ' Min.Panel Width: 8.0 in. e `i - F,= 142 plf F2= -412pif FR= 436 plf APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-1 Page 1 of 3 Sheamall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Design Parameters: Shear OTM Wind Shear= 4560 Ibf 36.5 ft-kip Seismic Shear= 758 Ibf 6.1 ft-kip Response Factor,R:6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wan Length= 27.5 ft Mark Width Height Type Mark (ft) (In.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 3046 9.0 0 Items Supported: Endwall 2 2846 34.125 57 Window 2 Roof Only 3 2846(2) 68.75 57 Window 3 4 3046 38.125 57 Window 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 318"and 7116"panels on studs 24"or.For 16"or 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4/12 Shear Panel Length= 24.3 ft Back Panel: None Max.Opening Height= 4.8 it Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.92 Min.Framing SG: SPF Wind Shear= 187 pif Seismic Shear= 31 pif Anhorage: Uplift Force= -206 plf Chord Force= 1637 Ibf Wail Start: 0'-0" Wall End:27'-6" Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 6/12 Cumulative Length(ft) 24.3 24.3 Back Panel:None Design Shear(plf) 187.5 31.2 Panel Edge Framing: 1.5-in.edge framing Whit.Framing SG:SPF /c APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End DATE 4/22/19 1 01-0" 7'-4" 6 PFS CORPORATION z 10'-7" 27'6" 7 3 8 Bloomsburg, PA 4 9 5 10 Chord Force= 1637 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -52 pif Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wail DL 24 pif 142 psf(C&C) Perf.SW Uplift -205 pif In-Plane Shear= 187 pif(MWFRS) Bottom of Wall -232 pif Chord Force,P= 1637 Ibf 3.7 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2010-04-08 12:20 PM 2-1 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Compression Chord Member Strength: Chord Force,P= 1637 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 - 0.70 811 6689 depth(d)= 6.6 in. F,= 350 1.00 1.60 — 560 4620 C= 0.8 F"1= 425 — — 425 3506 leld= 17.5 E,,,l"= 440000 - 440000 F�E= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) �o Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS16 Fasteners:(38)0.148"x325°Nails Threadrod[)is,= 0.625 in. Fasteners: (15)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f"= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown .1 Strap:(1)Simpson CS16 Connector:Simpson MSTC66B3 Holdown:Simpson HDU2-SDS2.5 Fasteners: (15)0.131"x2.6'Nails Each End Fasteners:(17)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 17 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. APPROVED DATE 4/22/19 _ PFS CORPORATION 5 Bloomsburg, PA 23.0727 LFRS Shearwail Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-1 Page 3 of 3 Shearwali Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay (fastened through 518"gypsum) F,= 0 Ibflbay #10x3"Screw 3 per bay F2= 189 Ibflbay 3"5(0.131"Nail 4 per bay FR= 189 Ibflbay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay _. Fr= 0 Ibf/bay #1 US'Screw 4 per bay 7 F2= 284 Ibflbay 3"x0.131"Nail 5 per bay FR= 284 ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nall 3 per bay FR= 189 Ibflbay ~ Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay F,= 0 Ibflbay #10x3"Screw 3 per bay — - F2= 284 Ibflbay 3"x0.131"Nail 3 per bay FR= 284 Ibflbay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-In.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-In.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nall 4-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3-in.oc R Panel CSI= 0.31 OK 7/16"x1.5"x16 Ga.Staple 3-in.oc Min.Panel Width: 8.0 in. y� ✓A F,= 187 plf F2= 232 pff FR= 298 plf s It 1 IF IF IF IF Sheathing-to-Floor Rim Joist 1 F Sheathing Type: OSB 0.099"x2"Nail 2 rows 54n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 4-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3-in.oc 1 Panel CSI= 0.31 OK 7/1 6"x1.5"x1 6 Ga.Staple 3-In.oc t� Min.Panel Width: 8.0 in. r t F,= 187 plf F2= 232 pif - ', FR= 298 pEf APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-2 Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Design Parameters: Shear OTM Wind Shear= 4560 Ibf 36.5 ft-kip Seismic Shear= 758 Ibf 6.1 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wail Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3046(2) 76.75 57 Window 1 2846(3) 8.0 6 Items Supported: Endwall 2 2846 34.125 57 Window 2 EDGE 13.0 9 Roof Only 3 2846(2) 68.75 57 Window 3 4 3046 38.125 57 Window 4 Top of Openings= 80.0 in.AFF 5 2846(3) 108.375 57 Window 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 3112 Shear Panel Length= 17.7 It Back Panel: None Max.Opening Height= 4.8 it Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.78 Min.Framing SG: SPF Wind Shear= 257 plf Seismic Shear= 43 pif Anhorage: Uplift Force= -329 plf Chord Force= 2633 IV Wall Start:0'-0" Wall End: 27'-6" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,7/16'k1.5"x16 Ga Staple 4/12 Cumulative Length(ft) 17.7 17.7 Back Panel:None Design Shear(plf) 267.1 42.7 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF . APPROVED Segment Layout(w.r.t reference end of wall) I No. Start End No. Start End 4/22/19 1 a-0" TA 1" 6 DATE 2 13'-9" 27'-6" 7 PFS CORPORATION 3 8 Bloomsburg, PA 4 9 5 10 Chord Force= 2633 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -52 pif Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Perf.SW Uplift -329 pif In-Plane Shear= 257 pit(MWFRS) Bottom of Wall -357 pif Chord Force,P= 2633 Ibf 3 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 2-2 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Compression Chord Member Strength: Chord Force,P= 2633 IV Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 In. Ft= 350 1.00 1.60 — -- 560 4620 c= 0.8 Fol= 425 - — - 425 3506 I.1d= 17.5 E,nl,- 440000 — 440000 F.E= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) FF, C� Connector. Simpson STHD14RJ Holdown, USP PHD2-SDS3 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x325"Nails Threadrod Dia,= 0,625 in. Fasteners: (22)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 In. End Length= 39.6 in. End Length= 21 In. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. OptionsPlant-Installed Holdown Conventional Strap Holdown Pre-Bent Strap Ho/down Preformed Holdown Pr Strap: (1)Simpson CMST14 Connector: Simpson MSTC6683 Holdown: USP PHD2-SDS3 Fasteners: (22)0.131W.5"Nails Each End Fasteners: (27)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 21 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:20 PM 2-2 Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 189 Ibf/bay 3"x0.131"Nail 4 per bay FR= 189 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 5 per bay h.• ;` F,= 0 Ibf/bay #10x3"Screw 4 per bay FZ= 284 Ibf/bay 3"x0.131"Nail 5 per bay FR= 284 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay Fa= 189 Ibf/bay Wx0.131"Nail 3 per bay FR= 189 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathtng-to-Roof/Celling Rail Sheathing Type: OSB 0.099"x2"Nall 2 rows 3-in.oc (direct upllft carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 3-In.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 2 rows 4-in.oc 6y Panel CSI= 0.46 OK 7116"x1.5"x16 Ga.Staple 2 rows 4-In.oc Min.Panel Width: 8.0 in. F,= 257 pif FZ= 357 plf j E ; FR= 440 pif Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-In.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 3-in.oc I Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 4-In.oc Panel CSI= 0.46 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc ;t Min.Panel Width: 8.0 In. t, 14 F,= 257 pif FZ= -357 pif FR= 440 pif FS APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 3. i z- 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-A Pagel of Shearwall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Design Parameters: Shear OTM Wind Shear= 4880 Ibf 65.7 ft-kip Seismic Shear= 1243 Ibf 18.3 ft-kip Response Factor,R: 6.6 36'-0"Length,29'-l"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 36.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3/0 Ext. 38.5 83 Door 1 310 Ext. 17.0 0 Items Supported: Sidewall 2 3052(3) 120.375 65 Window 2 3052(3) 27.0 3 2nd of 2 Story 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 36.0 ft Wall Sheathing: 7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 3/12 Shear Panel Length= 22.8 ft Back Panel: None Max.Opening Height= 6.9 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.63 Min.Framing SG: SPF Wind Shear= 214 plf Seismic Shear= 55 plf Anhorage: Uplift Force= -339 pit Chord Force= 2716 Ibf Wall Start: 0'-0" Wall End: 36'-0" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4/12 Cumulative Length(ft) 22.8 22.8 Back Panel:None Design Shear(pit) 214.4 54.6 Panel Edge framing:1.5-in.edge framing Mn.Framing SG:SPF Segment Layout:(w.r.t reference end of wall) F . APPROVED No, Start End No. Start End 1 0'-0" 15'-4" 8 DATE 4/22/19 2 18'-7" 22'-2" 7 PFS CORPORATION 3 32'-3" 36'-0" 8 4 9 Bloomsburg, PA 5 10 Chord Force= 2716 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Upltft Forces:(-Upward/+Downward) Out-of--Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -169 plf Out-of-Plane Shear= 61 plf(MWFRS) 0.6 x Wall DL 24 plf 142 psf(C&C) Pert.SW Uplift -339 plf In-Plane Shear= 214 pif(MWFRS) Bottom of Wall -485 plf Chord Force,P= 2716 Ibf .� r3 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-A Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Compression Chord Member Strength: Chord Force,P= 2716 lbf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp C, Cp Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 In. Fr= 350 1.00 1.60 — — 560 4620 c= 0.8 Fes,= 425 425 3506 IJd= 17.5 Em1n= 440000 — — 440000 F,= 1187 Holdown Options Concrete Embedded Strop Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) 1 Connector: Simpson STHD14RJ Holdown: USP PHD2-SDS3 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (23)0.131"x2.5"Nads Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 In. End Length= 39.6 in. End Length= 22 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f�= 2500 psi min. End Distance= 1.6 in.min. OptionsPlant-installed Holdown Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Fp 14 e Strap: (1)Simpson CMST14 Connector:Simpson MSTC66B3 Holdown: USP PHD2SD93 Fasteners: (23)0.131'x2.5"Nails Each End Fasteners:(28)0.148"x 3"Naffs Threadrod Die.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min, End Length= 22 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type hoidowns must be bent around rim joist and secure to bottom of rim joist with not less than 4. fastenFp,7DATE st be installed within 1"of the bottom of the rim joist. PPROVED4/22/19ORATION Bloomsburg, PA �,rL� 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-A Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Walt Line 1-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 ibf/bay #10x3'Screw 3 per bay F2= 189 ibt/bay 3"x0.131"Nail 4 per bay 'FR= 189 ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 284 IbUbay 3"x0.131"Nail 5 per bay FR= 284 Ibf/bay SW Bottom Plate-to-R€m Joist or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nail 3 per bay FR= 189 IbVbay �j— F2 284 lbf/bay 3"x0.131"Nail 3 per bay Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay = FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113"x2,5"Nall 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc ' pi Panel CSI= 0.58 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.5 in. +- F F,= 214 plf F2= 485 plf FR= 530 pif i 4 to iP Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-In.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 318-in. 0.113"x2.5'Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 2 rows 5-in.oc t Shear Strength: 2951.04 pif 7/16"x2.5'k15 Ga.Staple 2 rows 3-In.oc € Panel CS]= 0.58 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.5 In. F,= 214 pif ~ Ft F2= 485 pif FR= 530 pif a +. S . APPROVED DATE 4/22/19 PFS CORPORATION J Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-B Page 1 of 3 'Shearwall wall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Design Parameters: Shear OTM Wind Shear= 4880 Ibf 65.7 ft-kip Seismic Shear= 1243 Ibf 18.3 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 36.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3/0 Ext. 38.5 83 Door 1 3052 4.0 0 Items Supported: Sidewall 2 3052(3) 120.375 65 Window 2 3052 10.0 0 2nd of 2 Story 3 3052 38.125 65 Window 3 310 Ext. 18.0 0 4 4 3052 26.0 0 Top of Openings= 80.0 in.AFF 5 5 3052 32.0 0 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wail Length= 31.9 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Shear Panel Length= 17.8 ft Back Panel: None Max Opening Height= 6.9 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.59 Min.Framing SG: SPF Wind Shear= 274 pit Seismic Shear= 70 pif Anhorage: Uplift Force= -466 pif Chord Force= 3728 lbf Wall Start: 0'-0" Wall End: 36'-0" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.1 31"x2"Nail 6/12 Cumulative Length(ft) 20.1 17.8 Back Panel:None Design Shear(plf) 243.0 69.8 Panel Edge Framing: 1.54n.edge framing Min.Framing SG:SPF �� APPROVED Segment Layout:(w.r.t reference end of walq DATE 4/22/19 No. Start End No. Start End 1 01-0" 2'-4" 6 33'-7" 36'-0" PFS CORPORATION 2 5'-7" 8'-4" . 7 Bloomsburg, PA 3 11'-7" 16'4' 8 MEN 4 19'-7" 24'-4" 9 5 27'-7" 30'-4" 10 Chord Force= 3728 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 36.5 psf(C&C End) Top-of-Wall -169 pif Out-of-Plane Shear= 61 plf(MWFRS) 0.6 x Wall DL 24 pif 142 psf(C&C) Perf.SW Uplift -466 pif In-Plane Shear= 274 pit(MWFRS) Bottom of Wall -611 plf Chord Force,P= 3728 Ibf / -�.t'b 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-13 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Llne 1-B Compression Chord Member Strength: Chord Force,P= 3728 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 »» 0.70 811 6689 depth(d)= 6.5 in. Ft= 350 1.00 1.60 -- — 560 4620 c= 0.8 F�l= 425 - — -- 425 3506 leld= 17.5 Emio= 440000 - -- — -- 440000 Fc,E= 1187 Site-Installed Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) l F, Connector: Simpson STHD14RJ Holdown: Simpson HDU5-SDS2.5 Strap:(1)Simpson CMST14 Fasteners: (38)0.148°x3.25"Nails Threadrod Dia.= 0.625 In. Fasteners:(32)0.131"x2.5"Nals Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 30 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f,= 2500 psi min. End Distance= 1.5 In.min. Plant-Installed Holdown Options _ Conventional Strap Holdown Pre-Bent Strap Holdown Prefomred Holdown Fy fill Strap:(1)Simpson CMST14 Connector. Simpson MST066B3 Holdown:Simpson HDU5-SDS2.5 Fasteners:(32)0.131"x2.5"Nags Each End Fasteners: (38)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 In. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 30 in. End Length= in. Plate Washer Size Chord Studs= 2 City Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. /c APPROVED DATE 4/22/19 PFS CORPORATION 31 Bloomsburg, PA I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:20 PM 1-B Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing let Story,Longitudinal Wall Line 1-B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) ParameterslLoads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0:131"Nail 4 per bay h tom. FIR= 189 Ibf/bay I t,•� '`�, Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay - e + • r �— F,= 0 ibf/bay #10x3"Screw 4 per bay F2= 284 lbf/bay &W.131"Nail 5 per bay FIR= 284 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay Fi= 0 lbf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3'W.131"Nail 3 per bay FIR= 189 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay Fi= 0 Ibf/bay #10x3"Screw 3 per bay F2= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099'k2"Nail 3 rows 34n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 44n.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 34n.oc 1 F? Panel CSI= 0.73 OK 7/16"x1.5"x16 Ga,Staple 3 rows 44n.oc Min.Panel Width: 15.3 in. R •t�;'* �_ Y•• F,= 274plf F2= 611 plf 1 1 •••R. FIR= 670 plf I Sheathing-to-Floor Rim Joist Sheathing Type: 0S13 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 318-In. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 2 rows 4-in.oc € Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc i I Panel CSI= 0.73 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc 7 P R Min.Panel Width: 16.3 in, F,= 274 pif F2= -611 pif FR= 670 plf APPROVED DATE 4/22/19 PFS CORPORATION J rd Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:19 PM 1-1 Page 1 of 3 Shearwall Design Client, Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wail Line: Bracing 1st Story,Transverse Wail Line 1-1 Design Parameters: Shear OTM Wind Shear= 8503 Ibf 117.6 ft-kip Seismic Shear= 1755 lbf 22.6 ft-klp Response Factor,R:6.5 36'-0"Length,29'-1"OIA Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3/0 Ext. 38.5 83 Door 1 34211 7.0 0 Items Supported: Endwall 2 3052(3) 120.376 65 Window 2 2B46 21.0 9 2nd of 2 Story 3 3052 38.125 65 Window 3 4 34211 41.25 36 Window 4 Top of Openings= 80.0 in.AFF 5 2846 34.125 57 Window 5 Dimensloning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nall 4/12 Shear Panel Length= 21.2 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.85 Min.Framing SG: SPF Wind Shear= 401 plf Seismic Shear= 83 pif Anhorage: Uplift Force= -473 plf Chord Force= 3784 Ibf Wall Start:0'-0" Wall End: 27'-B" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nall 4/12 Cumulative Length(ft) 21.2 21.2 Back Panel: None Design Shear(pif) 400.8 82.7 Panel Edge Framing: 1.5-€n.edge framing Mn.Framing SG: SPF APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 4/22/19 1 0'-0" 5'-3" 6 DATE 2 8'-B" 20'-3" 7 PFS CORPORATION 3 23'-2" 2T-6" 8 Bloomsburg, PA 4 9 5 10 Chord Force= 3784 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -22 pif Out-of-Plane Shear= 61 pfF(MWFRS) 0.6 x Wall DL 24 plf 142 psf(C&C) Perf.SW Uplift -473 pif In-Plane Shear= 401 pif(MWFRS) Bottom of Wall -471 plf Chord Force,P= 3784 Ibf r 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:19 PM 1-1 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Compression Chord Member Strength: Chord Force,P= 3784 ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cc C, CP Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 - 0.70 811 6689 depth(d)= 5.5 in. F,= 360 1.00 1.60 — -- 560 4620 c= 0.8 Fa= 425 -- - - - 425 3506 Vd= 17.5 E.1"= 440000 — - — - 440000 F,F= 1187 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) + r + f, -ha I t Connector: Simpson STHD14RJ Holdown:Simpson HDU5-SDS2.5 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nafls Threadrod Dia.= 0.625 in. Fasteners: (32)0.131W.5"Nags Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 30 In. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown t k i Strap:(1)Simpson CMST14 Connector: Simpson MSTC6683 Holdown:Simpson HDU5-SDS2.5 Fasteners:(32)0.131"x2.5"Nails Each End Fasteners:(38)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 30 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.1 0.27 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:19 PM . 1-1 Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibf/bay 3"x0.131"Nail 4 per bay FR= 189 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay Fr= 0 Ibf/bay #10x3"Screw 4 per bay ' F2= 284 Ibf/bay 3"x0.131"Nail 5 per bay FR= 284 ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 lbf/bay 3"x0.131"Nail 3 per bay FR= 189 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fi= 0 Ibf/bay #10x3"Screw 3 per bay �-- F2= 284 Ibf/bay 3"x0.131"Nail 3 per bay FR= 284 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across Joint) Tensile Strength: 960 plf 0.131"x2.5"Nall 2 rows 4-in.oc Shear Strength: 2951 pff 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc Rr Panel CSI= 0.63 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc ` Min.Panel Width: 12.0 in. F,= 401 pif F2= 471 pif FR= 618 pif It Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099'W"Nail 3 rows 4-in,oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-1n. 0.1ITN2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 2 rows 4-1n.oc fl Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc i Panel CSI= 0.63 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc k2 I a Min.Panel Width: 12.0 in. Fi= 401 pif kr �; F2= 471 pif •���' FR= 618 plf FS APPROVED DATE 4/22/19 PFS CORPORATION Z Bloomsburg, PA 1 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-0812:19 PM 1-2 Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBSO40519-6 Description: P82654-MA Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Design Parameters: Shear OTM Wind Shear= 8503 Ibf 117.6 ft-kip Seismic Shear= 1755 Ibf 22.6 ft-kip Response Factor,R: 6.5 36'-0"Length,29'-1"O/A Height IBC Seismic Design Cat.: D 109 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 310 Ext. 38.5 83 Door 1 2-3/0 Ext. 2.0 4.375 Items Supported: Endwall 2 3052(3) 120.375 65 Window 2 3/0 Ext. 9.0 4.75 2nd of 2 Story 3 3052 38.125 65 Window 3 3/0 Ext. 14.0 10.75 4 34211 41.25 36 Window 4 2-3/0 Ext. 18.0 10.375 Top of Openings= 80.0 in.AFF 5 2846 34.125 57 Window 5 Dimensioning Method: Left Edge 6 2-3/0 Ext. 7525 83 Door 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"cc for 3/8"and 7/16"panels on studs 24"cc.For 16"cc 12 studs or other panel thicknesses,space fasteners at 12"cc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 18.3 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 4.7 ft Back Panel:-- Max.Opening Height= 6.9 it Panel Edge Framing:-- Perf.Wall Factor= 0.46 Min.Framing SG:-- Wind Shear= 1822 pif Seismic Shear= 376 ptf Anhorage: Uplift Force= -3974 plf Chord Force= 31796 Ibf Wall Start:-- Wall End:-- Segmented Method Wind Seismic Wall Sheathing: Double Sided,7/16"Structural Sheathing,0.131"x2"Nail 3/12 Cumulative Length(it) 7.0 4.7 Back Panel:Same as front panel Design Shear(plf) 1211.2 376.1 Panel Edge Framing:3-In.edge framing Min.Framing SG:SPF .7 APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-0" 2'-4" 6 DATE 4/22/19 2 12'-7" 14'-10" 7 PFS CORPORATION 3 25'-1" 27'-6" 8 Bloomsburg, PA 4 9 5 10 Chord Force= 9689 lbf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 15.3 psf(MWFRS) Wind Zone End 35.5 psf(C&C End) Top-of-Wall -22 pif Out-of-Plane Shear= 61 pif(MWFRS) 0.6 x Wall DL 24 plf 142 psf(C&C) Perf,SW Uplift 0 pif In-Plane Shear= 1211 plf(MWFRS) Bottom of Wall 2 pif Chord Force,P= 9689 Ibf 3 �z 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:19 PM 1-2 Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Compression Chord Member Strength: Chord Force,P= 9689 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress Cf Ce C, CP Stress Load width(b)= 1.5 In. Fc= 725 1,00 1.60 - 0.70 811 6689 depth(d)= 5.5 in. F,= 350 1.00 1.60 -- — 560 4620 C= 0.8 Fai= 425 - -- 425 3506 Idd= 17.5 Er,&= 440000 — - 440000 F�E= 1187 OptionsSite-installed Holdown Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) li It .yam` tiT# Connector: NG—Cannot be used Holdown: Simpson HDU14-SDS2.5 Strap: (2)Simpson CMST14 Fasteners:-- Threadrod Dia.= 1.000 in. Fasteners: (41)0A31"x2.5'Nails Each End Strap Width=-- in. Chord Studs= 3 Qty Min. Strap Width= 6.00 in. End Length= In. End Length= 37 in. Chord Studs=— City Min. Chord Studs= 4 Qty Min. ` Concrete f._— psi min. I End Distance=— in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown d"i Ft Strap: (2)Simpson CMST14 Connector: NG--Cannotbe used Holdown:Simpson HDU14-SDS2.5 Fasteners: (41)0.131"x2.5'Nails Each End Fasteners:— Threadrod Die.= 1.000 In. Strap Width= 6.00 in. Strap Width=— in. Chord Studs= 3 Qty Min. End Length= 37 In. End Length= in. Plate Washer Size Chord Studs= 4 City Min. Chord Studs=-- Qty Min. Width Length Thk. 3.00 7.9 0.68 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit Installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type hoidowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be Installed within 1"of the bottom of the rim joist. /�S A APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA �'L� 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 2019-04-08 12:19 PM 1-2 Page 3 of 3 Shearwall Design(cont) Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 6/8"gypsum) F,- 0 Ibflbay #1ox3"Screw 3 per bay F2= 189 fbf/bay 3"x0.131"Nall 4 per bay FR= 189 lbflbay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibflbay #10x3"Screw 4 per bay F2= 284 Ibflbay 3"x0.131"Nail 5 per bay FR= 284 Ibflbay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 189 Ibflbay 3W.131"Nail 3 per bay FR= 189 Ibflbay Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay 9 F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 284 Ibflbay 3"x0.131"Nail 3 per bay FR= 2841bf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type:OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-1n. 0.113"x2.5"Nail 2 rows 5-in,oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 pif 7/16"x2.5"xl5 Ga.Staple 2 rows 4-in.oc FZ Panel CS1= 0.43 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-In.oc ` Min.Panel Width: 8.0 in. U. p� F,= 1211 plf t F,= 419 pff F2= 22 pif In addition,attach top plate 2 rows 4-in.oc FR= 420 pif to rail w/0,131"x2.5"nails e� 419 pif=1211 pif-792 pif Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 pff 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 pif 711 6"x2.5"x1 5 Ga.Staple 2 rows 4-in.oc Panel CSI= 0.41 OK 7/16"xi b"x16 Ga.Staple 2 rows 4-in.oc ' Min.Panel Width: 8.0 in. F,= 1211 plf R� 1- F,= 419 plf • " F2= 2 pif In addition,attach bottom plate 2 rows 4-in.oc FR= 419 plf to rail w/0.131"x 2.5"nails 419 pff=1211 pff-792 pif APPROVED DATE 4/22/19 PFS CORPORATION Z Bloomsburg, PA n a 6NpIN EVE BQs Page-of a Date: 4r NIP S i m�I y Certified. Engineer: 305 NORTH OAKLAND AVENUE • P.O. BOX 490 NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 • FAX: 574-773-2732 • WEB: WWW.NTAINC.COM f©Ej �fn {b. �✓l 0431' x 3" M I � S'f��=n� �•�1�� 2-wo Xqo (L ��ztt� z�,¢ z, �� 3��� t� -- i3 36 FE- h �Z a/ - Carfe-d S-t i,;D t.// A151-x3" t2a,/s /,5td. 9 c Fl 11132 pil- 7.5` F� Fps- ,�� S r/���✓ c��lr•�. � O.j3; X3 V24/& �.:.. �,� c�7 FS . APPROVED DATE 4/22/19 PFS CORPORATION Bloomsburg, PA u•) Commonwealth of Massachusetts . ouo. Manufactured Buildings Program-Plan Identification Number Assignment Name of Manufacturer PROFESSIONAL MC Identification Number 221 BUILDING SYSTEMS Third Party Identification Number INC. 02 Project Title - 82654 Use Group BBRS\OPSI Single Identification Number 0 138- 19 Family Review Required All plans are reviewed by MA and a BBRS Number assigned when approved Date: 04/22/ 19 Manufactured Buildings Program From: Linda Shea Manufactured Buildings Program .r Re: Confirmation of Receipt of Building Plans &Assignment of BBRS\OPSI Identification Number (BBRS\OPSI I.D. Number) The Board of Building Regulations and Standards and Office of Public Safety (BBRS\OPSI) has received your building plans for the referenced project and has assigned the identification number noted above (in the block marked BBRS\OPSI I.D. Number). This number has been assigned for purposes of internal tracking methods. This number shall be used in reference to this project and on all future correspondences,inquiries and plan revisions.. Thank you for your cooperation with this'matter. Send all correspondences,inquiries and plan revisions to: Office of Public Safety&Inspections-Linda Shea 1000 Washington Street,Suite 710 Boston,MA 02118 Linda.shea@mass.gov Bbrs\forms2\manufacturedbldgplanid-06/2018 l �� ��� a� ' �v`� �� 4 � �� PPP �� � � Y ��' I + t � 6 A Town of Barnstable -pe&w c4 FA�*es 6 evnft,films i um date r Regulatory Services, Fee KM& Thomas F.Geiler,Director ,v- y Building D1VI310i1' T Tom Perry,CBO, Building Commissioner " ,. 200 Main Street,Hyannis,MA 02601 , www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 EXPRESS PERMIT APPLICATION RESIDENTIAL ONLY D Not Valid without Red X--Press Imprint ` Map/parcel Number v � • . Z Address >ential Value of Work Minimum fee of$35.00 for work under$6000.00 Owner's Name&Address 614Amin /- }. �v of yl V Q- Contractor's Name �� ��� Telephone Number Home Improvement Contractor License#(if applicable) 72-q '72- `Construction Supervisor's License#(if applicable). ` '1 O S °f S ❑Workman's C nrisation Insurance ���Res Che ne: proprietor t e Homeowner , " ❑ I have Worker's Compensation Insurance DEC 2 Z��z Insurance Company Name T01/I1Ai�AJ-6 _ Workmen's Comp.Policy# P AR A8LE Copy of Insurance C mpliance Certificate must accompany each permit. Permit Requ (check box} Re-roof(hurricane nailed)(stripping old shingles) All construction debris will be taken to Ak, ,_ • F ❑Re-roof(hurricane nailed)(not stripping.. Going over existing layers of roof) ❑ Re-side ' #of doors ❑ Replacement Windows/doors/sliders.0-Value `(maximum.35)#of windows [] Smoke/Carbon Monoxide detectors 4 floor plans marked with red S and inspections required. Separate Electrical&Fire Permits required. "Where required: Issuance of this permit does not exempt compliance with other town department regulations,i.e.Historic,Conservation,etc. ***Note: Property Owner must sign Property Owner Letter of Permission. A copy of the Home Improvement rectors License&Construction Supervisors License is ` quired SIGNATURE: �G r C:\Users\decollik\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\QRE6ZUBN\EXPRESS.doc Revised 053012 t . The Cann nonivealth of Maswchnsem rt. .Deparment of IndusWd Accidents �..x Office of Invesdgahons , 600 Washington Street a Boston,MA 02111 www.inaxsgov/dia Workers' Compensation Insurance Affidavit: Builders/Contra_ctors_/Electricians/Plumbers Aaulicant Information ` Please Print Legibly - Name(Business/Organization/Individual): Address: T - - City/State/Zip: K1\< M Phone#: rZC Z Q�a7 ` Are you an employer. Check the appropriate box: Type of project(required): 1.❑Zam a employer with 4_ ❑ I am a general contractor and I 6. Q New construction . oyees(full and/or part-time).* have hired the sub-conmiactors 2. I a sole proprietor or partner • listed on the attached sheet.1 7. ❑Remodeling ship and have no.employees _ These sub-contractors have 8. Demolition t wodangfor me in any capacity- wow'comp-insurance. 9. 0 Building addition [NO workers'comp:insurance 5. ❑ We are a corporation and its 10.❑Electrical repairs or additions required_] officers have exercised their i 3.❑ I am a homeowner doing all work; ' right of exemption per MGL 11.❑ , P ,mink repairs or additions myself.[No workers'comp- ` C. 152,§1(4),and we have no: 12.Eaef f repairs ` insurance required.]t, employees.[No workers' . COMP.insurance requ ire&] 13.0 Other �•' *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 their workers'comp.policy information. I am an employer that isproviding workers'compensation insurance for my employees.'Below is thepolicy 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 Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as'civil penalties in the form of a STOP WORK ORDER and;!fine of up to$250.00 a day against the violator..Be advised that a copy of this statement may be,forwarded to the Office of Investigation of the,DIA for insurance coverage verification.;, • I do hereby certify under the p and penal ' s o e 'ury t the information provided above is true and correct �' 17 Signature: Date 21 Phone#: 7�� �7 Z d 622 0,0Fciat rise only. Do not write in this assay to be completed by ci[y or MM qjzcw City or Town: PermWLicense# Issuing A�rity(circle one): 1.Board of Health 2.Bmlding Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: k rd . KAM Town of Barnstable . Regalatory Services ° } ` Thomas F.Geiler,Director ' Building Division - Thomas Perry,;CBO Building Commissioner 200 Main Street, Hyannis,MA 02601. ` www.town.harnstable.ma.us. •' Office: 508-8624038 j Fax: 508-790-6230 Property;,4wrier Must . Y Complete and Sign This Section° s w If Using A Builder, as Owner of the subject property hereby authorize to act on iny,behalf, n all matters relative to work authorized by this building permit application for: Address ofjob) n_ all `T t1. _ 5 • .. `, a �`1 �i . Signature of Owner ' '.` Date t t a ` Print Name r F 1 a .. - �• :ter . . ° , �f:Property Owner is applying for permit,please complete the Homeowners'License Exemption Form on the i reverses°rde: +' », C:\Users\decollik\AppData\Local\Microsoft\Windows\Temporary Intemet Files\Content.Outlook\QRE6ZUBN\EXPRESS.doc ' Revised 053012 . _ . ;_ • ; �1ze -t°o�r�ncauoea,�l/ �✓�aaaarlu..oelta Office of':Consumer Affafts.8c B�(slness Regulation HOME IMPROVEMENT CONTRi4CTOR Registration %172472 Type t w ° Expirations B/27/.g014 IridividuaP'. ,. P ICK.CLIFFO� €` PATRICK. CLIFFgk, Fill 12.13ALDWIN,f D DENNIS MA02638ANELUv :;t,� 5%' U:ndersecretaiy U Massac-husetts - Department of Public.Safety-. . ' Board of Building Regulations and Standards I' Construction Supervisor Spcci ilty ° License: CSSL 105951 PATRICK C1,I1F0)2D 1 12.BALDWIN ROAD Dennis MA 0263$: I c Expiration j 06/02/2016 Commissioner MY e License or registration valid:for individul use'only before the expiration date. If found return to: .. _ ..r r Office of`Consumer'Affairs and Business Regulation $ , ; 10 Park Plaza=Suite 5110 Boston,MA 02116 1 o i f 1V t valid wi' out signature f it - .f [ ] [R185 059 . ] LOC] OB16 SOUTH MAIN STREET CTY] 10 TDS] 300 CO KEY] 106502 ----MAILING ADDRESS------- PCA11041 PCS100 YR100 PARENT] 0 REYNOLDS, SUSAN K MAP] AREA135AA JV] MTG12010 832 SO COUNTY RD SPl] SP21 SP31 UT11 UT21 . 33 SQ FT] 1683 CENTERVILLE MA 02632 ' AYB] 1975 EYB] 1975 OBS] CONST] . 0000 LAND 60300 IMP 117400 OTHER ----LEGAL DESCRIPTION---- TRUE MKT 177700 REA CLASSIFIED #LAND 1 60, 300 ASD LND 60300 ASD IMP 117400 ASD OTH #BLDG(S) -CARD-1 1 117, 400 DESCRIPTION TAX YR CURRENT EXEMPT TAXABLE #PL 816 SO COUNTY RD TAX EXEMPT #DL LOT 32 RESIDENT'L . 177700 177700 177700 #S1 03/80 21 $00050000 I OPEN SPACE #RR 1507 0020 COMMERCIAL INDUSTRIAL EXEMPTIONS SALE] 00/00 PRICE] ORB] C81190 AFD] LAST ACTIVITY] 00/00/00 PCR] Y `N r R185 059 . A P P R A I S A L D A T A KEY 106502 REYNOLDS, SUSAN K LAND BLD/FEATURES BUILDINGS NUMBER ZN/FL=RD- 1 60, 300 117, 400 1 A-COST 177, 700 B-MKT 128, 400 BY 00/ BY /00 C-INCOME PCA=1041 PCS=00 SIZE= 1683 JUST-VAL 177, 700 LEV=300 CONST-C 0 ----COMPARISON TO CONTROL AREA 35AA ----------------------------- NEIGHBORHOOD 35AA OSTERVILLE PARCEL CONTROL AREA TREND STANDARD 101 10 LAND-TYPE 603001 LAND-MEAN +0% 1777001 129010 IMPROVED-MEAN -90 250-. ] FRONT-FT ] 100 DEPTH/ACRES TABLE 02 1000-.] LOCATION-ADJ APPLY-VAL-STAT 1 LNR] LAND LFT/IMP]ADJS/SB/FEAT STR] STRUCTURE ARR]AREA-MEASUREMENTS NOR] NOTES COM] MARKET INC] INCOME PMR] PERMITS GRR] GRAPHIC FUNCTION- [ ] STRUCTURE-CARD NO- [0 0 0] DATA- [ ] XMT [?] _ . 1 R185 059 . P E R •M I T [PMT] ACTION [R] CARD [000] KEY 106502 000000001 PERMIT-NO MO YR TYPE VALUE CK-BY MO YR oCMP NEW/DEMO COMMENT 00 i �o LOT 33 i i i �tK PARKING EASEMENT 32 T 1 TOP OF 0111111 ,� p0 EXISTING _ FOUNDATION = 14.1 ' / PARKING EASEMENT T 0,6 ..� � —LOT- 32 / / J� 14,251 ±SF 0.3±AC LOT '31 a \ TO SOUTH MAIN STREET s . AS IE lU"ML7 FOUNDATION IDEAN DCE #18-365 PREPARED EXCLUSIVELY FOR THE, PURPOSE OF OBTAINING A BUILDING PERMIT, NOT FOR ANY OTHER USE LOCATION 816 SOUTH MAIN STREET PREPARED FOR: - CPNTPRVHlLLP, 1VgASs. CUIlBUS & MI®NKA SCALE : 1 " = 20' DATE : JULY 31 , 2020 ST NSON REFERENCE ASSESS. MAP 185 ]PCIL. 59 I HEREBY CERTIFY THAT THE STRUCTURE DANIEL SHOWN ON THIS PLAN IS LOCATED ON THE 0 A. GROUND AS SHOWN HEREON. OJALA N No. 40980 As T tmc M WO-3i guo �OF S S 0a Q SURV down cope engineering, in c. Cl W ENGINEERS LAND SURVEYORS 939 Moln Street — YARMOUTHPORT, MASS. DATE REG. LAND SURVEYOR a� a �c)m� ��O�Zz Dv ,� 0 xiLO oonb rd ft.` v)�o� 'oc o -+maw �� ��� rz � ° o - }� -To' � moo 6101, r �yd ZOjmDD Zzb -r1t�/am Dinrn� oo4�N�+ rn0 U -e �mc= cn: u0 ran r � ML a.. aa�oo�cc 15 ZTo0 ril �. -0�a ZRybz C„k - - d� v4 G CO D M v-D+ : I F -:---- ----- ------- - -- -- ------- -------- ----- I w rrI z - c`> fir cn I �n f '0 I a3i I I D I i pzj o ; C zl � i I I wm CA I I I �QI I I r-Q I cF I C5 I m � d ' I - -i O I O D m m I E D m _ I Iz� tli i I I Cc o cn o . .� 7) c ro I p I I n a (fi ((D l• rn I i _ X P. D 3 t 3' V1 I fA � '�' �C w O I I I I oco I w ' o I o Ct D mCj i V M ' D ' L ----- -- --- ---J O d z �► .c� t 5, to Pg1 t 3'-9" 141 m PAGE: GATE: DRAWN BY: STATUS: BUILDER CUSTOMER�J�—CBS 2 STORY HOME IEK BUILDERS-AFFORDAB STEVENSONS'C 10/22/2018 BLF CONFO FOUNDATION PLAN` CITY COUNTY STATE CENETERVILLE 3ARNSTABLE MA PROFESSIONAL 72 EAST MARKET STREET NND SPEED SNOW LOAD SO.FT. MIDDLMRG,PA. 17642 144 MPH VULT 30 198d p Bun.DiNG PHONE: (570)637-1424 e S SYSTEMS,INC. FAX: (570) 637-6133 ORDER NO. SERIAL NO. FILE N0. 826 44 P82654(750) z o o Q 00 w Q > N o w 36'-0" c~n 0 w - — —————————— — ——— —— �i J o O - - - - -- -- � o0 O a Cn I I — 3 I O Ln Of z N I Q Ln I Q , m Z c I I I i z 00 cn 0 FOUNDATION VENT REQUIRED: 6.6 SQ. FT. NET FREE AREA i o U 4 ACCESS TO CRAWLSPACE ON—SITE BY OTHERS PER R408.4 i m > z I I Y I � � N 0� W I— � z o w w Ln Zco I I w W N I I I I 00 I I I WNN 5'-10" 5'-10" 6'-4" 5'-0" 8'-5" 4'-7" z M I I I I I I I I I �O —J 0- �W�o u a'm N I -- -- H -I -- �- / I-}-- - -- - -- -I- -- f- -- -- �—+--- 1-- -�- SPACING BASED FROM EDGE I Z o o ix I L---J L—_ —J L---J L--- J OF PIER TO EDGE OF PIER L ---i N � m COLUMN REQUIRED COLUMN REQUIRED 16"xl6" BLOCK PIER I I HOLD DIMENSION HOLD DIMENSION FOR CRAWL SPACE cn m Q 30°00" CONCRETE FOOTER o z I I I I Ci z � z � I I w LL OJ N � 0 00 LL ® y I I N `� I I cn o a Q o � I I I I I 8" MINIMUM CONCRETE WALLS I r L--------------------------------------- — ————————— - m Q m � L------ --------- ----- - -- ---- -- --- ---------- - ------ - - ) FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY. PROFESSIONAL BUILDING SYSTEMS WILL NOT ACCEPT ANY -0 LIABILITY rn LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS. w 0 0 FOUNDATION DRAWINGS ARE PRELIMINARYAND ARE NOT FOR Q N CONSTRUCTION. COLUMN SPACING AND LOADINGS ARE SUBJECT TO CHANGE UPON COMPLETION OF APPROVED DRAWINGS AND M I K E C 2/15/2 019 11 : 30: 41 Am o OR STRUCTURAL CALCULATIONS. NOTES: 1. PERIMETER RAIL ATTACHED TO SILL WITH 16d. NAILS AT 6" O.C. 5. MAX. ANCHOR BOLT SPACING: 6'-0" O.C. - 2. PIER FOOTINGS BASED UPON 2000 PSF. ALLOWABLE SOIL BEARING PRESSURE (4'-0" O.C. MAX. IN AREAS WHERE WIND VELOCITY IS © OR EXCEEDS 100 MPH VASD/130 VOLT) w 3. CONCRETE COMPRESSIVE STRENGTH: 3000 PSI 6. WINDOWS OR VENTS (INSTALLED BY BLDR / ARE REO'D. TO PROVIDE 1 150 OF FLOOR AREA AS FREE VENTILATION Q 5 4. M 0R S TYPE MORTAR TO BE USED AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE. °- T1 n -Ti C7 F- m r- m O F- O 8-0 8'-0" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D H O C D Y�y r !�'d O C m r1 F D < D 0. f P�m - - - - - -I F-m - - - - D 1 - - - - - - - - - - - - zLu - - - - - - - - - - - - D C� n � O O �J D m O z I m m W O - - - - - - - - - - - - - cn m C� 23'-7 1/8" N 28'-1 3/16" IN O_ c9 O C) n Tl TI m P F— F— F— F— D O z O z PAGE: DATE: DRAWN BY: STATUS: 2 HJ C—CBS 2 STORY BUILDER CUSTOMER 10/22/2018 BLF CONFO FRONT ELEVATION HOMETEK BUILDERS-AFFORDAB STEVENSON CITY 02/11 2019 MDC FINAL COUNTY STATE CENETERVILLE BARNSTABLE MA o ® PROFESSIONAL 72 EAST MARKET STREET WIND SPEED SNOW LOAD SO. FT. BUILDING MIDDLEBURG, PA. 17842 140 MPH VULT 30 1980 p PHONE: (570) 837-1424 g $ FAX: (570) 837-6133 ORDER NO. I SERIAL NO. FILE NO. gnu o SYSTEMS,INC. 82654 P82654(750) *WINDOW/DOOR LOCATIONS MAY NEED TO BE ADJUSTED DUE TO SHEARWALL CALCULATIONS* z co oe CEILING L FASTENED* > ¢ 4 -' 5/8 CEI G (GYP MECHANICALLY > w 17'-0" 27'-3" cn *KITCHEN CABINETS PER BUILDER'S REQUEST* 3" RADON VENT 2" FUTURE VENT 310-EXT 3052� 3052 3052 � m a QLn o. ®� in v~i Z ���� W2436 W3636 W3018 W2436 W2436 20'-10 1/2" O Q N ------------- STANDARD HDR HT �Q 2'-e tµ' o - > m d c0 BD24 4D B24 B24 B24 Q 8 SILVERLINE 0P� F-'l o 9Z C2-34211 i b F-3 4" \JF I Of n J P CUSTOM B 13-7 3' DRAIN & w 1� %` 2-3/4" SUPP. J > 8 COLONIAL TRIM i PG O E il-E KITCHEN FROM 2nd STORY C�9 D J = oz __-- -- ___ OMIT C-TOP, SINK, 'd DINING ROOM ¢V m > : "-- - TOP OF m __. AND FAUCET Y w ,j,;_ . _ m = � _ Room Sq Ft: 276.32 W_._ ..._.._ :. - C-TOP ! ! RAISE CAB. 3 4' W N / Li ht Re 22.11 F— ® FOR ON—SITE FLOORING g q' Lv ~ Light Provided: 76.41 z o Vent Req: 11.05 0 w �w Z Ln DWS m':i B42 824 BD21-4D Vent Provided: 97.9 = U c0 w � N 00 W Z 0 n L m m¢Q x Q_j F -- ----- BUILDER WILL BE RESPONSIBLE m w TO PROVIDE APPLIANCE SPECS Ch m N TO ENSURE PROPER CLEARANCE j z w N N FOR DOORS TOOPPERATE r ------- ------ -- —— — � a �� �n, a a 3 ' RAISE PEDESTAL SINK rN �0 3 4" FOR ON-SITE FLOORING `'O_ LOUV / NO COMP. 0 ° o cnaw�r cRowH o¢ r 31® STRIP f `0 216 OMIT 3'-11" SECT ~ �� O wAT.T. ^ CLG & WALL GYP �, Q w CABS � 6'_5" STD TRIM 4'-10" 6' S„ STD TRIM 11'-10 1/4" x N a � o OMIT GLG GIP THIS AREA [__I 3'-0" e � Io MECH ROOMN CLODBATH #3 STORAGE ————— ——-- --- --------- J c+� 00 210 210 N �, x N O 216 1 O z sc POCKET 0 H 2'-0" 4-6 1/2 cf) a 00 N BASE toss pQ N LIVING ROOM n 4- ® .� O C4 g Room Sq Ft: 161.02 n a m z U Light Req: 12.88 C� �. Light Provided: 58.46 a c DEN C Vent Req: 6.44 C i Room Sq Ft: 124.46 Vent Provided: 71.5 CV Light Req: 9.96 FOYER Q0 Light Provided: 35.2 PFS STATE —Y DRAIN & CODES: I cn Vent Req: 4.98 LA L 2-3/4" SUPP. o f MA SINGLE & TWO FAMILY DWELLING CODE (780 CMR)-9TH EDITION L 11o' Vent Provided: 18.5 S/L FROM 2nd STORY a MA FUEL/GAS/PLUMBING CODE T 0 z 2015 INTERNATIONAL MECHANICAL CODE W/AMENDMENTS rP E"—� 9c�L c~/a 2015 INTERNATIONAL ENERGY CONSERVATION CODE W/ AMENDMENTS a' ` SO _ - 2017 NATIONAL ELECTRICAL CODE W/ MA AMENDMENTS n P.E. o SOLAR READY ZONE PER AU103 14'-0" �� ;.,, 20-7 1/2 r -MECHANICAL VENTILATION ON-SITE BY BUILDER PER TABLE m M1507.3.3(1). DUCT TIGHTNESS AND BLOWER DOOR TESTING ON-SITE BY BUILDER ¢ m 0 AND CERTIFIED BY STATE 3052 3052 3/0mEXT 3052 FLOOR PLANS EQUAL TO OR LESS THAN 2,000 SQ. FT. HAVE 3®52 LITTLE MARGIN FOR ERROR; THEREFORE, FINISHING THE 2ND 4'-0' 10'-0" 18-0" 26 -0 *TEMPERED* 32'-0' 36'-0" FLOORS, CONDITIONING THE BASEMENTS OR CRAWL SPACES MAY BE REQUIRED TO MEET LOCAL ENERGY CODE. PBS/CBS 00 RECOMMENDS UTILIZING A HERS RATER AS PART OF YOUR w 0 0 PLANNING PROCESS. ENERGY MODELING AND CONSULTATION PRIOR F N a TO FINAL EQUIPMENT CHOICES AND FOUNDATION INSTALLATION Q N CAN HELP AVOID CODE COMPLIANCE ISSUES AT THE END OF THE BUILD PROCESS. PBS/CBS OFFERS A 3RD PARTY SERVICE FOR MIKEC 2/15/2019 11 : 30: 41 AM o 0 YOUR CONVENIENCE OR YOU MAY UTILIZE YOUR OWN HERS RATER. NOTES: 1. *-DENOTES ADDITIONAL COLUMN IN BASEMENT 5. 8'-0"CLG. 9. BUILDER IS RESPONSIBLE FOR PROVIDING A PROPERLY 2. 2X6 EXTERIOR WALLS 16"O.C. 6. STAIRS TO BE 81/4"RISERS AND 9"TREADS. SIZED HEATING SYSTEM TO COVER A BTU LOSS OF 46800 3. 2X4 MARRIAGE WALLS 16"O.C. 7. MW CLG BEAM OVER LIVING ROOM/DINING ROOM: (2)2x10 SYP#2(PER UNIT)(STACKED) 10. a3A 4. ROOF RAFTERS 16"O.C. 8..HEAT LOSS WAS CALCULATED IN ACCORDANCE W/RESCHECK INSULATION VALUES 11• o s I I -- r--------- -- I I I I I � I - CD L — o o O I ;;u o I I N I � I I N I I I S S S3 II 1 \►� iL————— �-----------,--- J.B IN CEILINGQ FOR RADON PUMP \� i � �I • 2x6 00 I I; - Z on O D I � I ;. D I L__ . L-- ———————————————— 0 D �A I < D _ I -I nm TO 1ST FLR S3 0 L O S ITp 56cI mrI I eN a 0o o I o D rm I Ir = I I N co - I � 0 m I I r — � NJ I I---------------- — \ J _cn N O C� O D PAGE: DATE: DRAWN BY: STATUS: 2 8 3 6-CBS 2 STORY BUILDER CUSTOMER 10/22/2018 BLF CONFo 2nd STORY ELECT PLAN HOMETEK BUILDERS-AFFORDAB STEVENSON . 02 11/2019 MDC FINAL CITY COUNTY STATE CEN ® ® WINDSPEED ETERVILLE BAR NDwABDE so. FT. PROFESSIONAL 72 EAST MARKET STREET w s ` MIDDLEBURG, PA. 17842 140 MPH VULT 30 1980 BUILDING PHONE: (570) 837-1424 B S SYSTEMS,INC. FAX: (570) 837-6133 ORDER NO. SERIAL NO. FILE NO. PUNT@v P"02 82654 P82654(750) I L (2)2X10 UP Q o Z_ (2)2X10 �j Q .o W cv w WE ( SIMPSON HUG2F2 I I HANGER INTO,LEDGER I it I I I :o I I I I � H Q N i I i > %n NZ I I i l � I ' I i I I — Date: 3-3-19 I ( ( Revisions: I I 4-3-19 I 4-22-19 I I . AJg AK- Max ,} lfs„ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---- >f+s <: L I I � Ft�ME 5ONOTUBES scale.. 1 !4—1 -0 2O Y i !U Z O V/ RAIL MIN. 36" ABOVE DECK SURFACE lu Yd • VV to W. s 04 (2) LEDGERLOK PER 1 b" 4X4 PT POST BALUSTERS @ 4" MIN. OG GALY J015T HANGER @ EACH T L1.128 2/2X10 PERIMETER J015T5 3 2X105 @ lb 06 1'-0" KNEES g - 2 PLATES #4 NOTE: USE (b) L DGERLOKS ag (3 EACH 51DE OF HANGER) (3) 2X8 BEAM WHERE BE AM5 HANG ON LEDGER (LOCATION A ON PLAN) AGb GALY POST TO BM CONNECTOR HS HURRICANE CLIP 3) LEDGERLOK5 @ LOCATION B ON PLAN b X b PT P05T EACH J015T ABUbb GALY POST BASE _ 12" VIA SONOTUBE @ 48" - Date: BE LOW GRADE 5/8" X 10" J-BOLT a Revisions: v 4-3-19 lf a€ " ' ,� 1�ECK DETAIL scale 1 /2u 1- 1 -0a �;� F SPECIAL USE PROVISIONS, BUILDING SETBACKS AND ZONING REQUIREMENTS 10 STORY MODEL """'��•,, STATE OF : MASSACHUSETTS ARE THE RESPONSIBILITY OF THE LOCAL CONTRACTOR. - Z 00 0 CONDITIONS, LIMITATIONS: MASSACHUSETTS: 5-0° MINIMUM SETBACK.FOR .N Q Cn ZERO HOUR WALL. O1 \ ^/� / r� r HEATING SYSTEMS: PREFABRICATED FIREPLACES AND,FLUES, U.L. 1 vXL/\�'JJ ~ z CODES: LISTED AND MASSACHUSETTS APPROVED, ` LLJ INSTALLED ACCORDING TO MANUFACTURERS - Pr I -� I '� '` LdMASINGLE & TWO FAMILY DWELLING CODE (780 CMR)-9TH EDITION INSTRUCTIONS (OPTIONAL). FURNACES OR RO, ES- S1ONAL. Iw- N 248 CMR, THE MASSACHUSETTS STATE PLUMBING AND GAS CODE HEAT PUMPS TO BE INSTALLED ON-SITE J� �'1'``�`U`J, '' `' o CORPORATE OFFICE ACCORDING TO MASSACHUSETTS, AND/OR p J I �InI ��p' 201°5 INTERNATIONAL MECHANICAL CODE W/AMENDMENTS VENTING SYSTEMS: RAncE Gi+000S'AND BATH FANTO BE 72 EAST MARKET STREET ; J O W M < o 2015 INTERNATIONAL ENERGY CONSERVATION CODE W/ AMENDMENTS EXHAUSTED TO EXTERIOR. /. - 0] EXTERIOR ENVELOPE: SEE ATTACHED REScheck P.O.BOX 219 _ -� I Q Q 3 O ._.� f" o to THERMAL PERFORMANCE. SEE REScheck FOR INSULATION ^^ (n 2017 NATIONAL ELECTRICAL CODE W/ MA AMENDMENTS AMOUNTS. R-20 I.C.F IS kEQUIRED TO BE MIDDLEBURG, PA. 17842YS �S � v� z '� INSTALLED ER TO V LED ON-SITE BY THE BUILDER d_ SOLAR READY ZONE PER AU103 0 Q Of COMPLY WITH THE REScheck R-30 IS TO PHONE: (5701 837-1424 w � \ / w BE INSTALLED IN THE FLOOR PERIM. r Q] o CO SITE CONNECTIONS TO BE VERIFIED 8Y CONSTRUCTION SUPERVISOR 570 Q z N 83 -6133 �- I � J 00 N o 4 DRAWING INDEX (TOTAL SHEETS IN 3ET=74) ' SITE ADDRESS P.E. SEAL " o J JPAGE DESCRIPTION 816 SOUTH CEN ERVILLE, MIN STA 02632- f } �`<P�Zt10FMgss9C m > w ,ram . ' r� o� w � o � �, �fi ,w I DAVID T. u� - w 1 COVER SHEET S r„ w LH 2.1-2.4 ELEVATIONS - `,, " i � I FEENEY y o w o Ln r t.; No.54747 = U N Z, 3.1 FIRST STORY FLOOR PLAN MANUFACTURER INFORMATION ' ' 00 3.2 SECOND STORY FLOOR PLAN 9 Q 0 .::. 3.3 FIRST STORY BRACED WALL PLAN PROFESSIONAL BUILDING SYSTEMS Fss/ONALEN�'\ 72 E. MARKET ST. MIDDLEBURG, PA 17842 3.4 SECOND STORY BRACED WALL PLAN MA MANUFACTURER MC #: MC221 4.1 FIRST STORY ELECTRICAL EXPIRATION DATE: APRIL 30, 2019 ' 4.2 SECOND STORY ELECTRICAL 5 FOUNDATION BUILDING INFORMATION ' >- 6 CROSS SECTION(s) 4-22-19D.Feeney 1 W<2 7 RAFTER(s) ,� - V CONSTRUCTION TYPE: VB MW U o 8 CONNECTION a „ z N m v USE GROUP: ONE-FAMILY W a o X 9.1-9.21 TYPICAL PLUMBING THIRD PARY INFORMATION N w 10 DOOR AND WINDOW SCHEDULES ` ;. � ; <> RESCHECK DESIGN LIVE LOADS ' Un ' PFS CORPORATION z J RAFTER BEAM CALCS MA THIRD PARTY APPROVAL AGENCY: TPIA-02 U o WIND CALCS WALLS (MPH): 1 40 VULT P 4..` EXPIRATION DATE: APRIL 30, 2020 o z M ROOF (SNOW): 30 PSF , ` ~" o c FLOORS: s PFS STAMP a' 00 N� SLEEPING AREAS: 30 PSF 00 H KITCHEN, LIVING, ECT.: 40 PSF 1. IT IS MANDATORY FOR THE STATE STAMP N CORRIDOR: 30 PSF BUILDER TO COMPLETE THIS HOME IN m STAIRS: 40 PSF COMPLIANCE WITH THE BALCONIES: 40 PSF INTERNATIONAL BUILDING CODE OTHER: NA REQUIREMENTS ADDITIONAL SITE LABEL LOCATIONS: WORK MAY BE: PFS CORPORATION DATA PLATE PER DWELLING AS INDICATED ON PLANS. o. FLOOR INSULATION - CRAWL Approval Limited to Factory Built Portion Only THIRD PARTY EACH MODULE AS INDICATED ON PLANS. ROOF DESIGNED FOR SOLAR READY ZONES PER AU103. TRUSSES SPACE Barnstable Bldg.Dept: STATE LABELS EACH UNIT AS INDICATED ON PLANS. DESIGNED WITH 10 PSF DEAD LOAD FOR ADDITIONAL OVERFRAMING. ' b. FOUNDATION WALL State: Massachusetts INSULATION - BASEMENT ~ o a 0 Approved by: Signature: olcL�7lau�i Q 0 z a- c. PERIMETER INSULATION - 9 ` �- � � � FIRE ALARM SYSTEM: SMOKE/CO DETECTORS (P.E.) THE DRAWINGS IN THIS SUBSET SHOULD NOT BE SCALED FOR SLABS �`-���`�' Title: Staff Plan Reviewer a DIMENSIONAL REFERENCE. ALL DIMENSION LINES AND NOTES Permits Date: TO BE INSTALLED EVERY 1000 SQ. F.T. PER LEVEL d. INSULATION - PIPING 4/22/19 AND SHALL BE AC/DC TYPE PER SECTION R314.3. SUPERCEDE ANY SUCH REFERENCE. DISCRETE MODELS (PLANS -EXPOSED TO UNCONDITIONAL HEAT DETECTORS TO BE INSTALLED IN GARAGE PER HAVING THE SAME SPECIFIC ROOM ARRANGEMENT OR SPACES THE ABOVE MUST BE SECTION R314.8 2015 IRC / 780 CMR ARCHITECTURAL STYLE) SHALL BE PREPARED FROM THESE ACCOMPLISHED WITHIN STATE SCANNED m DRAWINGS WITHOUT MODIFICATION, ADDITION OR DELETION IN CODE REQUIREMENTS ANY MANNER. Z � U m 2. BUILDER RESPONSIBLE TO FILE � - 0 0 PBS WILL BE CONSIDERED AS A SUB-CONTRACTOR IN ALL m 0 BUILDING PROJECTS, SUPPLYING A BUILDING COMPONENT TO A THE REQUIRED CERTIFICATION FORMS MAR 0 3 2020 GENERAL CONTRACTOR OR BUILDER. ALL NOTES WITH ALL MECHANICAL HEATING SYSTEMS TO 8E DONE ON-SITE BY WITH THE LOCAL ELECTRIC UTILITY p REFERENCE TO "IN-FIELD", "ON-SITE" OR "BY BUILDER" ARE OTHERS ' PRIOR TO OBTAINING PERMANENT PERTAINING TO THE RESPONSIBILITIES OF THE GENERAL ELECTRIC SERVICE 48 HOUR NOTIFICATION IS REQUIRED PRIOR TO THE SET. THE CSL ON RECORD WILL RELAY CONTRACTOR. r FLOOR PLAN MAY BE FLIPPED AND OR MIRRORED , 3. PBS TO USE INTERNATIONAL THIS TO THE LOCAL BUILDING AUTHORITY. IF ANY CONNECTIONS HAVE BEEN CONCEALED PRIOR ENERGY COMPLIANCE CODE. SEE TO INSPECTION, THE BUILDING OFFICIAL MAY REQUEST HAVING THE REMOVAL OF ELEMENTS THAT c2 ° rn SUBMISSION SET FOR EXAMPLE. CONCEAL THE CONNECTIONS TO PROVIDE ACCESS. THIS WOULD NOT CONSTITUTE "DESTRUCTIVE w o THESE DRAWINGS ARE PROPERTY OF PROFESSIONAL BUILDING SYSTEMS, INC. AND EACH INDIVIDUAL MODEL DISASSEMBLY". ALL CONNECTIONS ON SITE MUST BE INSPECTED BY THE LOCAL AUTHORITY. Q N�� TO REQUIRE A, RESCHECK TO MEET o N SHALL NOT BE REPRODUCED AND OR COPIED WITHOUT AUTHORIZATION. THE I.R.C. REQUIREMENTS o o CHRISO 4/22/2019 9: 13: 54 AM w 1 a a OMIT SIDING INSTALL WIND BARRIER ONLY z o Q 00 OF MAS`S9 z �� cy > o �o DAVID' T. w PPS Corporation FEENEY ROOF AREA MEETS THE 600 SQ FT REQUIREMENT No. 54747 c Northeast Region PER SECTION AU103 SOLAR-READY ZONE. Ij J Q o APPROVED rn TRUSSES ARE DESIGNED WITH 10 PSF DEAD LOAD 9o,�FF�'sTEP`�G��``�Q mQ CO 3 o H Raup - 3 FOR ADDITIONAL- OVERFRAMING sSion�ALEN O 4/22/19 ��..- o z m z N Approval limited to � i � CO Factory Built Portion J ` 4-22-19D.Feeney o > J m J a ? W O 0 W wLn w V) o } o w N z 00 CEILING CEILING EILL...1L .1 1-1 • W��M LJ_ O Y d.�•.W) O 'IcHHH I— F- m?vo O (l 1 Q yQ Q[2 W DA 2 °O LL N W � a c J i Cn W c14 U o z 00 FLOOR � I o W W FLOOR co � rz a m Nrn N 00 L Q 3 CEILING CEILING - - _ N J O J > H ZZ Q S F-00 a a O Z U CO FLOOR FLOOR Q m 0 o Of 0 ATTIC VENTILATION O O O LOWER 50% @ EAVES 04 C4� REQ'D 1 A5_ SUPPLIED 2_22 o o UPPER 50% 3'-0' MIN ABOVE S REQ'D 1.65 SUPPLIED 2_16 (3 PCS� ACTUAL HOUSE MAY VARY FROM ELEVATION-ACCESS TO GRADE ON-SITE BY OTHERS CHRISO 4 22 2019 9: 13: 54 AM CS 1 2 , . a . 1 . OMIT SIDING (INSTALL WIND BARRIER-ONLY) z 0 �1N OF MqS o c 00 o��c�P s9CyG. > N o — DAVID T. mLU EY ROOF AREA MEETS THE 600 SQ FT REQUIREMENT CD o FEEN747 � o cn PER SECTION AU103 SOLAR-READY ZONE. Na 54747 cn chi J p O PPS Corporation TRUSSES ARE DESIGNED WITH J 0 PSF DEAD LOAD A�°,�Fso�ALE���```Q CO N o �' o Northeast Region FOR ADDITIONAL OVERFRAMING z N o � � APPROVED Q 00 z N CO H Raup — 3 �, o 4/22/19 4-22-19D.Feeney Io J Approval limited to - w o Factory Built Portion m J a Y > t t CD w - �j �w-- w U z 0 o w N z CO CEILING CEILING ' - ^ MM Lj LILI _=1 ar� z i,a�� d^M 00 �Y Om - HE V 1 < Q g Z v L� r N LL 0 LE LIEF] - J M (w// o Z W C7 In FLOOR Q N FLOOR c0 Lw 10, ^yW�1 � amv� `v y g CEILING CEILING ALI[ —ILL 6i AF1h J L` Q O Z Q � F, CL O-FIE JIE y. r FLOOR FLOOR Q m � o o 000 Q N O N� ACTUAL HOUSE MAY VARY FROM ELEVATION—ACCESS TO GRADE ON—SITE BY OTHERS CHRISO 4/22/2019 9: 13: 54 AM 0 2,2 . Q a IT SIDING WIND BARRIER ONLY OM ING z CD 0 Q 00 N of A448 z w rn O� �G w L g DAVID T. cA w o FEENEY - o cn No. 54747 LA w U J o O PFS Corporation A�09FG/STEP���``Q m ¢ o Northeast Region �FS910NAL E � 0 z APPROVED Q W H Raup - 3 zm z CN Q iz w00 4/22/19 J LL Approval limited to 12 4-22-19D.Feeney 0 Factory Built Portion 7 m __ a Y > w Li 0_' 0 m F' LLJ W z o OL�J z Ln U cc N 0 o w 00 CEILING CEILING cq W Co a M N W MY I��O z 2e C5'am a� 00 wc Q N > W U W o Z FLOOR FLOOR N Z J Uj W � W d in N 00dy CEILING CEILING Cn O \\ \\ Z a o Q o E: a cn a_ a m FLOOR FLOOR Q m n o o � mc, 00 N cV Q CV O Q t ACTUAL HOUSE MAY VARY FROM ELEVATION—ACCESS TO GRADE ON—SITE BY OTHERS CHRISO 4/22/2019 9: 13: 54 AM Lj 2.3 Q ' � a OMIT SIDING (INSTALL WIND BARRIER ONLY) z o 00 OF Mgss�C' ; < o DAVID T. o FEENEY o No.54747 "' � Li 00 PFS Corporation 9 a 00 0 Northeast Region 9��FSS�oST ENG � < z o of APPROVED o m QLn HRaup - 3 � � � Qo zN j w 00 4/22/19 u o Approval limited to 12 Factory Built Portion _ 4-22-19D.Feeney I _ J = Z m J d w LiJ O N I- H LJ Z o ` w U vaw z Ln Q0 o } o w N ' - - z 00 m u o CEILING CEILING C, • - IY co M z �.adaMo� O O Of Go /n F— M w O V/ Q Qg Z v Nw 0 aL! J u� W d. m o z U FLOOR W Z W FLOOR . 00 ay CEILING CEILING J ~ u- Q O Q Q z K a cn a r M FLOOR 00 1=1 ILL- All FLOOR Z J U Q mU O O O Q N O O ACTUAL HOUSE MAY VARY FROM ELEVATION—ACCESS TO GRADE ON,—SITE BY OTHERS CHRISO 4/22/2019 9:.13: 54 AM 24 - a a A z o _ o Q 00 > a 36'-0" *KITCHEN CABINETS PER BUILDER'S REQUEST* 3" RADON VENT HDR:3-2x H x 2" FUTURE VENT SPF#2 310-EXT 3052 sPF2 3052 3052 u J o 0 PFS Corporation m o '� 0 h fort east Region Of Z 9 � 1 y W2436 W3636 W3 1 Z v Pia � 0 8 i W2436 W2436 _ , APPROVED 20'-10" o BD24 4D 624^ 7 e tµ• 824 B24 N Q 0 N Q Z m z H Raup - 3 Pam"' z=====_:� I z w_ 00 4/22/19 o M F-314" U u J 13'-7" 3" DRAIN & `\J W w J 0 Approval limited to 2-3/4" SUPP. P� o o D 3 - FROM 2nd STORY Factory Built Portion KITCHEN _� Lw o r � OMIT C-TOP, SINK, DINING ROOM, N CO J 0 AND FAUCET > : M r----1 j Room Sq Ft: 276.32 11 RAISE CAB. 3/4" Light Req: 22.11 w 0 N N FOR ON-SITE FLOORING V I I --_1 I Light Provided: 76.41 , W Z `r --al i Vent Req: 11.05 W w d Ln rn (� N11 842 824 BD21-4D Vent Provided: 97.9 w O u �p I t 1' 4' 3„ - c�1 w z L-=== cD o ' o 000 Q F SLO V. ~ 3 0 a o 3 m W �N Of M4ss9 N w ------ BUILDER WILL BE RESPONSIBLE a) i v ii TO PROVIDE APPLIANCE SPECS M DAVID T. m N I I TO ENSURE PROPER CLEARANCE I o FEENEYcli w a g rn �, FOR DOORS TO OPPERATE __`r v No.54747 v' W n ¢a 3 RAISE PEDESTAL SINK �NO COMP. A ¢ p N n to ¢z _ Jj LOUV 2-2x4 FS 3/4" FOR ON-SITE FLOORING STRIP �Q� �G'/gTEP� ��' Y aGo n o¢ 310 STUD GRADE 2/6 I 2-2x6 FS FSSj ��G0 m OMIT 3'-11" SECT STUD GRADE ANAL o o CLG & WALL GYP N 6'—`J" TDq O STD TRIM 2-2x4 FS t6'-5" N STUD GRADE 11'-9 11/16" Lu / O o a 3'—Q" WMEG ROOM STORAGE ------ --- ------ ---BATH 216 0 �' 4-22-19D.Feeney o z co C POCKET u o w 2'-0" 4-6 1/2" 0 & s > BUILDER RESPONSIBLE FOR COMPLIANCE WITH o 00 SECTION R312.2 (WINDOW SILLS) OF THE 2015 Q to N LIVING ROOM 1 IRC (TO BE DONE ON-SITE IF APPLICABLE) �_ O N Room Sq Ft: 161.02 r' m BUILDER IS RESPONSIBLE TO z J Light Req: 12.88Ln LL! SUPPLY AND INSTALL GAS LINE Go DEN O Light Provided: 58.46 M a, N N Vent Req: 6.44 1 LOT LINE SET BACK FIRE-RATING/SEPARATION Room Sq Ft: 124.46 Vent Provided: 71.5 N NOT REQUIRED UNLESS SPECIFIED OTHERWISE rn Light Req: 9.96 FOYER NOTE: STRUCTURE DEPICTED AT THIS SITE Light Provided: 35.2 LPAFS STATE S' DRAIN & J Vent Req: 4.98 2-3/4" SUPP. 6i o ¢ ADDRESS TO BE DEMOLISHED BY BUILDER Vent Provided: 18.5 J > S/L FROM 2nd STORY a o AND REPLACED WITH THIS HOUSE P.E. 9CT Fa- oz z a -MECHANICAL VENTILATION ON-SITE B aj' SD C LF U) U a BUILDER PER N1103.6 n O oo M P.E. DUCT TIGHTNESS AND BLOWER DOOR 1 c� `-) TESTING ON-SITE BY BUILDER AND 14'-0" 20'-7" CERTIFIED BY STATE r m HEAT REQUIREMENT AND SYSTEM IS TO BE z t1 o m DESIGNED AND INSTALLED ON-SITE BY a n 0 o OTHERS. HEAT SYSTEM TO BE INSPECTED 3052 ~AND APPROVED BY LOCAL BUILDING 3052 3/0-EXT 3052 3052 o I INSPECTOR 4'-0' 10'-0" 18'-0" 26'-0" *TEMPERED* 32_0 CODES: HDR:3-2x6 HDR:3-2x6 HDR:3-2x HDR:3-2x6 HD x6 MA SINGLE & TWO FAMILY DWELLING CODE (780 CMR)-9TH EDITION SPF#2 SPF#2 SPF 2 SPF#2 SPF 2 a2 rn rn MA FUEL/GAS/PLUMBING CODE o a E 2015 INTERNATIONAL MECHANICAL CODE W/AMENDMENTS 0 N N Q N 2015 INTERNATIONAL ENERGY CONSERVATION CODE W/ AMENDMENTS p N 2017 NATIONAL ELECTRICAL CODE W/ MA AMENDMENTS o N v SOLAR READY ZONE PER AU103 C H R I S O 4/2 2/2 019 9: 13: 54 Am o NOTES: 1. DENOTES ADDITION AL CO LUMN IN BA SEMENT 5. 8- 0 CLG. 9. 2. 2X6 EXTERIOR WALLS 16"O.C. 6. STAIRS TO BE 8 1/4"RISERS AND 9"TREADS. ` 4. ROOF RAFTERS 16"O.C. 8. 5/8 CEILING GYP MECHANICALLY FASTENED* (PER-UNIT)(STACKED) 10. 3. 2X4 MARRIAGE WALLS 16'O.C. 7. MW CLG BEAM OVER LIVING ROOM/DINING ROOM: (2)2x10 SYP#2(P * " 11, a 3A z 0 m A W N " C) n C o any o � Y o < O � i� vrni q N C 0 � < X 0 Vi (D. 41 m rt r" y 3 0 O ON o, o • r C z z y 27'-6" m 13'-9" UNIT "C" 13'-9" UNIT "D" 9'-0" 3046 12'-11° 2'-0" 10'-6 1/2" Vl;o OO 01 C) CD 7 7 «r r 0 Co I 0 C G W vX 3 CO n�o a C:) 3 r �d 0 0 C" ° m " D mm o ° n W o m m z Gd L» T O m n w ^^ Crl �71 , D a a 0 a l I C) N j N j W N d C O o= 0) W JPw f� o C z. �.. O wA w L4 coo N = NI o � o m w cr IV .. tz Amy - x L. O rn N O d O �--� " Ox -- N m 41 � r m 216 oN 310 � o � p —. m Z z m z z 171 « 0 C17 N -'3 No 2x6 *br S z I I o� 5'-51/2" 2'-11 1/2" L p p • Z N vw o D p I p-0 h *iho Ol O m N ro to Ln ;m N;a D i N GI i D Z -7STD i1tIM j RE5636 f \ �oup010 I >� I �IV 216 v Cn W N 0' p m I LOUV LOUV v co n O RAILING BY I {p � I a w I ` c OTHERS I o > �'A o I k -N- --i RAISE CAB. 3/4' m I N D p i FOR ON-SITE FIL ORING .. x Dc�r ,p,m O Z 0 0 0 V830FH VB30FH O m 3'-6 I - 8'-9 1/2" 0 TD TRIM J 7 310 3'-4 3/4 4'-11" = I NNNI -o; N [� p Z �W rn I O I Ox Ipm ro rn RE5836S D NCD o it I mm O Qm w - BATH #2 U o S. I I . `- O I j <G�rZ7 NA XN PK I �.o�-TToo 17W cND 3 m 0 RAISE CAB. 3/4" O I p- 3 CD m l " FOR ON-SITE FLOOORIN I 0 A z N w �� C7 ro_vN N B30F II D�=VF � 41 I N" O r 5-1 1/4" F 0 w Im a(/) N01c-'o z O NN 0 D I NU 0 N I o � cn I I � 41 O z mOs N CA 8'-10 1/2" N - I- o 0 co O N 2846 2846 2846 ox C)m N ad MNjp� oN 8 6 CO a `U m ,� V � 'pia z-n 9`•� o cn z c 'm (D r m -4 D � <-i D F9 S113S� PAGE: DATE: DRAWN BY: sl S: L O J o—u n S 2 STORY BUILDER CUSTOMER 10/22/2018 BLF CONFO 2nd STORY FLOOR PLAN HOMETEK BUILDERS-AFFORDAB STEVENSON 02 11 2019 MDC FINAL CITY COUNTY STATE W 4/10/2019 COB APPROVAL CENTERVILLE BARNSTABLE MA PROFESSIONAL 72 EAST MARKET STREET WIND SPEED SNOW LOAD SO. FT. MIDDLN PHONE: (57 PA. 1-142 140 MPH VULT 30 1980 BUILDING PHONE: (570) 837-1424 B S SYSTEMS,INC. FAX: (570) 837-6133 ORDER NO. SERIAL NO. FILE NO. PL4Ni®llPIAYS 82654 P82654(750) I I N O Z m ' 36'-0" ' a� Q 0) o 1 Z c c c W L H c m m m m J J o W ¢ z aw 15-5°z z U K x K x cn O ti 0 0 0 0 0 y 1 e : z Wall Line 1-A w 1- Wall Line 1-A -' . o a x 1-1 ___ _._ 1_za Q O E o O L L t .0 Z ' r__-_-_� N Q N O Ln D 0 Z h t t t r w a0 0 Z W (n Ln n fn c u d O m a�i a�i avi m N _ ....\ I Q In n a n n m - - Il I II N N < 0] p CN J J J J O . z- ..: - r 1_L 7 W 00 0 M I U J a W O I r , (n U F— Ln la. cry io 10 ' Ld J o 0 0 0 Z �P�SN OF Mgss J = z Ej, ya 9c m a a U U aU r x r-==-� �0� .DAVID T. tiN w > X x X K o .� i I` �i * I ' p FEENEY w F w 41 v No..54747 cn w o Ln )i o9q� U WN a" -A - ° �FF`SS%ONAI EN6��� 00 � 3 0 -� .c ay Zm Zo Zo o a o rn rn rn _Q _ x� '�� x z .0 0 N I at0i iv C r N I 11 -t an2i�d anu"�d mum(nm mW N 'Oo rw ym I 'I LL L(S-J� m4-22-19D.Feeney 0Lu J m 1z 0 JJ O QC n (n d 0 0 LaPPed Sheathln9 Co L V CN L<Y �Co o n � V) N no O L ~ N Q f2 c cn WNN E U CV N ioO O O W O m vi ( - n 2 a2 L.io t J Q � - EO I W For Wall 1-2: Attach top o ; U m o Z 1 1! _ and bottom plates to rails w Z w w/(2) rows 0.131 N2.5" I PFs corporation > o W Q TIE-DOWN SCHEDULE nails spaced 4 in:oc a m co� o Northeast Region � Mark Tie-down/Force N I APPROVED000 " y H Raup-3 u� a m A ' I 4/22/19 APProverI limit ed to 27161bf Facto ryBuilt Portion Cn J Q 1 B I a o Q z Z CL 37281bf P.E. O ,� CL GO P.E. 1 2 N A . , •1 1 54211bf • m Z ,,_ um 1_za :—___ Q m00 Wall Line 1-B 1 s 1_B Wall Line 1-B o A N 96891bf - 2'-5" 2'-10" 4-9 1/2 4-9 1/2 2'-10" 2'-5" m . S �0 0, C J w o o er 36'-0" — �- N _ N Q N \ O A-2a, 123221bf CHRISO 4/22/2019 9: 13: 54 AM 33 Q WALL LINE SCHEDULE TIE-DOWN SCHEDULE Mark Sheathing Fastening Framing 2nd Story to 1st Story WALL LINE 7/16"Structural Sheathing, 16Ga Staples 2x6 SPF @ 16"oc Lapped Sheathing with 0.131x3"Nails at 6"oc Mark Tie-down/Force aA One Side,Blocked 6/12(edge/field) WAZLBLINE 7/16"Structural Sheathing, 16Ga Staples Lapped Sheathing with 0.131x3"Nails at 6"oc 2-A See Corner Stud Connection in Table One Side,Blocked 4/12(edge/field) 2x6 SPF @ 16'oc WALL LINE 7/16"Structural Sheathing, 16Ga Staples 2x6 SPF @ 16"oc Lapped Sheathing with 0.131x3"Nails at 4"oc 2-1 One Side,Blocked 4/12(edgeffield) WALL LINE 7/16"Structural Sheathing, 16Ga Staples 2x6 SPF @ 16"oc Lapped Sheathing with 0.131x3"Nails at 4"oc 2 B See Corner Stud Connection in Table 2-2 One Side,Blocked 3/12(edgelfield) - Lap Sheathing at the matelines of each endwall or provide an additional holddown each side of mateline (1) Simpson CS 16 with (13) 0.131 x2.5° Nails each end of each Strap FASTEN UNBLOCKED 7/16"ROOF DIAPHRAGM WITH 1.5"x 16Ga.STAPLES 6"oc EDGE,6"oc BOUNDARY,6"oc FIELD FASTEN UNBLOCKED 19/32"FLOOR DIAPHRAGM WITH 0.131X2.5"NAILS 6"oc EDGE,6"oc BOUNDARY,12"oc FIELD 2 1 or use equivalent strap for 16371bf OComer Stud Connection:In lieu of strap for the labeled wall line,attach sidewall to endwall with 0.1314"nails (2) Simpson CS 18 with (11) 0.131 x2.511 Nails each end, at s"o.c.for the full height of the wall. 2 2 or use equivalent strap for 2633lbf z a> o '° s9 sm � y _. W C 0 w9 om V I ei y �c W C rG •� ° 0 3 27'-6" 16'-11" LAP SHEATHING 7'-5" Wall Line 2-1 N N Wall Line 2-1 N I tr , e I N N 1 - - r 1 I - � 1 y I O rn o rn I m ' 1 1 1 W I N , N -0 rn • 2X6 •0 _ ' t 111 I rn_ 1 Cr 1 1 1 1 I I I I I O O I I L4 ff N U'I N � I 0 \ N 1 ' 1 O71 1 0 1 1 I- N _O N r„ N N N Wall Line 2-2 N N Wall Line 2-2 , 7w �, N13'-9" 4'-0" NN co�Mo�� (0 F v W I ��3 � �a zm0 o� on o c� P M > s cyl (U It 6 (D za -rni rr m <_ 0 1 CD Iv 1 � � (D r- m .aim ° 1 N D 63 I my (D 2�9�o v�� I D _ to � FR S113S�� PAGE: DATE: DRAWN BY: STATUS: 2836—CBS 2 STOR CUSTOMER 10/22/2018 BLF CONFO HOMETEK BUILDERS-AFFORDAB STEVENSON 02/11/2019 MDC FINAL 2nd STORY BRACED WALL P AN CITY COUNTY STATE W 4/10/2019 COB APPROVAL CENTERVILLE BARNSTABLE MA • PROFESSIONAL MI EAST MARKET STREET WIND SPEED SNOW LOAD S0. FT. PONE: (57 PA. 1-142 P BUILDING PHONE: (570) 837-1424 140 MPH VULT 30 1980 B S SYSTEMS,INC. FAX: (570) 837-6133 ORDER NO. SERIAL NO. FILE NO. P-1111 LWrk? 82654 P82654(750) z 0 _ 0 Q DO N z LEI a > o PFS Corporation • o Northeast Region 2 16 1 - wP APPROVED - X` I GFI 4 In m I- O Q H Raup - 3 -- - • S3S3S 1 0 z N � 4/22/19 cr cr • r — Of Lr GFI - F _ G G I O 1 XL 1 L`i m a Approval limited to I L ,-' i 1 I I I Q Z Z N 00 Factory Built Portion OMIT FIX. ONLY I I � g a I: I � J C 11 I > > G I KITCHEN 1 1 1 pJ1N�F Mgss i J = Z I1 DINING ROOM I ��w gcti 13 TGFi oho EEI EY w CD N ` I II 0-- ------;- --- I � No.54747 � z o - L -- -- -- --- - L------ I a Z Ln 6" LED CN 27' ----J ASF /STEP ��F. z 00 o LEFT SIDE 200 AMP SERVICE PANEL RIGHT SIDE GFI 1 i{ I 1 I Fss/ONALENG " 3 CIRCUIT BREAKER WRE WIRE BREAKER CIRCUIT G I 1 1 I 1 IDENTIF. DESCRIPTION SIZE SIZE SIZE SIZE DESCRIPTION IOENTIF. 1II� 7 AMP VOLT VOLT AMP I I I I 1 SMALL APPLIANCE AFI GFl 20A 110 12-2 12-2 110 20A SMALL APPLIANCE AFl GFl 2 ,..i I I I - 3 SMALL APPLIANCE An 20A 110 12-2 12-2 110 20A SMALL APPLIANCE AR 4 I II 5 GENERAL LIGHTING An 15A 110 14-2 14-2 110 15A GENERAL LIGHTING AR 6 3 I CT I 1 1 1 1 w 14-22-19D.Feeney W 7 GENERAL LIGHTING AF1 15A 110 14-2 14-2 110 15A GENERAL LIGHTING AR a _ GFI I I I \ I �.::::._:.__ � 9 BATH Gfl 20A 110 12-2 12-2 110 20A BATH Gt 10 II PULL 1 I I - ----- --------� '� X �� r,<�,� 11 BAIH (GFI) 20A 110 12-2 14-2 110 15A SMOKE DETECTORS12 it f---- WIRE I I 13 DISHWASHER AFlGI 20A 110 T 110 15A 14 L----- cL -� S3S4 LL-- - a c�on co 15 GEN NG 15A 110 110 20A RANGE Afl 16 1 5 M jLn n 17 WASHER AH GH 20A 110 220 30A DRYER 18 - " WP 1 ° a19 GENERAL LIGHTING An 15A 110 -BATH #3 c° -------- ----- ------ - FI 6 ``INSPARE 110 15A GENERAL LIGHTING AR 20 N �- I - N n M a L 70CFM —1 TRANSFORMER J SPARE SPARE I SPARE SPARE MECH ROOM I ELEC O L �— 1 - I u. LLJ PANEL or �J SPARE SPARE `-- 1 M>- z z SPARE SPARE __ ' SPARE SPARE 9 m 1 Q w Z w SPARE SPARE SPARE SPARE - \ LL r SOLAR READY ZONE SPARE ^ 1 (n m SOLAR READY ZONE SPARE I x 1 100 LIVING ROOM I N � � '� s 50# LIGHT BOXES N d m UTILITY, RANGE, DISHWASHER, AND LAUNDRY I GFI RECEPTACLES TO BE ON AFCI BREAKERS DEN ZI I FOYER (P.E.) TO BE INSTALLED EVERY 1000 SQ. F.T. L PER LEVEL AND SHALL BE AC/DC TYPE PER Q 1 cii SECTION R314.3. HEAT DETECTORS TO BE I " L M M—J I �— a o INSTALLED IN GARAGE PER SECTION R314.8 P.E. I IT " o E a ' 2015 IRC / 780 CMR SD `, U Q P.E. �3 ----- - J 1 L- -------------ALL BRANCH CIRCUITS SUPPLYING 15 AND —————-— - ——— — �o � F 20 AMPERE OUTLETS, AND SMOKE CONDUIT 1 I I xl � READY ZONE DETECTORS IN KITCHENS, LAUNDRY RMS, FOR SOLAR A 8 -- - m BEDROOMS, FAMILY ROOMS, DINING ROOMS, z u CO LIVING ROOMS, PARLORS, LIBRARIES, DENS, _ Q m 0 a SUNROOMS, RECREATION ROOMS, CLOSETS, CHIMES XL WP Q� GFI o HALLWAYS, OR SIMILAR ROOM OR AREAS 7 SHALL BE PROTECTED BY AN ARC—FAULT CIRCUIT INTERRUPTER IN ACCORDANCE WITH JBOX IN FUR FOR, 1ST AND 00 SECTION 210.12, 2017 NEC. J 2ND FUR CONNECTIONS FOR w 00 0 ~ ALL 125—VOLT, 15-20 AMPERE RECEPS. SMOKE AND CO DETECTORS INSTALLED IN AREAS SPECIFIED BY 210.52 SHALL BE LISTED TAMPER—RESISTANT TYPE. CHRISO 4/22/2019 9: 13: 54 AM • a 4 . 1 Z C � 0 0 `l E m Frl 2 o N O IIOD D D D D D D n D DN D C1 'C0 0 000 0 0 0 0 0 0 a N Z O m O O NNNNNNNNNN mm G N I I N N N I N N m 1••► �_ ~ O m S 0 0 0 0 0 0 0 0 0 0 O m ➢ D D ➢ D D D D D D 3 O LoL r 3 3 cii m 9 le �3 z Ln O ao m o�p -< o N Z �O O zaco t I I I o I CD—� o I m ` O I o w IA o r I I N CA r I v m n I I I • I S S 3 ' I L————— — ———— —————— 1 J.8 IN CEILING v m FOR RADON PUMP ml I i I 2x6 •• � I z c�c� I i ;° 00 I D 70 ���I - -- �J - ----- �JI 0- ———— —-— p D Z� � n G I N 3 �I(n TO 1ST FLR S3 — —4� I -- -- _ -- `+- --� - �c ~ m r rI I o I m . >Co OJ I . = I m o n m oZ o m L_ oHoZ o ' (.� m N ; - II n- p t N� O I o I m O I IL--------- ———————————— ' N N _O CD coM,yoN� crim< Zo cD �, m vmv Zed` .�'i a� PAGE: DATE: DRAWN BY: STATUS: 2 836—CBS 2 STORY BUILDER CUSTOMER 10/22/2018 ELF CONFo 2nd STORY EJECT PLAN HOMETEK BUILDERS—AFFORDAB STEVENSON . 1� 02 11 2019 MDC FINAL CITY COUNTY STATE 1r� 4/10/2019 COB APPROVAL WIND SPEED TERVILLE BARNSSNO ABLE so. FT. PROFESSIONAL MI EAST MARKET STREET N PHONE: (57 PA. 1-842 140 MPH VULT 30 1980 p BUILDING PHONE: (570) 837-1424 B S SYSTEMS,INC. FAX: (570) 837-6133 ORDER NO. SERIAL NO. FILE NO. FIAMMUPIANfk? 82654 P82654(750) - F ' z O o 00 Q 00 + Lzv a 4 Y \ Ci 36'-0" I— O ———-———— ——-———————— —————=—— CO o LATERAL CONNECTION SCHEDULE 1 1793 PLF 11 o N Z Ln MARK Sill to Foundation Connection ----------------------------------------- -------- ------- I r z .� I d , 1 0 WALL LINE CONNECTION ON-SITE FOR 65341bf(182pIf) I `" 1 2 Q m Z N 1-A 1 1 I zCo � 0 FOUNDATION VENT REQUIRED: 6.6 SO. FT. NET FREE AREA i Lu J WALL LINE CONNECTION ON-SITE FOR 65341bf(182plfi J > 1-B i ACCESS TO CRAWLSPACE ON-SITE BY OTHERS PER R408.4 i m J z WALL LINE CONNECTION ON-SITE FOR 111321bf(405plo I CONDITIONED CRAWLSPACE \ 1 i w CD w z w � � I I o L w z Ln WALL LINE CONNECTION ON-SITE FOR 111321bf(405p1f) I I 1 _ co 1-2 I 1 W 00 00 m u 3 0 � a I TIE-DOWN SCHEDULE I W Mark Tie-down/Force 1 1 5-10" 5'-10" 6'-4" 5'-0 _5" a'-7" I �N 1 v 7 2100 PLF 2100 PLF 1668 PLF 1668 PLF g n 756 PLF 756 PLF I Y ^M J % _oCo _1 _ 1- 1 1 1 1 1 I I I =Uvo 27161bfF--- - - - —f--- I- -7zIOPo s (n � / rp�q SPACING BASED FROM EDGE I N W c o X OF PIER TO EDGE OF PIER I z N x a I 1 L---J L---J L--.—J L---J L --J 1 <-2 N � C-4 = 1 COLUMN REQUIRED COLUMN REQUIRED 16"x16" BLOCK PIER 1-B 1 I HOLD DIMENSION HOLD DIMENSION FOR CRAWL SPACE I cj-) � 1 1780 POUNDS 8990 POUNDS J I Q 37281bf 1 30"x30" CONCRETE FOOTER 1 1 o z I 1 z z 1 j (_0 C) ii m N 1-1 I I PE .OR RA IS REQUIRED TO DESIGN I COC)N Q 5421 Ibf 1 . 1 N y I THE FOUNDATION PER THE LOADS .LISTED FOUNDATION .SHALL BE I I I 1 INSPECTED AND APPROVED BY THE � 1 A-2I j LOCAL BUILDING INSPECTOR N I 96891bf 1 1 I 1 1 i i i 0Zo 1 Cn ova A-2, 123221bf 1 a 1 1 1 1 I, -2 8" MINIMUM CONCRETE WALLS � } I L——————————————————— —— ——————————I —————— —— —— ——— ————— J 1 m 1 1 1793 PLF zS a u cn m :2U ----------- ----------------=------ ---=-------- -------------- Q 1-13 - — Of PFS Corporation Northeast Region APPROVED . ao rn rn FI Raup-3- o 0 0 4/22/I9 F cv N FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY. Q N o Approval limited toPROFESSIONAL BUILDING SYSTEMS WILL NOT ACCEPT ANY N LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS. Factory Built Portion C H R I S 0 4/2 2/2 019 9: 13: 5 4 AM o N 0 Gj O RIDGE VENT O Q 00 � W � ASPHAL COMPLYTW/IASTMSD225SORF ASTMLED D3462.IP SHA MFR.LTO FASTEN �cVP\�N OF MgSs�C� W N o W/ 6 FASTENERS TO COVER ALL WIND AND-HEIGHT REQUIREMENTS y DAVID T u� o m 15# FELT PAPER FEENEY J o O No:54747 OD t ? 7 O m J O 9 O 3 Q 12 7/16 RATED OSB ROOF SHEATHING �01- FG/STVS: �Q�' p z z0 Ln • \ Z v 7 � 7/12 RAFTER ROOF @ 16" D.C. FSS��NALE� o co d ICE SHIELD EXTENDING FROM THE EAVES EDGE TO A L, < Ln POINT AT LEAST 24" INSIDE Q z Z 00 THE EXTERIOR WALL LINE OF BUILDING I/�V I o J R-38 FIBERGLASS INSULATION W/VAPOR BARRIER (n � G J 2" AIR SPACE PROVIDED BY BAFFLES 4-22-19D.Feeney 0 > AT EVERY OTHER RAFTER J = z SPACE ALL RAFTER MODELS m J O_ a 2X6 SUB-FASCIA Y > w ALUMINUM FASCIA LLJ O VINYL VENTED SOFFIT w �L_Lj �} 3" COMPRESSION STRIP v Z o 5/8" GYPSUM CEILING SHEATHING O Ld aw z Ln DOUBLE 2x6 TOP PLATE (STUD GRADE) o = w N 2X4 DBL. TOP PLATE (STUD GRADE) z 00 R-21 FIBERGLASS INSULATION W/ VAPOR BARRIER m 3 0 1/2" GYPSUM WALL SHEATHING 2x6 STUDS @ 16" O.C. (STUD GRADE) THERMO-PLY STRUCTURAL SHEATHING OR 7/16" OSB WATER RESISTIVE BARRIER 2X4 STUDS @ 16" O.C. (STUD GRADE) w N N PFS Corporation 7/16" OSB EXTERIOR WALL SHEATHING 2X4 SINGLE BOTTOM PLATE (STUD GRADE) Northeast Region 2x6 SOLE PLATE STUD GRADE Z Y cx.r°M SINGLE LAYER 3/4" OSB FLOOR SHEATHING it o APPROVEDV/- HFIELD INSTALL SHEATHING STRIP TO BE FASTENED Raup - 3 2x10 SPF#2 @ 16" O.C. U W N W �2 4/22/19 2x1O PER BAND W/2X6 CLG JOISTS @ 16" O.C. (� R-30 FIBERGLASS INSULATION ATTACH TO PERIMETER Approval limited to m Factory Built Portion - 3" COMPRESSION STRIP cf) o z 5/8" GYPSUM CEILING SHEATHING U O CD z g DOUBLE 2x6 TOP PLATE (STUD GRADE) I LL 9 2X4 DBL. TOP PLATE (STUD GRADE) w > > R-21 FIBERGLASS INSULATION W/ VAPOR BARRIER (� U d m N 1/2" GYPSUM WALL SHEATHING 00 Q y 2x6 STUDS @ 16" O.C. (STUD GRADE) N THERMO-PLY STRUCTURAL SHEATHING OR 7/16" OSS m WATER RESISTIVE BARRIER 2X4 STUDS @ 16" O.C. (STUD GRADE) 7/16" OSB EXTERIOR WALL SHEATHING U 2X4 SINGLE BOTTOM.PLATE (STUD GRADE) < 2x6 SOLE PLATE STUD GRADE SINGLE LAYER 3/4" OSB FLOOR SHEATHING di FIELD INSTALL SHEATHING STRIP TO BE FASTENED 0 Q O m . _ Q 0 Z K TOP OF SILL PLATE 2X10 SPF#2 @ 16" O.C. FLR. JOIST CAULK IN-FIELD c) �` a 8" MIN. R-30 FLOOR PERIMETER INSULATION TO COMPLY WITH RESCH k' ' DBL. 2x10 SYP#2 PERIMETER BANDS (PER MODULE) AND INSTALLED ON-SITE BY BUILDER 2x2 LEDGER OR JOIST HANGER (MMLU28) m 2x6 TREATED SILL PLATE ON-SITE CMU } 1/2" CONCRETE EXTERIOR PARGING } m 1/2" DIA x 17" ANCHOR BOLTS PER SHEAR WALL CA S. CONDITIONED CRAWLSPACE COVER W/BITUMINOUS COATING m R-20 I.C.F. OPTIONAL BASEMENT WALL Z c� m ON-SITE BY OTHERS INSULATION WHERE PERMITTED. m o O —" FOUNDATION WALL BY BUILDER Q °o>o 0 ooeoo o doo ratio-ooa 000aoo p-o°°o�eopsp Oo°o ° -apeOoo Bo'p°0 0 oaoaeo'o a° 0' PLANS ENGINEERED FOR o 18" MIN DEPTH FOR CRAWL SPACE 4" GRAVEL BED °24" MIN DEPTH FOR AREAS REQUIRING 4 MIL. POLYETHELENE VAPOR BARRIER° THICKNESS "8" TO 12 „o° ACCESS TO MECHANICAL 12 CONCRETE FOOTING BY OTHERS < °o #4 REBAR CONTINUOUS 4" PERFORATED TI RAIN LE oD � r EQUIPMENT FOR SERVICING. ao rn rn FOOTING ON-SITE BY OTHERS \04 o 0 *FOUNDATION IS "TYPICAL".- ACTUAL FOUNDATION TO- BE DESIGNED BY SITE ENGINEER o N oa CHRISO 4/22/2019 9: 13: 54 AM r M CCD J 6 a a z o O Q cn 00 Of Mgssgcti > N o g� DAVID T. Gm o N o FEENEY' No.54747 C" m 00 0 ISTEe`�O���Q 2 N z Ln O SS�ONAI ENS' Lo Q U-) cj ¢ � m Z 00 N 0 J e L J W � PFS Corporation 4-22-19D.Feeney J = z Northeast Region m APPROVED w w o H Raup — 3 o w a z Ln 4/22/19 - w = c CN Z 00 Approval limited to m U 3 Factory Built Portion SHIPLOOSE (2) 3/4" x 5 1/2" STRIPS PACK RIDGE AS,NEEDED Y nn f�t0 2x6 SAF 2 O 2 M 2x2 a�o� Un 1, Q 15 2x6 SPF#2 N W 12 Cf')C) 7 m� o z w Z 1 F- w 0 �a r�Q c m 00 Of Q y am 00 \ N 26 SAF i o a n N : a x Q F N H cn 4'-0„ 4-0" 9-9 r 0 • o m a 2x8 SPF#2 - - 2x8 SPF#2 IM 13'-9° 13'-9" o0 0 27'-6" o 0 LVL FASTENING YMN 7/12 "27-6" +120/155 WIND 40# SNOW TOP LOADED BEAMS aw�A� o 00 a s V-o• z77 W w a ` ., 2-RY BEAY RY BEN/ kAPPR00 1-0.Y BEAM > N O B A w CI�. cn 'k— o E 0.1]i'v]NAlS �03 .I]I'v]'NNLS SCREWS w c�i J o O F G M o 12 H FASTENING REQUIREMENTS FOR MULTIPLE PLY LVL MEMBERS: Q cn a Ln CD I 2- AND 3-PLY MEMBERS: - NOTES: CDL N 12" OR LESS x 1.5" MEMBER BEAMS: -FOR 1.75" THICK MEMBERS, USE 0.131"x3.5" NAILS IN PLACE w Q Ln LATERAL BRACING REQUIRED FOR LVL 18" USE (2) ROWS OF 0.131"x3" NAILS @ 8" O.C. OF 0.131"x3" NAILS. w 00 Z (0 AND GREATER 14", 16" OR 18" x 1.5" MEMBER BEAMS: -THE FOLLOWING SCREWS ARE APPROVED FOR USE IN I z w 00 2X4 LATERAL BRACING PER USE (3) ROWS OF 0.131"x3" NAILS @ 8" O.C. CONNECTING MULTIPLE PLIES OF LVL: (n S LL RAFTER _ 20",22" OR 24" x 1.5" MEMBER BEAMS: -SIMPSON SDW WOOD SCREWS � 3-16d NAILS USE (4) ROWS OF 0.131"x3" NAILS @ 8" O.C. •-SIMPSON SIDS WOOD SCREWS o EACH END -USP INS WOOD SCREWS -FASTENMASTER TRUSSLOK WOOD SCREWS z J = Z 4-PLY MEMBERS: co J-IF THE FASTENER POINT PENETRATES A MINIMUM OF 75% OF W/SHEATHING 16" OR LESS x 1.5" MEMBER BEAMS: Y > w USE (2) ROWS OF APPROVED SCREWS @ 24" O.C. . THE 4TH PLY OF THE BEAM, THEY MAY BE APPLIED FROM ONE w W/O SHEATHING J SIDE OF THE BEAM; OTHERWISE, THE FASTENERS MUST BE CD 16" TO 24" x 1.5" MEMBER BEAMS: w APPLIED FROM BOTH SIDES AND STAGGERED. z i2 Z = USE (3) ROWS OF APPROVED SCREWS @ 24" O.C. x . -LOAD MUST BE APPLIED EVENLY TO ALL 4 PLIES; OTHERWISE, O U a z Ln ___ USE CONNECTIONS FOR SIDE LOADED MEMBERS. W = V CO -FASTENING SPACING IS FOR EACH ROW. STAGGER SPACING z o 0000 M K L BETWEEN ROWS OF FASTENERS. m 3 0 NOTE: NEW YORK STATE; SUBSTITUTE 20g. STRAPS FOR 26g. STRAPS LVL FASTENING §�E2 w" OONN SPACES C C SIDE LOADED BEAMS 2*WIN B A O 2-0.Y BEAM }RY BEAM 1-BLY BEAN W M OF AM14 - F o.1]1•.]'OR o.u1•.]•OR 1/2'ears �'`� `1G' a�j o m 0.162`35'NAILS 0.162'v7.5'NAILS Q �G OR N p DAVID T. R+ ') FEENEY -' Lt. z FASTENING REQUIREMENTS FOR MULTIPLE PLY LVL MEMBERS: v � N o=a � \ - No. 54747 (2) 1:5" MEMBER BEAMS: 'O 9 O A=2-16d NAILS C=2-8d NAILS E=2-16d NAILS -USE (3) ROWS OF 0.131"x3" NAILS @ 12" O.C. (575 PLF MAX. UNIFORM LOAD) ��.cF�G/STEe�����c. a 8=10d NAILS @ 19"O.C. ALT: C=1 1/2"X26 GA F=10d NAILS @ 19"O.C. -USE (3) ROWS OF 0.131"x3" NAILS @ 6" O.C. (1,150 PLF MAX. UNIFORM LOAD) SS�ONAIE� o z RIDGE STRAP W 2-10d (2) 1.75" MEMBER BEAMS: Z. w CD W NAILS EACH END -USE (3)-ROWS OF 0.162"x3.5" NAILS @ 12" O.C. (845 PLF MAX. UNIFORM LOAD) /lI�'V T co U o 5 > D-3-16 GA. STAPLES M-1—CS20 STRAP W� -USE (3) ROWS OF 0.162"x3.5" NAILS @ 6" O.C. (1,690 PLF MAX. UNIFORM LOAD) 8- m cNs (3) 1.5" MEMBER BEAMS: 7-10d NAILS EACH END -USE (3) ROWS Of 0.131"x3" NAILS @ 12" O.C. (431 PLF MAX. UNIFORM LOAD) H - OR -USE (3) ROWS OF 0.131"x3" NAILS@ 6" O.C. (863 PLF MAX. UNIFORM LOAD) 4-22-19D.Feeney a m H 10-16D THROUGH -USE (3) ROWS OF 0.131"x3" NAILS @ 4" O.C. (1,294 PLF MAX. UNIFORM LOAD) J-3-6d NAILS DECKING EACH SIDE (3) 1.75" MEMBER BEAMS: G=7-16d NAILS - -USE (3) ROWS OF 0.162"x3.5" NAILS @ 12" O.C. (635 PLF MAX. UNIFORM LOAD) H=2-16d NAILS K=12-16 GA. STAPLE -USE (3) ROWS OF 0.162"x3.5" NAILS @ 6" O.C. (11270 PLF MAX. UNIFORM LOAD) _ I=6-10d NAILS (26g. STRAP) L=16d NAIL 12" O.C.(ON—SITE) (4) 1.5" OR 1.75" MEMBER BEAMS: -USE (2) ROWS OF 1/2" BOLTS @ 12" O.C. (580 PLF MAX. UNIFORM LOAD) o J O 1/2" BOLT -USE (3) ROWS OF 1/2" BOLTS @ 12" O.C. (870 PLF MAX. UNIFORM LOAD) Z a o G O M Q oL` CL a NOTES: 0.1]I•v]'NAILS(1.5-MEMBERS) Q -VALUES APPLY TO COMMON A307 BOLTS. BOLT HOLES MUST BE THE SAME 0.ur.x5•NAILS(1.75 MEMBERS) DIAMETER'AS THE THE BOLTS. WASHERS MUST BE USED UNDER THE BOLT • O HEADS AND NUTS. 6. } -THE SPECIFIED NAILING APPLIES TO BOTH SIDES OF A 3-PLY BEAM. m -7" WIDE BEAMS MAY NOT BE LOADED FROM ONE SIDE ONLY. THEY MUST BE • O = _ _ _ LOADED FROM BOTH SIDES AND/OR TOP LOADED. 3 J o 0 _ -LOAD DURATION FACTORS MAY BE APPLIED TO THE LOADS LISTED ABOVE. BUILT ST COLUMN Q m c� FASTENING tY 0 M PFS Corporation O © (BEAM STICKS UP IN ATTIC) K Northeast Region 00 0) APPROVED 0 0 ED *EXTERIOR AND MATE—WALL UPLIFT CONNECTION: (3) 16d NAILS TOENAILED THRU. B.C. INTO BAND PLUS HRa p-3 a N 4/22/19 \o (2) 16d NAILS THRU SHEATHING INTO BAND AND STUD. Approval limited to CHRISO 4/22/2019 9: 13: 54 AM o OR 1 1 2"x26 GA.STRAP W 3-10d NAILS EACH END BAND AND STUD Factory Built Portion - a DWV NOTES' O 1. ALL WASTE AND VENT LINES IN MODULE ARE PVC PIPE. 11.DISHWASHERS CANNOT DISCHARGE INTO GARBAGE DISPOSALS. O Q 00 2. PITCH ON HORIZONTAL WASTE LINES IS 1/8" PER FOOT FOR LARGER THEN 3-DIA. PIPE, 12.TRAPS SHALL BE PLACED AS CLOSE AS POSSIBLE TO FIXTURE OUTLET. MAXIMUM z F 4 AND 1/4' PER FOOT FOR PIPES 3" DIA. AND SMALLER LENGTH FROM FIXTURE OUTLET TO TRAP WEIR IS 24' W a 3. WASTE LINES: INSTALL WYE W/CLEANOUT PRIOR TO EXITING WALL FOR CONNECTION 13.INACCESSIBLE TRAPS SHALL NOT HAVE UNIONS, CLEANOUTS OR SLIPJOINTS. ACCESSIBLE W TO 3" VENT TEE1111 TEE TEE TEE TEE 1/4 BEND TO DISPOSAL SYSTEM. TRAPS SHALL BE REMOVABLE WITH UNION IN TRAP SEAL OR HAVE CLEANOUT OPENING w I- THRU ROOF SAME SIZE AS TRAP. o � 4. PVC-DWV PIPE SUPPORTS; AT BRANCHES, CHANGES IN DIRECTION AND AT THE BASE, 0 TEE ----_—_—_ _—_—_ _—_—_—_-- _—_-- ----- ------_-- EACH FLOOR AND MID STORY(VERTICAL) MAXIMUM EVERY 3'-0" AT THE END OF 14.ALL HORIZONTAL VENT BRANCH PIPING SHALL BE LOCATED A MINIMUM OF 6" ABOVE U J o O BRANCHES, AND CHANGE OF DIRECTION OR ELEVATION. THE FLOOD LEVEL OF THE HIGHEST FIXTURE IN THAT BRANCH. i 4" MINIMUM MAIN WASTE TO SEPTIC (BY BUILDER). m o M 15.MAXIMUM DISTANCE OF FIXTURE TRAP WEIR TO VENT SHALL BE: m Q 5. PLASTIC PIPE SHALL PENETRATE FIRE RATED ASSEMBLIES INCLUDING FLOOR/COUNG. 1 1/2" PIPE = 6'-0"; 2" PIPE= 8'-0"; 3' PIPE = 12'-0" Q I- 3 Ln SAN-TEE PIPING SHALL BE FlRESTOPPED ACCORDING TO THE UL THROUGH PENETRATION FlRESTOP z WASHER (DOUBLE SAN-TEE SYSTEMS F-C-2135 FOR 3' OR LARGER OR F-C-2137 FOR 2" OR SMALLER 16.PLASTIC PIPING SHALL BE PROTECTED WITH 16 GAUGE STEEL PLATE WHEN PIPE Of z WITH BACK-TO- KITCHEN SINK PASSES THRU WOOD MEMBERS LESS THAN 1 1/4 INCHES FROM EDGE OF MEMBER. Q 0' BOX I BACK FIXTURES ( I I SAN-TEE 17.DWV PIPE IS SIZED ACCORDING TO FIXTURE LOAD. LWi 07 o CD LAVATORY > > EXCEPT WATER I 6. EACH DWELLING UNIT SHALL HAVE ONE MAIN 3 INCH MIN. STACK FROM BUILDING DRAIN Q z CV (FIXTURE INSTAL- I SAN TE I z x I CLOSETS) I I CONTINUOU TO ABOVE ROOF. 18.NOTE BACK TO BACK HORIZONTAL TO VERTICAL FITTING TO BE LONG TURN (DIRECTIONAL) I J 00 CATION ON VENT I g > WASTE FITTING. � 0 STACK) I I LAVATORY I LAVATORY I I TAIL PIECE FOR P-TRAP 7. ALL TRAP ARMS MUST BE SUPPORTED WITH 3/4"MINIMUM BEARING. 19.FIRST FLOOR FIXTURES SHALL CONNECT INTO HORIZONTAL BUILDING DRAIN MORE THAN J (BACK-TO-BACK OVER FLOW AND WAS 8. ALL PLASTIC PIPE MUST BE SUPPORTED AT INTERVALS OF NOT MORE THAN 4'-0" 10 PIPE DIAMETERS DOWNSTREAM OF STACK BASE&NOT CONNECT INTO SECOND FLOOR Q WET VENT THRU I INSTALLATION I I ' HORIZONTALLY INSTALLED PLASTIC PIPE UNDER 2' SHALL BE SUPPORTED AT 3'-0' DRAIN STACK. _J > ONE D.F.U. ONLY W d P-TRAP TUB/SHOWER ' INTERVALS. VERTICAL PIPE SHALL BE SUPPORTED AT 4'-0'. 20.POTABLE WATER SYSTEM SHALL BE DISINFECTED BY ON-SITE BUILDER FOR PER O J = z WATER I STAND PIP I P-�� I I OR WHIRLPOOL I 9. BASEMENT MODELS SHALL BE PROVIDED IN FACTORY WITH A 2 INCH VENT TO BASEMENT SECTION 10.14 0] J C1 P-TRAP CLOSET SHOWER I P-TRA OPTION STUBBED BELOW FIRST FLOOR, THEN CAPPED &LABELED. Y > = --- -nT ---------- --- ------- -------JJ ---- 21.3 RADON VENT PROVIDED CAPPED AND LABELED AS RADON ONLY. IF REQUIRED TO BE USED W O FINISH -- MUST BE VENT INDEPENDENTLY OF DWV VENTING SYSTEM. I- �10.HORIZONTAL TO HORIZONTAL& VERTICAL TO HORIZONTAL DRAIN CHANGES IN DIRECTION WFLOOR SAN-TEE z oSHALL BE 45 DEGREE WYES, LONG SWEEP ELBOWS, LONG SWEEP TYS, 6TH., LO LONG TURN 1/4 BEND 1/4 BEND SAN-TEE1/4 BEND BTH. OR 16TH BENDS, APPROVED COMBINA710NS OF THESE OR EQUIVALENT LONG SHEEP O U z TEE WYE LONG SWEEP P-TRAP LONG SWEEP P-TRAP LONG-SWEE FITTINGS. SHORT SWEEPS PERMITTED IN SINGLE BRANCH HORIZONTAL TO VERTICAL o = w CV CAPPED FORCHANGES IN DIRECTION &ON 3;INCH OR LARGER. z o00 FUTURE USE m � 3 0 1/4 BEND LONG TURN WYE WITH LONG TURN DOUBLE 1/4 BEND SEE NOTE 10 I 1/8 BEND TEE WYE I VENT EXTENSION LONG BEND N OF tlggss9Cy w N N LONG TUN PFS Corporation m M PIPE INCREASER � p DAVID T. REDUCER (OCCURS s m 4 MIN 12' BELOW Northeast Region o FEENEY __A El� J a Iv 0,,.,M HORIZONTAL TO VERTICAL AND VERTICAL TO HORIZONTAL CONNECTIONS ROOF; 24" RI) NO.54747 "' O Q a a (SEE NOTES #10) APPROVED o Q O @ r LLJ H Ra u p e 3 9o�F S ONAI E��'\ cj ��`c. (n Q N = 4/22/19 N a Approval limited to _ --- - -- ----- 1/8 -- -- Factory Built Portion _ 7 U m oz DOUBLE FIXTUR DOUBLE WYE E WITH LONG TURN zFITTING WITH 1/8 BEN BEND TEE wYE 4-22-19D.Feeney 1 t/2' Lr) _j d m N� 1/4 BEND TUB OVERFLOW VENT DRAIN (LONG SWEEP OR DRAI a m 1/8 BEND // SHORT SWEEP - TYPICAL HORIZONTAL TO HORIZONTAL CONNECTIONS. THESE FITTING 2" LONG TURN SEE NOTES) WILL BE USED TOGETHER OR INDIVIDUALLY TO DRAIN FIXTURES IN 1 1/2" FINISHED LONG TURN 1/8 BEND COMPLIANCE WITH STATE CODES (SEE NOTES #10) 2" '_J� FLOOR SAN. TEE FINISHED DRAINS TO TUB DRAIN 2" TRA FLOOR NON-HAZARDOUS LOCATION 1 1/2" TRAP FINISHED FLOOR (AJ WASHER/WATER HEATER PAN USED WHEN CRAWL p Q TUB/SHOWER CLOTHES WASHER SPACE OR USED WHEN EITHER IS INSTALLED z a o ON 2ND FLOOR Q o a CL SINK DRAINS - N Q DW 1 1/2" VENT 2" VENT 3/4" DISHWASHER DRAIN LOOPED HIGH AND SHOWER } INSTALLATION AND WEATHERPROOFING 1 1/2" VENT AN TEE 3" MAIN VENT VANITY 1 1/2" - DRAI m SECURELY FASTENED PER MANUFACTURERS INSTRUCTIONS 2" TRAP 2" VEN & W.C. VENT DRAIN Z - U m TO COUNTER OR WALL 3" VENT FINISHED � SAN. TEE FINISHED FLOOR � J o 0 OR AIR GAP 2" Q m c� FLOOR BRANCH VENTS FINISHED FLOOR 0 GARBAGE 18" MINIMUM pgL, AS REQUIRED 1 1/2" o DISPOSA SINK DRAINS SAN TRAP 2" VENT FOR 2" AIR GAPS TEE FUTURE BASE- 2" TRA WASHER SAN. TE k MENT FIXTURES 2" P-TRAP R GAP FINISHED qs SAN. BATHROOM VANITY SHOWER FITTING FLOP 1 1/2• DISHWASHER `A �4NF TEE FINISHED oN oN N WYE-BRANCH 2' TRAP DRAIN LINE FLOOR Q N o FITTING /p KITCHEN SINK/DISHWASHER/DISPOSAL C H R I S O 4/2 2/2 019 9: 13: 5 4 A M o KITCHEN SINK/DISHWASHER ISPOSAL VENT THRU ROOF DETAIL KITCHEN SINK/DISHWASHER/DISPOSAL ISLAND VENTING W/BOW VENT WATER CLOSETS & MAIN VENT y L�j 9 . 1 a a _ WATER SUPPLY NOTES: _ 1. ALL WATER AND DRAIN LINES ARE STUBBED THRU FLOOR ONLY, FOR FIELD COMPLETION. 2. ALL POTABLE WATER LINES ARE TO COMPLY WITH MA 248 CMR Z 3. RODENT PROTECTION SHOULD BE APPLIED IN FIELD AT WATER INLET WALL PENETRATIONS. O Q 00 4. ALL VALVES ARE GATE OR ANGLE TYPE. (n CONNECTION TO 1/2" 1 2' 5. ALL HOSE BIBBS ARE TO COMPLY WITH MA 248 CMR Z r / CONNECTION "T / 6. WATER HEATER IS SHIPPED LOOSE AND INSTALLED BY BUILDER FOR FULL BASEMENT. INSTALLED w < SHOWER HEAD SHOWER HEAD 3/4" AIR BY FACTORY FOR CRAWL OPTION OR BUILDER MAY CHOOSE TO INSTALL ON SITE. Ld ^ o CHAMBER 7. NO PLUMBING IS DONE IN FACTORY BELOW 1ST FLOOR, CONNECTIONS BELOW FIRST FLOOR m F- PLUMBING ACCESS ANTI-SCALD VALVE ANTI-SCALE VALVE CONNECTIONS TO BY BUILDER. � N PANEL ALL SHOWERS ALL SHOWERS VANITY FIXTURE & FIELD PLUMBING TO BE APPROVED LOCALLY & FIELD TESTED PER CODE BEFORE CONSEALING. Fo 3/4"x15" HIGH 9. PLUMBING WALLS ARE NOTCHED OR DRILLED TO SUPPORT HORIZONTAL PIPING WHEN REQUIRED. J o O ` AIR CHAMBER �` PLUMBING ACCESS NOTCHING AND DRILLING OF STUDS MUST CONFORM WITH SECTION R602.6 CO ¢ rq `PANEL 10. EQUIVALENT FIXTURES & MECHANICAL EQUIPMENT MAY BE SUBSTITUTED IF NORMALLY Co Q o 1/2" 3/4" AIR FURNISHED OR SPECIFIED EQUIPMENT IS UNAVAILABLE. Q H 3 0 Ln 1/2" CHAMBER 11. ANY VERTICAL COPPER TUBING TO BE SUPPORTED 4'-0" O.C. BY STRAPPING OR EQUAL. p N Z \� CONNECT TO SHUTOFF �� 12. COPPER DISTRIBUTION SUPPORTS: AT THE BASE & AT EACH FLOOR NOT EXCEEDING 10'-0" Of z FINISHED i TUB FIXTURE VALVE�I 1/2^ 1/2„ 3 4 ON CENTER (VERTICAL). MAXIMUM EVERY 6'-0" (HORIZONTAL) _1 Q / HOT 13. WHERE CODE PERMITS, SHUTOFF VALVES MAY BE INSTALLED BELOW FLOOR WITH ACCESS. U� 00 o cD FLOOR 1/2" HOT 14. 3/4" MINIMUM HOT & COLD MAIN SUPPLY LINE TO BE USED (1" FOR 20 GPM ® 8 FT. PER SECOND) Q z z N HOT\ FINISHED �- SHUTOFF SHUT-OFF WITH 1/2" SUPPLY FROM MAIN SERVICE TO INDIVIDUAL FIXTURES. I o 00 I VALVE . VALVE COLD 15. FLOOR PENETRATIONS FOR SUPPLY LINES ARE TO BE FIRESTOPPED AND BLOCKED IN FIELD I- SHUTOFF\\ FINISHED FLOOR FLOOR WITH MATERIALS EQUIVALENT TO CONSTRUCTION MEMBERS IT PENETRATES AND BE SUITABLE W VALVE J FINISHED 3/4" TO PIPE MATERIAL. r 0 COLD COLD FLOOR 16. PRESSURE BALANCE/THERMOSTATIC MIXING VALVE SHALL BE INSTALLED _ IN ALL SHOWER AND SHOWER/BATHING FIXTURES J = Z TUBS AND WHIRLPOOLS PER 10.10 iv m _J CL 17. HORIZONTAL COPPER PIPING SHALL NOT BE SOFT COPPER. Y :5i w 18. SUPPLY PIPING IN UNHEATED AREAS (OUTSIDE WALLS & CRAWL SPACES) SHALL BE w Of n INSULATED BY BUILDER. THE MANUFACTURER SHALL KEEP,PIPING OUT OF UNHEATED AREAS; I_ 1- O� WHERE POSSIBLE PER 10.05.8. W 19. FLOOR JOIST NOTCHES MAY NOT EXCEED 1/6 OF JOIST NOTCH DEPTH AND MAY NOT OCCUR � W o o Ln TUB/SHOWER SHOWER HOT TUB/WHIRLPOOL/GARDEN TUB IN MIDDLE 1/3 OF SPAN. HOLES MAY NOT EXCEED 1/3 DEPTH OF JOIST AND MUST OCCUR U vaW z 2" IN FROM EITHER EDGE. N 20.SILL COCKS & HOSE BIBBS SHALL BE EQUIPPED WITH PERMANENT VACUUM BREAKERS I z IN ACCORDANCE WITH 241 CMR TABLE 1 ASSE STD. m 3 0 21. FUTURE VENT FOR BASEMENT MODELS TO BE CAPPED AND LABELED. 22.THIS SPACE LEFT BLANK FOR FUTURE USE 23.ALL MATERIALS AND FIXTURES ARE IN COMPLIANCE WITH ACCEPTABLE STANDARDS. IN PLANT PLUMBING TO BE PLUGGED OR CAPPED FOR PROTECTION DURING TRANSIT. �{OF Njgs 24.ALL PLUMBING FIXTURES TO BE WATER CONSERVING. CONNECTIONS TO 25.LEAD CONTENT IN SOLDER & FLUX FOR COPPER TUBE JOINTS SHALL BE LIMITED TO 0.2%. SINK FIXTURE 26.HOSE SPRAY (IF SUPPLIED) FOR SHOWER OR BATH SHALL HAVE A DIVERTER THAT WHEN O� yG W v WATER IS SHUT OFF REVERTS TO TUB POSITION & PROVIDES A VACUUM BREAKER WHEN DAVID T. m ,,, WITH DISHWASHER a �t F5 oo d. CONNECTIONS TO 3/4" AIROPTION ONLY UNDER VACUUM (E.G. BATH SPOUT DIVERTER) OR SHALL BE PROVIDED WITH A vacuuM o FEENEY _ � SHUTOFF VALVES CONNECTION TO n fo VANITY FIXTU CHAMBER i 2' BREAKER. v No.54747 Cn _J I AND WASHER WATER CLOSET / 1/2„ 27.BATH TUBS & SHOWERS ARE TO BE LISTED/LABELED BY AN APPROVED AGENCY. °�° HOOK UPS 28.ANY VERTICAL CROSSLINKED POLYETHYLENE (PEX) TUBING TO BE SUPPORTED O 9 p @ Q a °D 1/2" SHUTOFF 3/4"x15" HIGH 4'-0" TO 5'-0" O.C. BY PLASTIC U-NAILS. �O,t �G/STERN SHUT-OFF 1/2" VAL AIR CHAMBER 29.CROSSLINKED POLYETHYLENE (PEX) TUBING DISTRIBUTION SUPPORTS: AT THE BASE & AT F`SsrONAIEN�'\� LiJ < w VALVES SHUT-OFF SHUTOFF 1/2 EACH FLOOR NOT EXCEEDING 4'-0" ON CENTER (VERTICAL). MAXIMUM EVERY 4'-0" (HORIZONTAL) J Q ^ =4 HOT VALVE 1/2" PLUMBING MATERIAL SPECIFICATIONS-PER MA 248 CMR TABLE 1 HOT 1. Air gap fittings for use with plumbing fixtures, appliances`and FINISHED 3/4 COLD FINISHED FLOOR COLD - appurtenances m Z a d FLOOR COLD HOT SHUTOF 2. Bath tub/whirlpool pressure-sealed doors o z m VALVE 3. Diverters for faucets with hose spray anti-syphon type, �, CD ti COLD residential application 4-22-19D.Feeney W W FINISHED FINISHED FLOOR 4. Enameled cast-iron plumbing fixtures - j } FLOOR CONNECT TO 5. Floor drains -J m > CONNEDISHW SHE 6. Floor-affixed supports for off-the-floor plumbing fixtures for public use = 7. Framing affixed supports for off-the-floor water closets with CO y conceal Qed tanks N BATHROOM VANITY CLOTHES WASHER WATER CLOSET KITCHEN SINK/DISHWASHER/DISPOSAL 8. Home laundry equipment a m a 9. Hose connection vacuum breaker 10. Hot water dispensers, household storage type, electrical 1.1. Household dishwashing machines NOTES: 12. Household disposers 13. Hydraulic performance for water closets and urinals 1. WATER HEATER INSTALLATION SHALL MEET ALL APPLICABLE 14. Individual pressure balancing valves for individual fixture fittings STATE CODES. 15. Individual shower control valves anti-scald -- 16. Macerating toilet systems and related components PFS Corporation 6i Q 2. PRESSURE TEMPERATURE RELIEF VALVE SHALL PIPE TO 17. Nonvitreous ceramic plumbing fixtures � > VACUUM BREAK a O A VISIBLE AIR GAP AT FLOOR IN THE SAME SPACE AS 18. Plastic bathtub Units Northeast Region Q Z Z WATER HEATER. WHEN WATER HEATER IS ON FIRST OR 19. Plastic lavatories i d SECOND FLOOR A PAN SHALL BE PROVIDED & ITS DRAIN TEMPERATURE & 20. Plastic shower receptors and shower stall' N SHALL PIPE BELOW FIRST FLOOR (DRAIN RROVIOED IN SHUT-OFF PRESSURE RELIEF 21. Plastic sinks APPROVED PLANT FOR SECOND FLOOR UNITS). DRAIN SHALL PIPE VALV VALVE 22. Plastic water closet bowls and tanks & DISCHARGE INDIRECTLY TO A HAZARD FREE POINT. 23. Plumbing fixture fittings H Raup - 3 FINISHED SIZE TO MATCH COLD 24. Plumbingfixture waste fittings 3. NO FUEL BURNING WATER HEATERS IN OR OFF SLEEPING, FL00 3/4 SUPPLY LINE TO HEATER 25. Porcelai -enameled formed steel plumbing fixtures 4/22/19 m BATH OR TOILET ROOMS. PROVIDE DOOR ON PANEL 3/4" HOT SUPPLY 26. Pressurized flushing devices for plumbing fixtures LARGE ENOUGH TO REPLACE HEATER. DO NOT PLACE ACCESSIBLE 27. Specification for copper sheet an strip for building construction Approval unlit@d to z cD Cn 0 ACCESS THRU CLOSET. SPACE FOR WATER HEATER 3/4"COLD SUPPLY SHUT-OFF VALVE m o 0 28. Stainless steel plumbing fixtures residential) Factory Built Portion Q " SHALL BE PROVIDED IN PLANT. INSTALLATION SHALL BE 29. Suction fittings for use In swimming pools, wading pools, spas, hot tubs o PROTECTED FROM FREEZING. DRAIN PAN INSTALLED FINISHED 2 MIN. and whirlpool bathtub appliances PER SECTION 2801.5 FLOOR AIR GAP 30. Tempera flow reduction valves to individual fixture fittin s 4. VACUUM RELIEF TO BE PROVIDED ON COLD WATER SUPPLY P g DRAIN TO NON- FINISHED 31. Thermoplastic accessible and replaceable plastic tube and tubular fittings WHEN FIXTURE OUTLETS ARE LOCATED BELOW TOP OF THE 3"x1 1/2" HEATING UNIT HAZARDOUS FLOOR 32. Trench drains REDUCE LOCATIO 3/4" INLET 33. Trim for water closet bowls, tanks and urinals rn 5. WATER HEATER TO BE INSTALLED PER 248 CMR 34. Vacuum breaker wall hydrant-frost-resistant, automatic-draining.type w o 36 35. Vitreous china plumbing fixtures ��11 6. HEAT TRAPS TO COMPLY WITH SECTION 504.4 OF THE I.E.C.C. PRESSURE RELIEF LINE Q 36. Wall-mounted and pedestal-mounted, adjustable and pivoting lavatory N o TYPICAL WATER HEATER INSTALLATION WHEN WATER AT FINISHED FLOOR and sink carrier systems � HEATER IS NOT INSTALLED IN BASEMENT 37. Water closet flush tank fill valves CN CHRISO 4/22/2019 9: 13: 54 AM , o w 92. 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MI O P BUILDING PHONE: (570) 837-1424 140 MPH VULT 30 1980 I B S SYSTEMS,INC. FAX: (570) 837-6133 ORDER NO. SERIAL NO. FILE NO. FIAMtlllFLVfftl''' 82654 P82654(750) • i NOTES — \ MAP 186 AP 185 / 1. DATUM_ IS NAVD88 Rood �., PCL 4-002 .' CL 060 / 2. THIS PLAN IS.FOR PROPOSED WORK ONLY AND NOT TO Bump B Y LN JOHN C DH FND l 814 \ F,� BE USED FOR LOT LINE STAKING OR ANY OTHER JOH ' 1 EMERALD `�`� PURPOSE, \ryO P \ SCHOEN RR 100.0' INVESTMENTS �`"�oa`"�h 3. CONTRACTOR SHALL BE RESPONSIBLE FOR CAWNG- � DIGSAFE (1-888-344-7233) AND VERIFYING THE wqEAD LOCATION OF ALL UNDERGROUND&OVERH UTILITIES PRIOR TO COMMENCEMENT OF WORK. s A$ 4 EXISTING SEPTIC LOCATION PER TIE-CARD ON FILE NTH TOWN. } G u �� %•• \ % \ S d�•�P/ // \� \\ =w arm 5. FLOOD RESISTANT FOUNDATION DESIGN OTHERS T e REQUIRED. NO BASEMEN ALLOWED. DFIF E el. 14 / PARKING O Lon EASEMENT 6. PROVIDE ORYWELLS STONE TRENCHES FOR ROOF 2 / � tv SD -� •1 � �d• � 32T < RUN-OFF, µ°t, 'O•STAKED SILT y1Q I I \ \ / O 0 E f EY v i-^. 7. EXISTING DWEWNC IS 3 BEDROOM: NO INCREASE IN Nantucket FENCE (WORK � f DEC \ % %M4 .��pO P�\P� LIMIT LINE) / '� ?�9 ��'',°c ��• I f OX�TL G ( % \ FLOW PROPOSED. EXISTING SEPTIC SYSTEM TO BE Sound XS vt t RETAINED. h / \Q }, oo�� T�JF - 7.8 ROPOSED °� - J LOCUS MAP CS Dy FND ELUNG PARKING = 15. / 74 SCALE 1"-2000'f 1\ CAT£ME Ty o ' / / \ \ 6 I ASSESSORS MAP 185 PARCEL 59 y LOCUS IS WITHIN FEMA FLOOD ZONE x \ 7 (AREA OF MINIMAL FLOOD HAZARD) AND yD0 �x \Q0 64 ZONE AE ON COMMUNITY 1 COMMN TY PANEL #25001 CO563J DATED CONTINU f :G \ O ti0�` 7/16/2014 STAT ANK T0��2 AT RO < WALL 32 L 9 ti ZONING SUMMARY \ �f OT ` tiu ZONING DISTRICT: RD-1 RESIDENTIAL DISTRICT \ Noy REQUIRED: EXISTING: PROPOSED: \ GARAGE I �p0 14,2 tgSF AP �85 ` MIN. LOT SIZE 43,560 S.F. 14,251 S.F. 14,251 S.F. R1PN ao CL 60 y MIN. LOT FRONTAGE 20' 20' 20' C/ MAP 185 Ol1�ER MAP 1 ` 81 MIN. LOT WIDTH 125' 20' 20' PCL 058 PCL 059 �IO+ �EME LD� MIN. FRONT SETBACK 30' - - / #818 INV T NTS MIN. SIDE SETBACK 10' 7.8' 7.8'(5.1' ACCESS) ?� TODD H. 6 STEV SON z MIN. REAR SETBACK 10' 19.1' 22.9' \ / KITTREDGE O• ` p MAX. BUILDING HEIGHT 30' 17't 26.5' APPROXIMATE BENCHMARK: CONCRETE BOUND _ �2 P 61 MAX. L07 COVERAGE 207: 9.296 11.0% FROM DWELLING / AT ELEV. 14.56' Y 2 ` U 1 #808 FLOOR AREA RATIO - 0.30 0.12 0.14 / ``7-� \ TAYLOR SITE IS LOCATED WITHIN THE AQUIFER PROTECTION OVERLAY DISTRICT OWNER OF RECORD \ �. RIVERFRONT I CURTIS AND MONICA W. STEVENSON I 2,,. P.O. Box 320127 MITIGATION CALCULATIONS: BOSTON, MA 02132 G �.I MAP 185 HARDSCAPE 0-100' 100-200' PCL 057 #820 REFERENCES EXISTING: 212 SF 3,399 SF ROBERT " MASON CERT. 189402 PROPOSED: 212 SF 3,330 SF LC PLAN 8884-S (SHEET 2) - LOT 32 1 CHANGE: 0 SF -69 SF DEP SEPTIC INSPECTION D. 8/6/09 (PASSED) Z5 - AN SITE PL LOCAL BUFFER REGULATIONS (SALT MARSH) \ OF MITIGATION CALCULATIONS: LEGEND a 816 SOUTH MAIN STREET HARDSCAPE 0-50' 50-100' "} o CENTERVILLE, MA _99- EXISTING: 0 SF 1,236 SF '0 E%ISTING CONTOUR ` tJ O• PREPARED FOR X 9A1 EXIST. SPOT ELEV. PROPOSED: 0 SF 1,030 SF pO• - ', --[es]— PROPOSED CONTOUR CHANGE: 0 SF -206 SF CURTIS & MONICA STEVENSON [TMe.aj PROPOSED SPOT EL. GATE: APRIL 9. 2019 REV.: SEPTEMBER 20, 2019 (DECK) TEST HOLE REV.: DECEMBER 4, 2019 (ZONING INFO) -362-4541 SLOPE OF GROUND _ �F%w� •t�,r, ,t{:S°' & off 508 4t. I fox 508-362-9 BO DANILL t�,�t, S� DAN'.EIAu, downcape.com UTILITY POLE � FIRE HYDRANT N 46502 wme ear AL Sweas M-f API IN oumm \ a�Ey i� c o rF r °���m civil engineers . ScO1e:1"=20' 'L-�j,1A �� .uFVE S NFL E land Surveyors 939 Moin Street ( Rte 6A) 0 10 20 30 40 50 FEET DATE DANIEL A. OJALA, P.E., P.L.S. YARMOU7HPORT MA 02675 DC 1 — 65 ' 16-365 STEVENSONMING NOTES . \ / 1. DATUM IS NAV _ •gt 6 c - '• 1, - ROO 2. THIS PLAN IS FOR PROPOSED WORK ONLY AND NOT TO gumA S_-�-f�` - �� N �' •�\ / /. / BE USED FOR LOT LINE STAKING OR ANY OTHER \ I 1 CB DH FND �. \�Oc'"�'�Pr� PURPOSE. 0 100.0 ,' 1y0ewry ~�C / cps 3. CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING DIGSAFE (1-888-344-7233) AND VERIFYING THE mo LOCATION OF ALL UNDERGROUND &OVERHEAD UTILITIES \/ �vF` PRIOR TO COMMENCEMENT OF WORK.D`O" /JJ// 4. EXISTING SEPTIC LOCATION PER TIE-CARD ON FILE oa�b WITH TOWN. .o �� l� \ •7' \t/ J�' O .. P / ��. �• ��2QJ 5. FLOOD RESISTANT FOUNDATION DESIGN BY OTHERS 'PARKING \I \\ � rti REQUIRED. NO"BASEMENT" ALLOWED. O 1e, `\\ '��p• +�� p "I RKI EN j \� g/ I 6. PROVIDE ORYWELLS/STONE TRENCHES FOR ROOF !� g I + ,` ^ V h ,(' ✓ \ ' 0 2� 1/ LOT /' 1 l RUN-OFF. �O•STAKED SILT �Pi "7 r\ �!'' \ I I�Ilf\ J2 _ -^' / ) \ \ 1' FENCE (WORK �� / ✓ECK° t °j 1 / 7. EXISTING DWELLING IS 3 BEDROOM; NO INCREASE IN I SI NZdllafl[C�LCt , O ✓ Ir ) \ �.�"' ��„ '\ \ FLOW PROPOSED. EXISTING SEPTIC SYSTEM TO BE SOIL/Llb - �P LIMIT LINE) ?2 t «< �• I XI/ llIG I �% �� , 1 C RETAINED. ? M4 1 A T�,r LOCUS MAP �& :�°/ `\/ �•'� 40 o�c �� I\ ROPOSED SCALE i 2000't (� CB D FND DWELLING k \ r II PARK/N�7 ��" ,� ,PEER - 115.01 I I 14 " `' fi 3AT£MENT I �i�� 1y 6 ASSESSORS MAP 185 PARCEL 59 f LOCUS IS WITHIN FEMA FLOOD ZONE X 1g,-_� / (AREA OF MINIMAL FLOOD HAZARD) AND ZONE M (NI 12 AND EL. 13) AS O563J SHOWN / ON COMMUNITY PANEL �}25001C0563J DATED. 0 + P� 7/16/2014 I `zl 1�' Go u -I� ► 1 '� ZONING SUMMARY ,1'NM6 > ti A� STE �Y ;aF\,L PT•-RO WALL .off 9G � /fY�7 ZONING DISTRICT: RD-1 RESIDENTIAL DISTRICT 4OT SF MIN. LOT SIZE REQUIRED: EXISTING: PROPOSED: r > Op C� '� ` 43,560 S.F. 14,251 S.F. 14,251 S.F. pt 11 ✓ GARAGE I /Y. f �pN ��.3tAC MIN. LOT FRONTAGE 20' 20' 20' r, /h MIN. LOT WIDTH 125' 20' 20' MIN. FRONT SETBACK 30' - - MIN. SIDE SETBACK 10' 7.8' 7.8'(3.7' ACCESS) MIN. REAR SETBACK 10' 19.1' 22.9' �9 ✓ APPROXIMATE / BENCHMARK: CONCRETE BOUND ��\ MAX. BUILDING HEIGHT 30' 26.6' r ,�y MAX. LOT COVERAGE 20% 9.2% 11.0% DWELLING AT ELEV. 14.56' L '- �" � �\.�� �- i / FLOOR AREA RATIO 0.30 0.12 - 0.14 FROM GIS SITE IS LOCATED WITHIN THE AQUIFER PROTECTION OVERLAY DISTRICT _ '� l r ,i iti OWNER OF RECORD ��, CURTIS AND MONICA W. STEVENSON RIVERFRONT 0 i MITIGATION CALCULATIONS: i j '� B STON, MA02132 - HARDSCAPE 0-100' 100-200' _2 REFERENCES EXISTING: 212 SF 3,399 SF " % [ CERT. 189402 _ PROPOSED: 212 SF 3.330 SF / LC PLAN 8884-S (SHEET 2) - LOT 32 CHANGE: 0 SF -69 SF v� - J DEP SEPTIC INSPECTION D. 8/6/09 (PASSED) LOCAL BUFFER REGULATIONS (SALT MARSH) _I — }' SITE PLAN' MITIGATION CALCULATIONS: OF HARDSCAPE 0-50' S0-100' 01 816 SOUTH MAIN STREET LEGEND � Ir o EXISTING: O SF 1,236 SF / .O CENTERVILLE, MA —99-- EXISTING CONTOUR ,� I a O. X 99.1 EXIST. SPOT ELEV. PROPOSED: 0 SF 1,030 SF I oo PREPARED FOR —•(99)— PROPOSED CONTOUR CHANGE: 0 SF -206 SF - •� }� CURTIS & MONICA STEVENSON - 198.4) PROPOSED SPOT EL TH1 DATE: APRIL 9, 2019 1( tt aF rk$ TEST HOLE I{ � �Ha moo\ ._yp' •Sad off 508-362-4541 1111 2-te %d/t,F Nl'cL 4\ CnNIEI_A �s _ taa 508-3fi2-9880 r SLOPE OF GROUND _ �a �`: OJALq - - a .4 downcope.com po OJi,t_A CIVIL o No.'Io8.90�y qr o Jowe cape engineefing,iac. unLrtY POLE No.4ss02 FIRE HYDRANT ' � - � "� 4 FS s� civil engineers ao1c:HOT.ui sriaas MAY APPE1R a ow,wnro s- o au�vk: •.In. E'. . Scale:V'=20' !-+_� `�� '"� land surveyors 939 Main Street ( Rte 6A) • p OL+ D 10 20 3o z� 5o Fr Et' - DATE DANIEL A. OJALA, P.E., P.L.S. YARMOIJTHPORT MA 02675 WE #�O—JV5 I 18-365 STEVENSON.DWG !� JOB NO-=3S634 E0301 i NOTES y\ \ 1. DATUM IS NAVD88 Road \ .1 2. THIS PLAN IS FOR PROPOSED WORK ONLY AND NOT TO Bump s 1 CB DH FND �� BE USED FOR LOT LINE STAKING OR ANY OTHER o PURPOSE. c 100.0 i ��p���� 3. CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING M �� / DIGSAFE (1-888-344-7233) AND VERIFYING THE �� � / LOCATION OF ALL UNDERGROUND & OVERHEAD UTILITIES o 0 PRIOR TO COMMENCEMENT OF WORK. �ll(c i �• 6 i pF v� 4. EXISTING SEPTIC LOCATION PER TIE—CARD ON FILE 6 �3� CL Q WITH TOWN. �� oy food / Q l �• Locu �Q� Q ��P/ / \ _� z 5. FLOOD RESISTANT FOUNDATION DESIGN BY OTHERS ��� �` `• / / PARKING \ \\ °� REQUIRED. NO "BASEMENT" ALLOWED. on Beach R /• , EASEMENT \ \ p O L / 8 10 + ? \ '/ LOT _ 6. PROVIDE DRYWELLS/STONE TRENCHES FOR ROOF h RUN—OFF. Mo O- STAKED SILT y�Q I 8- h 32 \ / ti FENCE (WORK F .� �' �C ( / `•. °�\\ X 7. EXISTING DWELLING IS 3 BEDROOM; NO INCREASE IN Nantucket r. / •� �� i FLOW PROPOSED. EXISTING SEPTIC SYSTEM TO BE c XI ' LIMIT LINE) / ��, 1 \ RETAINED. a Sound �� \ �' I ROPOSED3 LOCUS MAP CB D FND } \ ' 3 \16WELLING , PARK/N� ayl ,FFL2= = 15 0: 14 SCALE 1 =2000 f k$ <' EA 33 ASSESSORS MAP 185 PARCEL 59 LOCUS IS WITHIN FEMA FLOOD ZONE X \ �' i •.3 1 (AREA OF MINIMAL FLOOD HAZARD) AND p X 0 64 •^ •• ` 10 �8 ZONE AE (EL. 12 AND EL. 13) AS SHOWN ON COMMUNITY PANEL #25001CO563J DATED 7/16/2014 CO INU j6 � � \ M6 ZONING SUMMARY \ `` `L P� S TE ANCv 0 LL � � ti _ 00-P YPti OT SZ \ �� ZONING DISTRICT: RD-1 RESIDENTIAL DISTRICT 4,2 SF-" REQUIRED: EXISTING: PROPOSED: MIN. LOT SIZE 43,560 S.F. 14,251 S.F. 14,251 S.F. \ ? GARAGE R R�PN 3fA �o MIN. LOT FRONTAGE 20' 20' 20' MIN. LOT WIDTH 125' 20' 20' MIN. FRONT SETBACK 30' — — \ MIN. SIDE SETBACK 10' 7.8' 7.8'1 ACCESS) 9 -c - R SETBACK-- 10' a �' 22.9' i \ 0, MAX. BUILDING HEIGHT 30' 26.6' APPROXIMATE BENCHMARK: CONCRETE BOUND \ v MAX. LOT COVERAGE 20% 9.2% 11.0% DWELLING� \ DWELL AT ELEV. 14.56' �2 \� 2 �• FROM NG FLOOR AREA RATIO 0.30 0.12 0.14 GIS 1 SITE IS LOCATED WITHIN THE AQUIFER PROTECTION OVERLAY DISTRICT OWNER OF RECORD RIVERFRONT CURTIS AND MONICA W. STEVENSON MITIGATION CALCULATIONS: �� Bo TON,OX 320127 2 HARDSCAPE 0-100' 100-200' REFERENCES EXISTING: 212 SF 3,399 SF 25 CERT. 189402 PROPOSED: 212 SF 3,330 SF LC PLAN 8884—S (SHEET 2) — LOT 32 CHANGE: 0 SF —69 SF DEP SEPTIC INSPECTION D. 8/6/09 (PASSED) 26 LOCAL BUFFER REGULATIONS (SALT MARSHY SITE PLAN MITIGATION CALCULATIONS: OF LEGEND - EXISTING: 0-50' 50-100' 816 SOUTH MAIN STREET EXISTING: 0 SF 1,236 SF o CENTERVILLE, MA 99 — EXISTING CONTOUR O X 99./ EXIST. SPOT ELEV. PROPOSED: 0 SF 1,030 SF OL PREPARED FOR —[99]— PROPOSED CONTOUR CHANGE: 0 SF —206 SF CURTIS & MONICA STEVENSON 198•4] PROPOSED SPOT EL. TH 1 �4 DATE: APRIL 9, 2019 REV.: SEPTEMBER 20, 2019 (DECK) TEST HOLE —GyZN OF A1ss _`aa 9, x O D, 5! u `� I L \yC`4 7off 508-362-45 p►�d� SLOPE OF GROUND o`> QAAiLAHcy n� DAfti!IEL I, c} fax 508-362-988NE 91�d1s bJALA ' LJ�OJA �I I ? a 1 q J jk downcape.com © L .� UTILITY POLE Cif iL �1 ar> A No.40�80 V%,� 1«' 640 NoSaoz F s EF �\ <' r '� down cope engineering Inc. O 5, yr Oi . FIRE HYDRANTq�OFs5� �� .; ��, ��.r � ��� �� civil engineers NOTE: L r NN NOT ALL SYMBOLS MAY APPEAR IN DRAWING �� Scale: 1 = 20 b / c Z® �, el land surveyors C 939 Main Street ( Rte 6A) MAK DATE DANIEL A. OJALA P.E. P.L.S. YARMOUTHPORT MA 02675 0 10 20 30 40 50 FEET