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HomeMy WebLinkAboutBLD-23-002680 6 STV 1 \4 V ONE &TWO FAMILY ONLY-BUILDING PERMIT Town of Yarmouth Building Department REQ : of r "', r �� 114 _ 6 Route 28,South Yarmouth,MA 02664-4492 111" , -- 508-398-2231 ext. 1261 Fax 508-398-0836 CO 202 Massachusetts State Building Code,780 CMR uil 'n ermit Application To Construct,Repair,Renovate Or Demolish c �33 a One-or Two-Family Dwelling • BUIL 0i IG Li:I-AKi`IvtENT By,:. — This Section For Official Use Only Building Permit Number: ( j''D b2(,?Y1 Date Appli . 11/9/2022 Building Official(Print Name) - Signature Date SECTION 1:SITE INFORMATION 1.1 Property Address: 1.2 Assessors Map&Parcel Numbers 74 White Cedar Point,West Yarmouth 9 6 1.1a Is this an accepted street?yes V no Map Number Parcel Number 1.3 Zoning Information: 1.4 Property Dimensions: R87 Zoning District Proposed Use Lot Area(sq ft) Frontage(ft) 1.5 Building Setbacks(ft) Front Yard Side Yards Rear Yard Required Provided Required Provided Required Provided 1.6 Water Supply:(M.G.L c.40,§54) 1.7 Flood Zone Information: 1.8 Sewage Disposal System: iii Public Public 0 Private M Zone: I` Outside Flood Zone? Municipal 0 On site disposal system ii Check if yes❑ SECTION 2: PROPERTY OWNERSHIP' 2.1 Owner'of Record: Phipps Cape Cod LLC Tallahassee,FL 32312 Name(Print) City,State,ZIP 4300 North Meridian Road 850-264-6318 keeganlindsey81Qa yahoo.com No.and Street Telephone Email Address SECTION 3:DESCRIPTION OF PROPOSED WORK'(check all that apply) New Construction 0 Existing Building❑ Owner-Occupied 0 I Repairs(s) 0 Alteration(s) ❑ I Addition 0 Demolition ❑ Accessory Bldg.5/ Number of Units Other 0 Specify: BriefDescription of a two ed Work2:hgarage b Ud t 4 s ` A }t f t New construction of a two car detached arae r� 44,1"sf( •Fi ! a SECTION 4:ESTIMATED CONSTRUCTION COSTS. Item Estimated Costs: Official Use Only (Labor and Materials) 1.Building $ 11 A Dc;0 1. Building Permit Fee:$1,l_Indicate how fee is determined: # 19 Standard City/Town Application Fee 2.Electrical $ '5-1 000 . ❑Total Project Cost3(Item 6 multiplier x 3.Plumbing $ 2. Other Fees: $ j` J I 4.Mechanical (HVAC) S ",1 Doo List: 'II �3 5.Mechanical (Fire $ i oDO Total All Fies:$ Suppression) Check No. Check Amount: Cash Amount: A6 6.Total Project Cost: $ 13 L,apt) ❑Paid in Full Outstanding Balance Due: �.3 sT. 12112 SECTION 5: CONSTRUCTION SERVICES 3.1 c astraettest su rvts�License(CSL) t .- o /a•l8 boa 3 l� /(��S//�l� Llama Number Expiation Data Name of CSL Holder I/ c36?' 41-Mi �Sr R k—i�r LIB CSL Type(see below) (/j, No.tuidAt �J� Type Da�xipeion /51-km 0(/"r/fI A A Dz5 L! UnrpOdated(Buildings ftp to_33 OOQ cu.fk), City/Town.sacs,ZIP R Restricted 1.12 Family Dwe{Eg I.4 Masonry -4. RC Roan Coved • // WS V meow sod Siete 77 ot55_ i f l • nB /oft cf#o'dA IusSolid lstlPad Bunting Appliances , Telephone Emaildjtess D , Demolition 5,2 Registered Home Ttaprov eat Contractor/HIC) 170 /o •�D 4MI I t t-oW (E Sl6)N AuAuto) {P HIC Registration Number Expiration Dna `,7 b y 4 Z„t�tl�E i' .1// // r1 A,, i! '�"" _ter. Street 77/ /Pi �at5Vt. 71f�s.� oy • ., t own,Sate.LIP T SECTION 6:WORKERS'COMPri'5ATION INSURANCE AFFIDAVIT(M.G.L.c.152.;25C(6)) 1 Workers Cinsurance rance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the Issuance of the building permit Signed Affsdavit Attached? Yes ile No O . SECTION 7a:OWNER AIITRORIZAT1ON TO BE COMPLETED WHEN OWNER'S AGENT OR CONTRACTOR APPLIES FOR BVTLDING PERMIT _ I,u Owner of the subject property,hereby authorize]_IFAli:r1�SJ�1Rrat 11. to .0., my . . . all lative to work authorized by this buildnrg paYrnit tic I : , , , ee 101/12/2022 Print• Name - .Mc Signature) Data I • SECTION lb:OWNER'OR AUTBORIZ$D AGENT DECLARATION By ordering my. ,. below,I hereby attest under the pains and penalties of perjury that all of the information -. , -• in this tion is true and accurate to the best of my losowledge and understanding. t o ha . A 1 o taroPaa'dPrint 74.11 $' 'i red Assn's Name(Electrode Signature) NOTES: I. An Owner who obtains a building permit to do his/her own work,or an owner who hires an unregistered contractor (not registered in the Home Improvement Contractor(HIC)Program),will rpt have access to the arbitration program or guaranty fund under M.G.L.c.142A.Other important infarmeetion on the HIC Ptograin can be found at wwww.maz. v4o loco Information on the Construction Supervisor License can be found at ytww.mass.govka 2. When substantial work is planned,provide the information below. Total floor area(sq.ft.)_ _(including garage,finished basement/attics,decks or porch) Groes living Rea(sq.ft.) Habitable room count Number of fireplaces Number of bedrooms Number of bathrooms Number of half/baths Type of besting system Number of decks/porches Type of cooling system Enclosed Open 3. "Total Project Square Footage'may be substituted for"Total Project Cost" _ "� The Commonwealth of Massachusetts lr— t t Department oflndustrialAccidents = 1� 1 Congress Street,Suite 100 ;; —" _ Boston,MA 02114-2017 www.mass.gov/dia Workers' Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Lejbly Name(Business/Organization/Individual): Longfellow Design Build Address: 367 Main Street City/State/Zip: Falmouth,MA 02540 Phone#: 774-255-1709 Are you an employer?Cheek the appropriate box: Type of project(required): I.g t am a employer with 38 employees(full and/or part-time).* 7. 9/New construction 2.0 I am a sole proprietor or partnership and have no employees working for me in 8. 0 Remodeling any capacity.[No workers'comp.insurance required.] 9. 0 Demolition 3.01 am a homeowner doing all work myself.[No workers'comp.insurance required.]t 10 Q Building addition 4.0 I am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole 11.0 Electrical repairs or additions proprietors with no employees. 12.0 Plumbing repairs or additions 5.0 I am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.0 Roof repairs These sub-contractors have employees and have workers'comp.insurance.t 6.0 We are a corporation and its officers have exercised their right of exemption per MGL c. 14.0 Other 152,§1(4),and we have no employees.(No workers'comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tCantractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees_ Below is the policy and job site information. Insurance Company Name: Downey Insurance Agency Policy#or Self-ins.Lie.#: v9WC380892 Expiration Date: 09/27/2023 Job Site Address: 74 White Cedar Point City/State/Zip; West Yarmouth,MA Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MOL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DR for insurance coverage verification. 1 do hereby certify�wider the pains and penalties of perjury that the information provided above is true and correct. Signature: /;::z4, g74444, Date: 11/9/2022 Phone774-255-1709 Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License • Issuing Authority(circle one): I.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: §TOWN OF YARMOUTH 1146 Route 28, South Yarmouth, MA 02664 508-398-22* e34.-1261 Fax 508-398-0836 Office of the Building Commissioner • BUILDING DEPARTMENT DEMOLITION DEBRIS DISPOSAL AFFIDAVIT Pursuant to M.G.L. Ch. 40, §54 and 780 CMR- Section 105.3.1. #4. I hereby certify that the debris resulting from the proposed work/demolition to be conducted at 74 White Cedar Point,West Yarmouth Work Address Is to be disposed of oat the following location: CL Noonan-436 West Street,W.Bridgewater,MA Said disposal site shall be a licensed solid waste facility as defined by M.G.L. Ch. 111, §150A. ?/1 11/9/2022 Signature of Application Date Permit No. ) Ye ,' / . 76(7-,,),,,,Wirhe' -3/;//e) Office of Consumer Affairs and Business Regulation 1000 Washington Street- Suite 710 Boston, Massachusetts 02118 Home Improvement Contractor Registration Type: Corporation Registration: 176959 LONGFELLOW DESIGN BUILD,INC. Expiration: 10/17/2023 866 MAIN STREET OSTERVILLE,MA 02655 Update Address and Return Card. SCA 20ht.05 7 Ii Office of Consumer Affairs S.Business Regulation HOME IMPROVEMENT CONTRACTOR Registration valid for individual use only TVPE:Corporation before the expiration date. If found return to: Registration Exoiratiort, Office of Consumer Affairs and Business Regulation 176959 10/17/2023 1000 Washington Street -Suite 710 LONGFELLOW DESIGN BUILD,INC. Boston,MA 02118 MARK F3OGOSIAN 866 MAIN STREET OSTERVILLE,MA 02655 Undersecretary Not valid without signature • Commonwealth ot Massachusetts DIVIS1011 Of Occupational Llcensttre Board of BoddIng Re9utattons and Standards CS-106114 tfitpires: 1011812023 MARK R BOGOSIAN 367 MAIN ST, - FALMOUTH MA 025* 1 t Cornm/sstoner 1 AcD® CERTIFICATE OF LIABILITY INSURANCE DATE oR 09/29/2022 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACTMECharlie Downey Downey Insurance Agency,Inc. (A/CC.NNo.Ext): (508)485-0130 (AAlc,No): (508)485-6463 190 East Main St. ADDRESS: charlie@downeyinsurance.com INSURER(S)AFFORDING COVERAGE NAIC# Marlborough MA 01752 INSURER A: EVANSTON INSURANCE COMPANY INSURED INSURER B: COMMERCE INS CO 34754 Longfellow Design Build in INSURERC: NATIONAL LIABILITY&FIRE INSURANCE 866 Main St INSURER D: INSURER E Osterville MA 02655 INSURER F 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 CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY EFF POLICY EXP LIMITS LTRINSD PAM POLICY NUMBER (MMIDDIYYYYI (MM/DD/YYYY) X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTED CLAIMS-MADE OCCUR PREMISES Ea occurrence) $ 300,000 MED EXP(Any one person) $ 5,000 A 4919321-1 09/27/2022 09/27/2023 PERSONAL a ADV INJURY $ 1,000,000 GE 'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY 78-- LOC PRODUCTS-COMP/OP AGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,000 (Ea accident) ANY AUTO BODILY INJURY(Per person) $ 20,000 B AWNED AUTOS ONLY X SCHEDULED RWL621 08/19/2022 08/19/2023 BODILY INJURY(Per accident) $ 40,000 AU HIRED NON-OWNED PROPERTY DAMAGE $ X AUTOS ONLY X AUTOS ONLY (Per accident) _ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS UAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION PER H YN AND EMPLOYERS'LIABILITY STATUTE ER ANY C OFFICER/MEMBER XCLUDED?PROPRIETOR/PARTNER/EXECUTIVE NN/A V9WC380892 09/27/2022 09/27/2023 E.L.EACH ACCIDENT $ 100,000 (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 100,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 500,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached it more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of Yarmouth ACCORDANCE WITH THE POLICY PROVISIONS. 1146 Route 28 AUTHORIZED REPRESENTATIVE South Yarmouth MA 02664 ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD J Sears, Tim From: Sears, Tim Sent: Monday, November 21, 2022 12:52 PM To: permitting@longfellowdb.com Subject: 74 White Cedar I havereviewed your application for the garage and there are some items needed./ Health Department sign off(under review) V.- Conservation sign off 3. Engineering sign off ^v4. FEMA Elevation Certificate 5. Second floor of garage not labeled for use Please submit these items for review This email is considered a written denial of your permit application per Section 105.3.1 of the Massachusetts State Building Code. Section 105.3.2 states in part that "an application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith" You may appeal this denial to the Building Code Appeals Board in accordance with M.G.L. c. 143 §100, within 45 ''' ys of this notice. timothy Sears CBO r puty Building Commissioner Town of Yarmouth 508-398-2231 Ext. 1259 mailto:tsears@varmouth.ma.us 1 u.a. utrttrc I MCiv t Lir nuroicutrvu owurcM I r OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30,2022 I 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: PHIPPS CAPE COD LLC A2. Building Street Address(including Apt., Unit,Suite,and/or Bldg.No.)or P.O. Route and Company NAIC Number: Box No. 74 WHITE CEDAR ROAD - City State ZIP Code WEST YARMOUTH Massachusetts 02673 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) ASSESSORS MAP 9,PARCEL 6.TITLE IN CERTIFICATE#202912 A4. Building Use(e.g.,Residential, Non-Residential,Addition,Accessory,etc.) GARAGE WITH RESIDENTIAL AREA OVER A5. Latitude/Longitude: Lat. 41.6275 Long. -70.2559 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 crawispace or enclosure(s): a) Square footage of crawispace or enclosure(s) 288.00 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s)within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0.00 sq in d) Engineered flood openings? ❑Yes ❑ No A9. For a building with an attached garage: a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A 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 YARMOUTH 250015 BARNSTABLE Massachusetts B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel -88. Flood B9. Base Flood Elevation(s) Number Date Effective/ Zone(s) (Zone AO,use Base Flood Depth) Revised Date 25001C0569 J 07-16-2014 07-16-2014 AE 11 B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9: ❑ FIS Profile 0 FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 0 NAVD 1988 [) Other/Source: 812. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area (OPA)? ❑ Yes 0 No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33(12/19) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30,2022 IA(IPOR7ANT: 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. 74 WHITE CEDAR ROAD City State ZIP Code Company N IC Number WEST YARMOUTH Massachusetts 02673 SECTION C—BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑x Construction Drawings* ❑ Building Under Construction* 0 Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations—Zones A1—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: GPS RECEIVER Vertical Datum: NAVD 1988 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) 11.5 0 feet ❑ meters b) Top of the next higher floor 20.5 0 feet ❑ meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A ❑ feet ❑meters d) Attached garage(top of slab) 11.5 0 feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) 12.1 0 feet ❑ meters f) Lowest adjacent(finished)grade next to building(LAG) 11.3 ❑x feet ❑ meters g) Highest adjacent(finished)grade next to building(HAG) 11.5 0 feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including structural support 11.1 0 feet ❑ meters 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? D Yes ❑No ❑Check here if attachments. Certifier's Name License Number KIERAN J. HEALY 48135 Title totof SURVEY MANAGER ;� ° 6 OFAte.;\ Company Name 4" KIERAN J. BSC GROUP, INC HEALY Address .1 NO.48135 oz 349 ROUTE 28, UNIT D , Qo City State ZIP Code tl1AL ws.1a WEST YARM® H /, Massachusetts 02673 i i Date Telephone Ext. / 12-01-2022 (508)778-8919 4586 Copy all pages is evatlon _rtificate and all attachments for(1)community official, (2)insurance agent/company,and(3)building owner. Comments(including type of -quipment and location, per C2(e),if applicable) THIS FLOOD ELEVATION CERTIFICATE IS FOR A DETACHED GARAGE WITH RESIDENTIAL LIVING AREA OVERHEAD. THE LOWEST FLOOR AND LOWEST ADJACENT GRADE WILL BE ABOVE THE BASE FLOOD ELEVATION OF 11 AS SUCH NC) FLOOD VENTS ARE PROPOSED.THE BOTTOM FLOOR LISTED IN ITEM C2.a IS THE SAME AS THE GARAGE FLOOD LISTED IN ITEM C2.d FEMA Form 086-0-33(12/19) Replaces all previous editions. Form Page 2 of 6 OMB No. 1660-0008 ELEVATION CERTIFICATE Expiration Date: November 30,2022 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: 74 WHITE CEDAR ROAD City State ZIP Code Company NAIC Number WEST YARMOUTH Massachusetts 02673 SECTION E BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items El—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A,B,and C. For Items El—E4,use natural grade,if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a) Top of bottom floor(including basement, crawispace,or enclosure)is El feet ❑meters ❑above or El below the HAG. b) Top of bottom floor(including basement, crawlspace,or enclosure)is ❑feet ❑meters El above or ❑below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 1-2 of Instructions), the next higher floor(elevation C2.b in the diagrams)of the building is ❑feet El meters El above or El below the HAG. E3. Attached garage(top of slab)is .. El feet ❑meters ❑above or El below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or El below the HAG. E5. Zone AO only:If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? El Yes ❑ No El Unknown. The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B,and E for Zone A(without a FEMA-Issued or community-issued BFE)or Zone AO must sign here.The statements in Sections A,8,and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here If attachments. FEMA Form 086-0-33(12/19) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30,2022 IMPORTANT: In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE quilding Street Address(including Apt.,Unit,Suite,and/or Bldg. No.)or P.O.Route and Box No. Policy Number. 74 WHITE CEDAR ROAD City State ZIP Code Company NAIC Number WEST YARMOUTH Massachusetts 02673 SECTION G COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable item(s)and sign below.Check the measurement used in Items 08-G10. In Puerto Rico only,enter meters. G1. 9 The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer,or architect who is authorized by law to certify elevation information.(Indicate the source and date of the elevation data in the Comments area below.) 02. 9 A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE) or Zone AO. G3. ❑ The following information(Items G4-G10)is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for. 9 New Construction 9 Substantial Improvement G8. Elevation of as-built lowest floor(including basement) of the building: 9 feet 9 meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: 9 feet ❑ meters Datum G10. Community's design flood elevation: 9 feet 9 meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments(including type of equipment and location,per C2(e),if applicable) 9 Check here if attachments. FEMA Form 086-0-33(12/19) Replaces all previous editions. Form Page 4 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Expiration Date: November 30,2022 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: • 74 WHITE CEDAR ROAD City State ZIP Code Company NAIC Number WEST YARMOUTH Massachusetts 02673 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View"and"Rear View';and, if required,"Right Side View"and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. A r ' 4 L z+,.1 ha r,.� - ,...";',24;;;;J:.,-.,;;.;''''''',4;1,.-- i t an ,, i _ ,.,,-1..=,,, "k '' atom �.. �'t� h ,ys 4tPi`4 T 1. 31 ",`. '.' .: 4!, . r r,,,-.,.,,,-" hid' :141,- 6�a rM 4"RIs' "'0. �' 4.. - v� _ \Vxiummro.m, �. 9 esti sA 4�" 1. /1:0 � ... "c Milir �` s . Biu b"t 'r P r Y ,R,M1+W, % Y p .` '' .u.. .r9m, i~ Aft A "1•"' I Ir'ti `' "a , s...=.;,. Photo One Photo One Caption STREET FACING VIEW � G_ 7f s'nry .....,..r,,,-;'-'" y g W ke., rr,; ill AGE T k,,: r. --err p _ "lr.'se.• Uiyn .x ...w , xx. a 1 Photo Two Photo Two Caption GARAGE SIDE VIEW Form Page 5 of 6 FEMA Form 086-0-33(12/19) Replaces all previous editions. BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE Continuation Page Expiration Date: November 30,2022 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. 74 WHITE CEDAR ROAD City State ZIP Code Company NAIC Number WEST YARMOUTH Massachusetts 02673 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. Photo Three Photo Three Photo Three Caption Photo Four Photo Four Photo Four Caption ( <2' ) Replaces all previous editions. Pa o 6 FEMA Form 086-0-33 12119 Form Pagea 6 of 6 \O oi' Conservation Office , y Town of Yarmouth bdirienzo@yarmouth .ma.us 'x Conservation Commission @Yarmouth.ma.us Building Permit Sign-off Application IEC E I V E D TO BE FILLED OUT BY BUILDING PERMIT APPLICA T. NOV 3 0 �Q22 Building Site Location: 7 h'/Tk -AP ' A 0 BUILD! Map# 9 Lot(s)# Property Owner. $/IfAs e4,4 6 4 1—ht Date filed: 1/ '/7 • a-0 ;Applicant: ..4 0 d I L4 Ai/4j,1 � /FJ/tlA1 kvi Applicant Address: ( 0 7 Atm/ c ?t f �; ' rN 0 0711 4(4 402 5 It//O/Od . e,fl4ryEmal:� �.1-.SPO Telephone: /gl- �/�` 49.5-80 Please e:by submitting ,the applicant grants permiss" n to the Conservation Office to enter the location to conduct a site visit(if needed). Proposed Project Description: /J1jvV ( Src , f oc Tw D gr4 iOET i" Site Plan Title/Date: , T G(//-//r,E i-,O 44 4o' .e -- / • il • olio g-a---- cOci,1\ o Lc, r c1, TO BE FILLED OUT BY CONSERVATION ADMINISTRATOR: Does the proposed project require a permit? �i e'5 Refer to: SE83- 23 tiC\ or DOA permit _________ - i Comments from Conservation Commission:Approved Conditionally Approved Rejected Conservation Commission Sign-off Signature: ( ( Date: 1 Ti *TO APPLICANT: All work-related debris shall be taken offsite or disposed in a legal upland location. At the end of each day, the area shall be clean and no debris shall be in the Resource Area. If work is permitted under an Order of Conditions, please arrange a pre-construction site visit with the Conservation Administrator. At the time of site visit, the MassDEP File Number sign must be installed, along with the erosion control/work-limit line. A copy of the Order of Conditions must remain on-site during construction. Please refer to the Order of Conditions for further details. .017:1:44,y',,,: TOWN OF YARMOUTH .. HEALTH DEPARTMENT -- ,. : PERMIT APPLICATION SIGN OFF TRANSMITT RECEIVED To he completed by Applicant: '77 Building Site Location: ) --) . f,. Proposed Improvement: 60 ti\ 17€.'w, VA O\'A, & ,; ...-t°"1 6 - ¢ ' - I7 Be.?d u OC7vN't c l c +r'S C 4`c ,' L. L C/N'i. r,� ry „ , V /r Applicant:V l<. vo e, a"c=\\ Lo,,'de J l l -.,j {{y3,011), Tel. No.: e I - i ?--•1'. ) / Address: 3 C. 7 `/V (ii,`r Si • r `‘„ 0)-7440 Date Filed: ( I i 1-7)31. -- **/fyou would like e-mail notification of sign off please provide e-mail address:li ookvl e, 1(}'vL.('. >_-I r ti j t�, t� Owner Name: {)Vi.+ p j S CPC,4; ', (c LLC, ` Owner Address: LI SOO N if ,QC r), ,e,‘VN, A T o 1k i ,t) f , Owner Tel. No.: c5CO '3?--S 3, . .1...),. RESIDENTIAL AND/OR COMMERCIAL BUILDING HEALTH DEPARTMENT: Determines Compliance to State and Town Regulations; i.e., Requirements For Septage Disposal and other Public Health Activities. Please submit three (3) copies of plans, to include: (1.) Site Plan showing existing buildings, water line location, REczt\f7D and septic system location; (2.) Floor plan labeling ALL rooms within building NOV 17 2022 (all existing and proposed) — HEALTH DEPT. Note: Floor plans not required for decks, sheds, windows, roofing; (3.) If necessary, Title 5 application signed by licensed installer with fee. '-1 (_`) ,71 :71---- REVIEWED BY: t/ ( ,a' `,-''� DATE: /c / - PLEASE NOTE COM ENTS/CONDITIONS: ,-7 .. f," -? T✓7 ' v-Li ----- 1,..s-11,-<-- ll 1 / ,„,/,,,t.4., C- k LI ---? ) .>,^E c- t,,;`)(Ix -,0 i)e- Pe Li/ cr Qt.-- Lc) t Th 'C' 1 IT-SI t _ .'`l ` <l Lt-t-'4‹: Longfellow Design Build Cover Tel:617 548-1407 tgalligappe@gmail.com PROPOSED PROJECT: 174 White Cedar Road j Date: ' 10.28.22 1 Location: 'W Yarmouth j Design Criteria IInternational Residential( 2015 Iwth MA/Amendments(9th Edition) Load Combinations(Allowable Stress Design) 1. D 4. D+(W or.7E)+L+(Lr or S or R) 2. D+L 5. .6D+W 3. D+L+(LrorSorR) 6. .6D+.7E Wind: IBC Section 1609:Wind Loads and ASCE 7(Chapter 6) Basic Wind Speed(1609.3) 3sec gust I 1C40 ' I mph Exposure Category Design Wind Loads Struct 6.5.15 F=lambda*Kzt*I*Ps30 I= I I 1.00 V= 140.00 Ps30 see chart F6-3 Kzt=(1+K1*K2*K3)^2= I 1.00 1 Lambda 1.35 Roof I4 I 18.43 'deg slope 12 Seismic: 12 ASCE7-05 X direction Dual R= 2.5 I Cd4 Y direction = Shear walls R= 2.5 Cd=14 Site Class I D j 0.22 S1=1 Smb= 0.22 0.057 I Fv= I 2.401 Sml= 0.14 Sds=2/3(Smb) 0.15 Sd 1=2/3(Sm 1) 0.09 Vertical: IRBC Chapter 8 pages 373-435 ROOF: DEAD (description) psf Insulation Batt R30 3.00 Sheathing Plywood 1/2CDX 1.50 Rafters Framing 2X/@16 3.00 Ceiling Joists Framing 2X 2.00 Covering gyp 1/2 gyp 2.50 Misc 3.00 15.000 psf Engineering Calculations Phipps Lateral Calc-Garage Page 1 of 2 i Longfellow Design Build Cover Tel:617 548-1407 tgalliganpe@gmail.com Vertical: LIVE Slope I Multi I 20.00 psf IBC Chapter Live Ld equ 20psf(R1)R2 (R1(area)R2 Slope R1=I 1.00 area<200sf I "f"="rise" R2= 1.2-.05*F R2= 1.2 SNOW Snow(1608) Pf= 30 psf governs Pg(F1608.2) 13001 Exp B Ce= 1 Ct= 0 FLOOR: DEAD Covering wood 2.50 Sheathing 3/4"T&G 2.20 Joists 2X 3.30 Ceiling Covering 1/2"gyp 2.00 Misc 10.00 20.00 psf DECK: 10.00 psf FLOOR: LIVE(1607) General/living 40 psf Bedrooms 30 (psf Deck 60 I psf WALL: Plywood(exteior) 1/2"CDX 2.00 Interior Wall Covering 1/2"Gyp 2.00 Wall Insulation R19 2.50 �. OF A49S Exterior Covering Shingle 2.00 4c. 4. Wall Framing 2X4's @ 16 2.00 TFK)MAS yGs 10.50 psf GALLIGAtd i N No 39190 a A�SS/ONAL. v'- These These calculations were based on design criteria provided by Owner and/or architect, The pages included within this set of calculations contain propriety information and may not be reproduced in any manner without the written permission of the engineer. Engineering Calculations Phipps Lateral Calc-Garage Page 2 of 2 i Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: FJ#1 2X10 16 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ Load Combination: 875 psi E:Modds of Elasticity ASCE 7-16 Fb- 875 psi Ebend-xx 1400ksi Fc-Prll 1150 psi Eminbend-xx 510 ksi Wood Species : Spruce-Pine-Fir Fc-Perp 425 psi Wood Grade : No.1/No.2 Fv 135 psi Ft 450 psi Density 26.22pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase b D(0.0266)L(0.0532) 0 b 1411 2x10 Span=13.0 8 I. Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.020, L=0.040 ksf, Tributary Width= 1.330 ft, (FLOOR) DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0. Design OK 881: 1 Maximum Shear Stress Ratio = 0.378 : 1 Section used for this span 2x10 Section used for this span fb:Actual = 975.65psi fv:Actual 2x10 F'b = 1,106.88 psi F'v == 135 35.00 psi Load Combination +D+L .00 psi Load Combination +D+L Location of maximum ons an p = 6.500ft Location of maximum on span = 12.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.248 in Ratio= 628>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.384 in Ratio= 406>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V CD CM Ct CLx CF i Cfu C C r M fb F'b V fv F'v Shear Values D Only 0.0 0. 0.0 0.0 Length=13.0 ft 1 0.346 0.149 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.62 345.2 996.2 0.177 18.1 121.5 +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 Length= 13.0 ft 1 0.881 0.378 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.74 975.6 1,106.9 0.477 51.1 135.0 +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.15 Length=13.0 ft 1 0.591 0.254 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.46 818.0 1,383.6 0.40 42.8 168.8 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 Length=13.0 ft 1 0.117 0.050 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.37 207.1 1,771.0 0.10 10.8 216.0 • Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:PHIPPS.ec6 1 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan 1 (c)ENERCALC INC 1983-2022 DESCRIPTION: FJ#1 2X10 16 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.3842 6.547 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.535 0.535 Max Upward from Load Combinations 0.535 0.535 Max Upward from Load Cases 0.346 0.346 D Only 0.189 0.189 +D+L 0.535 0.535 +D+0.750L 0.449 0.449 +0.60D 0.114 0.114 L Only 0.346 0.346 4 k Project Title: Engineer: Project ID: Project Descr: Wood BeamProject File:PHIPPS.ec8 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: DJ#1 2X6 12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,400.0 ksi Fc-Prll 1,150.0 psi Eminbend-xx 510.0 ksi Wood Species : Spruce-Pine-Fir Fc-Perp 425.0 psi Wood Grade : No.1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.220pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase c v 0(0.01)L(o.06) o v b 14111 2x6 f Span=3.50ft 14 11 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.010, L=0.060 ksf, Tributary Width= 1.0 ft, (FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.133 1 Maximum Shear Stress Ratio = 0.125 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 173.73 psi fv:Actual = 16.94 psi F'b = 1,308.13 psi F'v = 135.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 6001>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.008 in Ratio= 5035>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=3.50 ft 1 0.024 0.022 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.02 27.9 1,177.3 0.01 2.7 121.5 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length=3.50 ft 1 0.133 0.125 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.11 173.7 1,308.1 0.09 16.9 135.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 Length=3.50 ft 1 0.084 0.079 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.09 137.3 1,635.2 0.077 13.4 168.8 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length=3.50 ft 1 0.008 0.008 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.01 16.8 2,093.0 0.01 1.6 216.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: DJ#1 2X6 12 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0083 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.125 0.125 Max Upward from Load Combinations 0.125 0.125 Max Upward from Load Cases 0.105 0.105 D Only 0.020 0.020 +D+L 0.125 0.125 +D+0.750L 0.099 0.099 +0.60D 0.012 0.012 L Only 0.105 0.105 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File.. PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: DB#1_2X8_0.08/0.42 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,400.0 ksi Fc-Prll 1,150.0 psi Eminbend-xx 510.0 ksi Wood Species : Spruce-Pine-Fir Fc-Perp 425.0 psi Wood Grade : No.1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.220pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Ns a D(0.02)L(0.12) b S eili 2x8 ( 1J Span=7.0ft 14 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.010, L=0.060 ksf, Tributary Width=2.0 ft, (DECK) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.75fi 1 Maximum Shear Stress Ratio = 0.422 : 1 Section used for this span 2x8 Section used for this span fb:Actual = 2x8 794.14 psi fv:Actual = 57.04 psi Pb = 1,050.00 psi F'v = 135.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio= 859>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.116 in Ratio= 726>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb Pb V fv F'v D Only 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.130 0.073 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.13 122.9 945.0 0.06 8.8 121.5 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.756 0.422 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.87 794.1 1,050.0 0.41 57.0 135.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.477 0.267 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.69 626.3 1,312.5 0.33 45.0 168.8 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.044 0.025 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.08 73.8 1,680.0 0.04 5.3 216.0 • ,. Project Title: Engineer: Project ID: Project Descr: Wood Bea111 Project File:PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: DB#1 2X8 0.08/0.42 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1157 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.497 0.497 Max Upward from Load Combinations 0.497 0.497 Max Upward from Load Cases 0.420 0.420 D Only 0.077 0.077 +D+L 0.497 0.497 +D+0.750L 0.392 0.392 +0.60D 0.046 0.046 L Only 0.420 0.420 x • x Project Title: Engineer: ' Project ID: Project Descr: Wood Beam Project t=ale:PHIPPS•ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR#1_(3)11.87LVL_2.57/2.92 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b v D(0.13)L(0.26) a 0 a D(0.0525)L(0.105) a a 3 8 b b b D(0.12) S c b tli 3-1.75x11.87 Span=16.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.120 ksf, Tributary Width= 1.0 ft, (wall) Uniform Load : D=0.0150, L=0.030 ksf, Tributary Width=3.50 ft, (roof) Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=6.50 ft, (2nd floor) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.845 1 Maximum Shear Stress Ratio = 0.415 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 2,201.15 psi fv:Actual = 118.39 psi F'b = 2,603.71 psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.125ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.393 in Ratio= 496>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.738 in Ratio= 264>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=16.250 ft 1 0.439 0.216 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 10.59 1,029.5 2,343.3 2.30 55.4 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.250 ft 1 0.845 0.415 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 22.63 2,201.1 2,603.7 4.92 118.4 285.0 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.250 ft 1 0.586 0.288 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 19.62 1,908.2 3,254.6 4.27 102.6 356.3 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.250 ft 1 0.148 0.073 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.35 617.7 4,165.9 1.38 33.2 456.0 Project Title: Engineer: • Project ID: Project Descr: Wood Beam Project File:PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR#1_(3)11.87LVL_2.57/2.92 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.7385 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.571 5.571 Max Upward from Load Combinations 5.571 5.571 Max Upward from Load Cases 2.966 2.966 D Only 2.606 2.606 +D+L 5.571 5.571 +D+0.750L 4.830 4.830 +0.60D 1.563 1.563 L Only 2.966 2.966 ! - Y Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:PHIPPS,ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: RR#1_(2)2X10_16 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,400.0 ksi Fc-PrIl 1,150.0 psi Eminbend-xx 510.0ksi Wood Species : Spruce-Pine-Fir Fc-Perp 425.0 psi Wood Grade : No.1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.220pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01995)L(0,0399) s 3 a b 141161 2x10 Span=6.50ft 14 li Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0150, L=0.030 ksf, Tributary Width= 1.330 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.167. 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 2x10 Section used for this span 2x10 fix Actual = 184.81 psi fv:Actual = 16.80 psi Pb = F'v 1,106.88 psi = 135.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.250ft Location of maximum on span = 5.741 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 6702>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.018 in Ratio= 4287>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=6.50 ft 1 0.067 0.050 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.12 66.6 996.2 0.06 6.1 121.5 +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length=6.50 ft 1 0.167 0.124 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.33 184.8 1,106.9 0.16 16.8 135.0 +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length=6.50 ft 1 0.112 0.084 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.28 155.3 1,383.6 0.13 14.1 168.8 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length=6.50 ft 1 0.023 0.017 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.07 40.0 1,771.0 0.03 3.6 216.0 t Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: RR#1_(2)2X10_16 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+' Defl Location in Span +D+L 1 0.0182 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.203 0.203 Max Upward from Load Combinations 0.203 0.203 Max Upward from Load Cases 0.130 0.130 D Only 0.073 0.073 +D+L 0.203 0.203 +D+0.750L 0.170 0.170 +0.60D 0.044 0.044 L Only 0.130 0.130 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: RB#1_(3)16" LVL_1.37/2.19 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.Opsi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0975)L(0.195) b b d b01 .1 3-1.75x16 Span=22.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0150, L=0.030 ksf, Tributary Width=6.50 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.430 1 Maximum Shear Stress Ratio = 0.197 : 1 Section used for this span 3-1.75x16 Section used for this span 3-1.75x16 fb:Actual = 1,074.67 psi fv:Actual = 56.25 psi F'b = 2,500.24psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.250ft Location of maximum on span = 21.186 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.316 in Ratio= 855>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.513 in Ratio= 526>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=22.50 ft 1 0.184 0.084 0.90 1.00 1.00 1.00 0.962 1.00 1.00 1.00 7.72 413.6 2,250.2 1.21 21.6 256.5 +D+L 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.50 ft 1 0.430 0.197 1.00 1.00 1.00 1.00 0.962 1.00 1.00 1.00 20.06 1,074.7 2,500.2 3.15 56.2 285.0 +D+0.750L 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.50 ft 1 0.291 0.134 1.25 1.00 1.00 1.00 0.962 1.00 1.00 1.00 16.98 909.4 3,125.3 2.67 47.6 356.3 +0.60D 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.50 ft 1 0.062 0.028 1.60 1.00 1.00 1.00 0.962 1.00 1.00 1.00 4.63 248.2 4,000.4 0.73 13.0 456.0 t Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: RB#1_(3)16" LVL_1.37/2.19 Overall Maximum Deflections Load Combination Span Max.'="Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5130 11.332 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.566 3.566 Max Upward from Load Combinations 3.566 3.566 Max Upward from Load Cases 2.194 2.194 D Only 1.373 1.373 +D+L 3.566 3.566 +D+0.750L 3.018 3.018 +0.60D 0.824 0.824 L Only 2.194 2.194 x Project Title: Engineer: Project ID: Project Descr: eaProject File:PHIPPS.ec6 Wood B LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR#1_(3)2X8_0.94/1.14 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 875 psi Ebend-xx 1400 ksi Fc-PrIl 1150 psi Eminbend-xx 510ksi Wood Species : Spruce-Pine-Fir Fc-Perp 425 psi Wood Grade : No.1/No.2 Fv 135 psi Ft 450 psi Density 26.22pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.42)L(2.19) o D(0 12) d 6 c D(0.015+L(0.03) o p i3-2x8 Ail, L - I' Span=3.250ft J Applied Loads Service loads entered.Load Factors- will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0150, L=0.030 ksf, Tributary Width= 1.0 ft, (ROOF) Uniform Load: D=0.120 ksf, Tributary Width= 1.0 ft, (WALL) Point Load : D= 1.420, L=2.190 k @ 1.625 ft, (RB#1 POST) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.916 1 Maximum Shear Stress Ratio = 0.675 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 961.54 psi fv:Actual = 91.10 psi F'b = 1,050.00 psi F'v = 135.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.625ft Location of maximum on span = 2.657 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 2789>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.025 in Ratio= 1586>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=3.250 ft 1 0.432 0.324 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.34 407.8 945.0 0.86 39.3 121.5 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=3.250 ft 1 0.916 0.675 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.16 961.5 1,050.0 1.98 91.1 135.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=3.250 ft 1 0.627 0.463 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.70 823.1 1,312.5 1.70 78.2 168.8 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=3.250 ft 1 0.146 0.109 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.80 244.7 1,680.0 0.51 23.6 216.0 p Y Project Title: Engineer: • Project ID: Project Descr: Woo Beam Project File.PHIPPS.ec6 LIC#:KW-06012097,Build:20.22.10.25 Thomas Galligan (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR#1_(3)2X8_0.94/1.14 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0246 1.637 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.083 2.083 Max Upward from Load Combinations 2.083 2.083 Max Upward from Load Cases 1.144 1.144 D Only 0.939 0.939 +D+L 2.083 2.083 +D+0.750L 1.797 1.797 +0.60D 0.563 0.563 L Only 1.144 1.144 Longfellow Design Build SW-TOP-LONG Tel:617 548-1407 tgal liganpe@gmail.com FRAMING DL(psf) LL(psf) SL(psf) Roof 15.00 20.00 30.00 Wall 10.50 Floor 20.00 40.00 30.00 Ceiling 10.00 10.00 Deck 10.00 60.00 Line 1 Peq= 3056.6 lbs CL#1 TO CL#2 23.00 FT ZONE A= 6.60 FT 2051.78 ZONE C= ' 4,90 FT 1004.77 LATERAL LOAD LENGTH SHEAR LOAD OVERTURNING MOMENT WL-1-1 2 1528.28 lbs 11462.07 lb-FT WL-1-2 2 1528.28 lbs 11462.07 lb-FT WL-1-3 0 0.00 lbs 0.00 lb-FT WL-1-4 0 0.00 lbs 0.00 lb-FT TOTAL 4 3056.55 lbs 764.14 WALL TYPE TYPE 3 Diaphragm 13 235.12 6i0@d RESISTING WEIGHT Wall Height(ft) 7.50 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-1-1 15.00 2.00 20.00 0.00 78.75 WL-1-2 15.00 2.00 20.00 0.00 78.75 WL-1-3 15.00 2.00 20.00 0.00 78.75 WL-1-4 15.00 2.00 20.00 0.00 78.75 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(lb-FT) UPLIFT(-Ib) WL-1-1 108.75 217.50 -5622.28 ICMST14 wall1 WL-1-2 108.75 217.50 -5622.28 ICMST14 wall 1 WL-1-3 108.75 0.00 0.00 WL-1-4 108.75 0.00 0.00 LARGEST STRAPICMST14 Capacity= 6490 I CMST14 I Engineering Calculations Phipps Lateral Calc-Garage Page 1 of 6 i Longfellow Design Build SW-TOP-LONG Tel:617 548-1407 tgalliganpeggmail.com Line 2 Peq= 3056.6 lbs CL#1 TO CL#2 23.00 FT ZONE A= 6.60 FT 2051.78 CL#2 TO CL#3 0.00 FT ZONE C= 4.9 FT 1004.77 check LATERAL LOAD LENGTH SHEAR LOAD OTM WL-2-1 2 1528.28 lbs 11462.07 lb-FT WL-2-2 2 1528.28 lbs 11462.07 lb-FT WL-2-3 0 0.00 lbs 0.00 lb-FT WL-2-4 0 0.00 lbs 0.00 lb-FT TOTAL 4 3056.55 lbs 764.14 WALL TYPE TYPE 3 Diaphragm 13 235.12 Good RESISTING WEIGHT Wall Height(ft) 750 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-2-1 15.00 2.00 20.00 0.00 78.75 WL-2-2 15.00 2.00 20.00 0.00 78.75 WL-2-3 15.00 0.00 20.00 0.00 0.00 WL-2-4 15.00 0.00 20.00 0.00 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(lb-FT) UPLIFT(-lb) WL-2-1 108.75 217.50 -5622.28 ICMST14 wall 2 WL-2-2 108.75 217.50 -5622.28 ICMST14 wall 2 WL-2-3 0 0.00 0.00 WL-2-4 0 0.00 0.00 LARGEST STRAPICMST14 Capacity= 6490 I CMST14 I Engineering Calculations Phipps Lateral Calc-Garage Page 2 of 6 Longfellow Design Build SW-TOP-TRANS Tel:617 548-1407 tgal1 iganpe@gmai 1.c om FRAMING DL(psf) LL(psf) SL(psf) Roof 15.00 20.00 30.00 Wall 10.50 Floor 20.00 40.00 30.00 Ceiling 10.00 10.00 Deck 10.00 60.00 Line A Peq= 2020.7 lbs CL#A TO CL#B 13.00 i FT ZONE A=' 6.50 FT 2020.70 ZONE C= 0.00 FT 0.00 LATERAL LOAD LENGTH SHEAR LOAD OVERTURNING MOMENT WL-A-1 8 2020.70 lbs 15155.23 lb-FT WL-A-2 0 0.00 lbs 0.00 lb-FT WL-A-3 0 0.00 lbs 0.00 lb-FT WL-A-4 0 0.00 lbs 0.00 lb-FT TOTAL 8 2020.70 lbs 252.59 WALL TYPE TYPE 1 Diaphragm 23 87.86 Good RESISTING WEIGHT Wall Height(ft) 7.50_ ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-A-1 15.00 6.50 20.00 0.00 78.75 WL-A-2 15.00 0.00 20.00 0.00 0.00 WL-A-3 15.00 0.00 20.00 0.00 0.00 WL-A-4 15.00 0.00 ' 20.00 0.00 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(lb-FT) UPLIFT(-Ib) WL-A-1 176.25 5640.00 -1189.40 ICS18 wall 3 WL-A-2 0 0.00 0.00 WL-A-3 0 0.00 ( 0.00 I I WL-A-4 0 0.00 I 0.00 I I LARGEST STRAP ICS18 Capacity= 1370 I CS18 I Engineering Calculations Phipps Lateral Calc-Garage Page 1 of 6 1 Longfellow Design Build SW-TOP-TRANS Tel:617 548-1407 tgalliganpe@gmail.com Line B Peq= 2020.7 lbs CL#A TO CL#B 13.00 FT ZONE A= 6.50 FT 2020.70 CL#B TO CL#C 0.00 FT ZONE C= 0 FT 0.00 Check LATERAL LOAD LENGTH SHEAR LOAD OTM WL-B-1 8 2020.70 lbs 15155.23 lb-FT WL-B-2 0 0.00 lbs 0.00 lb-FT WL-B-3 0 0.00 lbs 0.00 lb-FT WL-B-4 0 0.00 lbs 0.00 lb-FT TOTAL 8 2020.70 lbs 252.59 WALL TYPE TYPE 1 Diaphragm 23 87.86 GOOd RESISTING WEIGHT Wall Height(ft) 7.50 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-B-1 15.00 6.50 20.00 0.00 78.75 WL-B-2 15.00 0.00 " 20.00 0.00 0.00 WL-B-3 15.00 0.00 20.00 0.00 0.00 WL-B-4 15.00 0.00 20.00 0.00 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(lb-FT) UPLIFT(-Ib) WL-B-1 176.25 5640.00 -1189.40 1CS18 IwaII4 WL-B-2 0 0.00 ( 0.00 WL-B-3 0 0.00 0.00 I I WL-B-4 0 0.00 ( 0.00 I I LARGEST STRAP ICS18 Capacity= 1370 I DOUBLE REQUIRED 2740 Engineering Calculations Phipps Lateral Calc-Garage Page 2 of 6 l . � Longfellow Design Build SW-BOTTOM-LONG Tel:617 548-1407 tgalliganpe@gmail.com FRAMING DL(psf) LL(psf) SL(psf) Roof 15.00 20.00 30.00 Wall 10.50 Floor 20.00 40.00 30.00 Ceiling 10.00 10.00 Deck 10.00 60.00 Line 1 Peq= 7645.5 lbs Upper Peq= 3056.6 CL#1 TO CL#2 23.00 FT ZONE A= ' 6,60 FT 3068.79 ZONE C= 4.90 FT 1520.14' LATERAL LOAD LENGTH SHEAR LOAD OVERTURNING MOMENT WL-1-1 5.25 3822.74 lbs 31537.62 lb-FT WL-1-2 5.25 3822.74 lbs 31537.62 lb-FT WL-1-3 0.00 lbs 0.00 lb-FT WL-1-4 0.00 lbs 0.00 lb-FT TOTAL 10.5 7645.48 lbs 728.14 WALL TYPE TYPE 3 Diaphragm 12.5 367.11 6,4,12 in nailing Good RESISTING WEIGHT Wall Height(ft) 8.25 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-1-1 15.00 2.00 20.00 2.00 86.63 WL-1-2 15.00 2.00 20.00 2.00 86.63 WL-1-3 15.00 0.00 20.00 0.00 0.00 WL-1-4 15.00 0.00 20.00 0:00 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(Ib-FT) UPLIFT(-Ib) WL-1-1 156.625 2158.49 I -5596.03 1H0U$-Sd52.5 I WALL 5 WL-1-2 156.625 2158.49 -5596.03 'H01.18-5052.5 IWALL 5 WL-1-3 0 0.00 ( 0.00 WL-1-4 0 0.00 0.00 I I LARGEST STRAPIHDU8-5D52.5 Capacity= 4870 I Engineering Calculations Phipps Lateral Calc-Garage Page 1 of 6 Longfellow Design Build SW-BOTTOM-LONG Tel:617 548-1407 tgalliganpe@gmail.com Line 2 Peq= 7645.5 lbs Upper Peq= 3056.6 CL#1 TO CL#2 23.00 FT ZONE A= 6.60 FT 3068.79 CL#2 TO CL#3 FT ZONE C= 4.9 FT 1520.14 Check LATERAL LOAD LENGTH SHEAR LOAD OTM WL-2-1 I 12.75 `- I 7645.48 lbs 63075.25 lb-FT WL-2-2 0 0.00 lbs 0.00 lb-FT WL-2-3 0 0.00 lbs 0.00 lb-FT WL-2-4 0 0.00 lbs 0.00 lb-FT WL-2-5 0 0.00 lbs 0.00 lb-FT TOTAL 12.75 7645.48 lbs 599.65 WALL TYPE TYPE 2 Diaphragm 13 352.99 6,4,12 in nailing Good RESISTING WEIGHT Wall Height(ft) 8.25 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-2-1 15.00 2.00 20.00 2.00 86.63 WL-2-2 15.00 0.00 20.00 0.00 0.00 WL-2-3 15.00 0.00 20.00 0.00 0.00 WL-2-4 15.00 0.00 20.00 0.00 0.00 WL-2-5 15.00 0.00 20.00 0.00 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(lb-FT) UPLIFT(-Ib) WL-2-1 156.625 12730.68 -3948.59 IHDUS-SDS2.5 (WALL 6 WL-2-2 0 0.00 I 0.00 I I WL-2-3 0 0.00 ' 0.00 I I WL-2-4 0 0.00 0.00 I I WL-2-5 0 0.00 ( 0.00 I I LARGEST STRAP I Capacity= 5020 I Engineering Calculations Phipps Lateral Calc-Garage Page 2 of 6 Longfellow Design Build SW-BOTTOM-TRANS Tel:617 548-1407 tgalliganpe@gmail.com FRAMING DL(psf) LL(psf) SL(psf) Roof 15.00 20.00 30.00 Wall 10.50 Floor 20.00 40.00 30.00 Ceiling 10.00 10.00 Deck 10.00 60.00 Line A < Peq= 5043.0 lbs Upper Peq= 2020.7 CL#A TO CL#B 13.00 FT ZONE A= 6,50 FT 3022.29. ZONE C= i 0.00 FT 0.00 Check LATERAL LOAD LENGTH SHEAR LOAD OVERTURNING MOMENT WL-A-1 3.25 2521.49 lbs 20802.33 lb-FT WL-A-2 3.25 2521.49 lbs 20802.33 lb-FT WL-A-3 0 0.00 lbs 0.00 lb-FT WL-A-4 0 0.00 lbs 0.00 lb-FT TOTAL 6.5 5042.99 lbs 775.84 WALL TYPE TYPE 3 Diaphragm 22 137.38 Good RESISTING WEIGHT Wall Height(ft) 8.25 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-A-1 15.00 6.50 20.00 6.50 86.63 WL-A-2 15.00 6.50 20.00 6.50 86.63 WL-A-3 15.00 0.00 20.00 0.00 0.00 WL-A-4 15.00 0.00 20.00 0.00 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(lb-Fr) UPLIFT(-Ib) WL-A-1 314.125 1658.97 -5890.26 IHDQ8-SDS3 IWALL 7 WL-A-2 314.125 1658.97 -5890.26 IHDQ8-SDS3 IWALL 7 WL-A-3 0 0.00 0.00 I I WL-A-4 0 0.00 I 0.00 I LARGEST STRAPIHDQ8-SDS3 Capacity= 6645 I Engineering Calculations Phipps Lateral Calc-Garage Page 1 of 6 Longfellow Design Build SW-BOTTOM-TRANS Tel:617 548-1407 tgalliganpe@gmail.com Line B Peq= 5043.0 lbs Upper Peq= 2020.7 CL#A TO CL#B 13.00 FT ZONE A= 6.50 FT 3022.29 CL#B TO CL#C 0.00 FT ZONE C= FT 0,00 Check LATERAL LOAD LENGTH SHEAR LOAD OTM WL-B-1 S 1483.23 lbs 12607.47 lb-FT WL-B-2 7.5 2224.85 lbs 18911.21 lb-FT WL-B-3 4.5 1334.91 lbs 11346.72 lb-FT WL-B-4 0 0.00 lbs 0.00 lb-FT TOTAL 17 5042.99 lbs 177.78 WALL TYPE I TYPE 1 I Diaphragm I 22 1 137.38 Goad RESISTING WEIGHT Wall Height(ft)I 8.50 ROOF TRIB.AREA FLOOR ABOVE TRIB.AREA WALL WL-B-1 15.00 6.50 20.00 I 6.50 I 89.25 WL-B-2 15.00 6.50 20.00 I 6.50 I 89.25 WL-B-3 15.00 ( 6.50' I 20.00 I 6.50 ) 89.25 WL-B-4 15.00 0.00 20.00 I 0.00 I 0.00 RESISTING MOMENT&UPLIFT WALL LOAD(lb/FT OF WALL) RES MOM(Ib-FT) UPLIFT(-Ib) WL-B-1 316.75 3959.38 -1729.62 'HOW-5052.5 JWALL 9 WL-B-2 316.75 8908.59 ( -1333.68 ILTT2OB 1WALL8 WL-B-3 316.75 3207.09 ( -1808.81 IHDU2-5DS2.5 WALL 9 WL-B-4 0 0.00 0.00 I I LARGEST STRAPIHDU2-SDS2.5Capacity= 10350 I Engineering Calculations Phipps Lateral Calc-Garage Page 2 of 6