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0474 POPONESSETT ROAD
PIP- 44'-77-4*- F6dj2A/9S579M f i i I i TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION, r Map 05`1. Parcel ®t :' ~ Application Health Division '' Date Issued Conservation Division c, Application Fq Planning Dept. g Permit Fee _� Date Definitive Plan Approved by Planning Board Historic - OKH _ Preservation/Hyannis Project Street Address 47.4 PeT e-SU,# VA { Village Owner tit Address, LV7% Pe r ► 4 Telephone Permit Request tqtt Square feet: 1:st floor: existing proposed 2nd floor: existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Valuation'�lm, Construction Type Ig Lot Size 3 �� 54 Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family W-' Two Family ❑ Multi-Family(# units) Age of Existing Structure GI Historic House: ❑Yes ,W4go On Old King's Highway: ❑Yes Ogo Basement Type: mull LICrawl ❑Walkout ❑Other Basement Finished Area (sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing 2. new Half: existing new Number of Bedrooms: existing _new Total Room Count (not including baths): existing 4new First Floor Room Count 3 Heat Type and Fuel: allas ❑Oil ❑ Electric ❑ Other Central Air: ❑Yes Flo Fireplaces: Existing New Existing wood/coal stove: ❑Yes Coo Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑existing ❑ new size_ Attached garage: ❑existing ❑ new size _Shed: Ga'eAsting ❑ new size$o►m Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ o Commercial ❑Yes ❑ No If yes, site plan review# Current Use Proposed Use :� w APPLICANT INFORMATION _- - - (BUILDER OR HOMEOWNER)- - --— -.. Name iAr,.j a_t�, �0 t4D, Telephone Number Address License# 7 Sy Home Improvement Contractor# '► Worker's Compensation # •a ` ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE --j Gam-"- DATE FOR OFFICIAL USE ONLY APPLICATION# DATE ISSUED / MAP/PARCEL NO. -� F .-ADDRESS VILLAGE OWNER F DATE OF INSPECTION: ' FOUNDATION FRAME ' INSULATION {' FIREPLACE ; ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING c j DATE CLOSED OUT ' ASSOCIATION PLAN NO. - T Town of Barnstable F Regulatory Services 'a"R''.. Thomas F.Geiler,Director Building Division Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnst2ble.ma.us Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: 1 a t Map/Parcel: -O n Project Address VI Y P4,v ow-ssr-)7W z- Builder: The following items were noted on reviewing: Reviewed by: Ile/ Date: Q:Forms:Plnrvw The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Le ibl Name (Business/Organization/Individual): Address: City/State/Zip: MAC 4 Phone.#: S Are you an employer? Check the appropriate box: , Type of project(required):. 1.❑ I am a employer with 4. ❑ I am a general contractor and I 6. ❑New construction 96loyees(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. 8. EJ Demolition workingfor me in an capacity. employees and have workers' Y P h'• 9. ❑Building addition [No workers'comp.insurance comp. iasuranceJ required.] 5. ❑ We are a corporation and its 10.❑Electrfaal repairs or additions officers have exercised their. 11. Plumbing repairs or additions 3.❑ I am a homeowner doing all work ❑ g p myself. [No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance required.]t c. 152, §1(4), and we have no employees. [No workers' 13.❑ Other 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 anew affidavit indicating such. TContractors 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. Iam an employer that is providing workers'compensation insurance for my employees. Below is the policy andjob site information. Insurance Company Name: Policy#or Self-ins. Lic. M 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 tip to$1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDERtand 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 . Investigations of the WA for insurance coverage verification. I do hereby certify under the p and penalties of perjury that the information provided above is true and correct Si ature: 6-4A- ' Date: _ Phone#: __IVM� Official use only. Do not write in this area,to be completed by city or town officlal City or Town: Permit/License# . Issuing Authority(circle one): 1.Board of health 2.Building Department'3. City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: Information and. Instructions,t 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 buildings 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-contractor(s)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"Lhe 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 the for future 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 fo 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, telepbone-and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations i 600 Washington Street Boston, MA 02111 Tel. #617-72.7-4900 ext 406 or 1-877-MASSAFE Fax# 617-727-7749 I'I Revised 11-22-06 wwmmass.gov/dia OfIHEr Town of Barnstable Regulatory Services " B" 'MASS. t Thomas F. Geiler,Director 1639. y aes. $ �ArFDµplA,� Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.b arnstab l e.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder as Owner of the subject property hereby authorize 1. ' C (A to act on my behalf, m all matters relative to work authorized by this building permit application for: (Address of Job) Signa re ate 1 Print Name If Property Owner is applying for permit please complete the Homeowners License Exemption Form on the reverse side. f i Q10RM&O WNERPERMISSION �OpIHE r Town of]Barnstable y�P Regulatory Services BARNSTABLE, Thomas F. Geiler,Director y MASS. 16yg. Building Division lFD MA't A ,-- Tom Perry,Building Commissioner _ 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: =508-790-6230 ------------- -------------------------------________ HOMEOWNER LICENSE EXEMPTION Please Print DATE: JOB LOCATION: number street village "HOMEOWNER": name home phone# work phone# CURRENT MAILING ADDRESS: city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. ` DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on.a form acceptable to the Building Official, that he/she shall be responsible for all such work performed under the building permit (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. Thrtrrdersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requirements. Signature of Homeowner Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. 110MEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from.the provisions of this section(Section'109.1.1 -Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons.. In this case,our Board cannot proceed against.the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that-the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. Q:foims:homeexempt BTA Construction Supervisor License License: CS 57540 Expiration: 12/28/2009 Tr# 14108 -p Resb idYtion: :.10 DAVID J GADY 235 TIMBER LN C"7 - —� MARSTONS,MILLS,MA 02648 y Commissioner C?67)�IYIO4ZCI{P�C ,0�VvGIXdSQGluOfLfO �\ Board of Building Regulations and Standards License or registration valid for.individul uie only HOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: Board of Building Regulations and Standards Registration:. 114561 One Ashburton Place Rm 1301 Expirationi. 10/4/2009 Tr# 260861 - Boston,Ma.02108 Type v_DBA DAVID GADY CARPENTRY... David Gady f 235 Timber Ln — _—— Marstons Mills,MA 02648 Adm inistrator Not valid w out sin ure f ' r N 1 t Land In BARNSTABLE Belonging to Reed K.&Jacqueline Plummer Deed in Book 10057 Page 318 Land Court Certificate No. in Book Page In Barnstable Registry of Deeds Recorded Plan "Cotuit Highground,"by Bates&Chellman,Engineers Date of Plan July 1,1926 in Barnstable Registry of Deeds Plan Book 19 No. 143 Filed Plan No. - MORTGAGE INSPECTION PLAN Thomas J. McNulty, Jr.,P.C. Loan No. Jill A.Heine . 474 Poponessett Road,Cotuit 64. 66, Ct3 fnd, Cl3 fnd, (205,27)' �o� 73 " - v-c�(a o 5e� 59,200, 0 72. 62'-+ (68,90' (115,62)' 0 dh fnd, 0 dh W. POPONESSETT ROAD \lay 13,2008 JN 79304 Scale: V= 50.' CH (FND) LOTS 64 & 65 203 27, 0 0 'E 43 3 N 0 F o cOcr � a LOT N LOT i 73 72. sp- n r 69.4 N � o Q o W � 0 o ti6 Ok. 0 RD- 62�2 LOT C.R. (FND) 74 N 0 o o_ t N7013 '00„E E ROAD 66 91,301 P� 30 C.B. (FND) \ ONE 7311, FLOOD ZONE "c"_ FO UNDA TION CERTIFICA TION RES ZONE. "RF" TOWN.-COTUIT SCALE.-1 '=40 PL.REF-19 143 ELEV NIA I CERTIFY THAT THE ABOVE YANKEE SURVEY CONSULTANTS FOUNDATION IS LOCATED ON .��N Of P. 0. BOX 265 THE GROUND AS SHOWN, AND ��` UNIT 1, 40 INDUSTRY ROAD ITS POSITION—MES _____ PAULA. W € MARSTONS MILLS, MA. 02648 CONFORM TO THE ZONING LA SETBACK REQUIREMENTS OF ft 3m TEL. 428-0055 BARNSTABLE sr __�a� eyo� FAX 420-5553 _ t��.. — NQ SURD JOB PA UL A. MERITHEW DATE 11�96 NUMBER�0865 THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) I A , �- m / IL DATA TOWN OF BARNSTABLE err CERTIFICATE OF OCCUPANCY ' PARCEL ID 007 015 GEOBASE ID 177 ADDRESS �474 POPONE ET1 ROAD PHONE (508)428-0403 _ `Cotuit t` ZIP - 3 LOT 73 LOCK LOT SIZE DBA DEVELOPMENT DISTRICT CT -- PERMIT 22088 DESCRIPTION SINGLE FAMILY DWELLING (PMT_#18195) PERMIT TYPE BC00 TITLE CERTIFICATE OF OCCUPANCY % } CONTRACTORS: Department of Health, Safety 1fe. ARCHITECTS: and Environmental Services _. N , _ ... . . ice! TOTAL FEES: SHE Y _ BOND $.00 CONSTRUCTION COSTS .00 °t 756 CERTIFICATE OF OCCUPANCY 16391. �� y OWNER PLUMMER, REED ADDRESS 186 OLD MILL ROAD MARSTONS MILLS, MA BUILD No D VIS t BY i DATE ISSUED 03/28/1997 EXPIRATION DATE i THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY.EN• CROACHNIENTS r^!PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM i HE DEPARTMEN i OF PUBLIC WORKS.THE ISSUANCE OFTHI!z PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED APPROVED PLANS MUST BE RETAINED ON JOB AND FOR ALL CONSTRUCTION WORK: WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2.PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- ELECTRICAL,PLUMBING AND MECH- (READY TO LATH). PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE ANICAL INSTALLATIONS. 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. 4.FINAL INSPECTION BEFORE OCCUPANCY. VISIBLEPOSTTHIS CARD SO IT IS BUILDING INSPFOCTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 3 < 1 HEATING INSPECTION APPROVALS ENGINEERING DEPARTMENT ;SG � 0 2 ad9- j B ARD OF HEALTH l� 'V !GO OTHER: SITE WAN REVIEW APPROVAL (gutkmzw WORK SHALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS THE INSPECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY VARIOUS STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. TION. t►+e The Town of Barnstable roti� o� BARNSTABLE.$ Department of Health Safety and Environmental Services MASS. t63q. �0 CFO MAC' Building Division 367 Main Street,Hyannis,MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-790-6230 Building Commissioner Inspection Correction Notice Type of Inspection Location b ` t1'6 fl `PJ �Z�, Permit Number Owner Builder One notice to remain on jobsite, one notice on file in Building Department. The following items need correcting: , (SSA`T Nee T-6 C'G-iq--e t AD o-rC-7 Please call: 508-7 0-6(2.277 for re-inspection. Inspected by Date 2 , °l � �q 3)" �` � TOWN OF BARNSTABLE CERTIFICATE OF OCCUPANCY PARCEL ID 007 015 GEOBASE ID 177 ADDRESS 474 POPONESSETT ROAD PHONE (508)428-0403 Cotuit ZIP - LOT. 73 BLOCK LOT SIZE DBA DEVELOPMENT DISTRICT CT PERMIT 22088 DESCRIPTION SINGLE FAMILY DWELLING (PMT.#18195) PERMIT TYPE BCOO TITLE CERTIFICATE OF OCCUPANCY CONTRACTORS: „4, Department of Health, Safety ARCHITECTS: and Environmental Services TOTAL FEES: BOND $.00 CONSTRUCTION COSTS $.00 756. CERTIFICATE OF OCCUPANCY ? * 1AANSTABM MASS, OWNER PLUMMER, REED i639. ADDRESS 186 OLD MILL- ,ROAD FD MI�►I MARSTONS MILLS, MA BUILID—��'C, DIVI BY DATE ISSUED 03/28/1997 EXPIRATION DATE TOWN -OF .BARNS7.ABLE � �� ;-• BUILDING PERMIT PARCEL' ID 007 '016 GEOBASE ID 177 ADDRESS 474 POPONESSETT ROAD PHONE (508)428-0403� Cotuit ZI.P - LOT 73 BLOCS{. •LOT SIZE DBA. .- DEVELOPMENT DISTRICT. C7' PERMIT 18195 DESCRIPTION SINGLE FAMILY DW LING -(SEW.PMT.#9B-490) PERMIT TYPE BUILD TITLE NEW RESIDERTIAL� LDG PM'J' CONTRACTORS: SQUIER, MICHAEL Department of Health, Safety ARCHITECTS: and Environmental Services' TOTAL FEES: $496.00 tt1E BOND .a0 . CONSTRUCTION COSTS $160,000.00 101 SINGLE FAM HOME DETACHED 1 PRIVATE P',t13 MAS& �► OWNER PLUMMER, REED ADDRESS .186 OLD MILL ROAD DI1 ON MARSTONS MILD, MA . BUILDI, + BY DATE ISSUED -09/28/."1996 EXPIRATION" DATE - THIS PERMIT CONVEYS NO RIGHT TO.-OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY.EN- CROACHMENTS ON PUBLIC PROPERT ,NOT SPECIFICALLY PERMITTED UNDER7HE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAYBE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: APPROVED PLANS MOST.BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS FOR S BEEN MADE:WHERE A CERTIFICATE OF OCCU- ELECTRICAL,PLUMBING AND M CH- FOR (READY TO LATH). PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE 3.INSULATION. OCCUPIED UNTIL'FINAL INSPECTION HAS BEEN MADE. ANICAL INSTALLATIONS. 4.FINAL INSPECTION BEFORE OCCUPANCY. „ POST THIS ® SO IT IS VISIBLE BUILDING INSP TION APPROVALS.., PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS H• ,�y 3 c 1 HEATING INSPECAON APPROVALS ENGINEERING DEPARTMENT 2 ad9- 14BARD OF HEALTH V �► OTHER: SITE WAN REVIEW APPROVAL' .WORK SHALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS THE INSPECTOR HAS APPROVEDTHE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY VARIOUS STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. TION. 'I 6 o?a20 0 0 :+ BUILDING PERMIT . r II i Engineering Dept. 3rd floor Ma '7 Parcel I G Permit# d g g P ( ) P House# J� Date Issued Board of Health-(3rd floor)(8:15 9:30/1:00-4:30) 6 06 Conservation Office 4th floor 8:30- 9:30/1:00-2:00 1. Planning Dept. (1st floor/School Admin. Bldg.) SEP w ��TME rq five Plan Ap roved by Pl�aing Board r 19 ��� � '" }�"t, `� �V 0 � c �•'Lc.'s" o13P �� Sw Q� 1�f�d f TOWN OF BARNSfXB , Building"PermitApplication ®WN TALC®M ® SATE N�'; oject Street Address AV PO UG- SCTT O , 1 Village r Owner Address, i17/�Qsi Telephone Permit Request V--U-s A10w--2Z L First Floor /G o�3 square feet Second Floor ,, square feet Construction Type AGSI,0�EA/r//-11L Estimated Project Cost $ d O� Zoning District Flood Plain Water Protection Lot Size 5,1/ ?3/ S. F. Grandfathered es ❑No Dwelling Type: Single Family 2/Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House ❑Yes ❑No On Old King's Highway ❑Yes ❑No Basement Type: Gull Q Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: Existing New_Z_ Half: Existing New No.of Bedrooms: Existing New '3 Total Room Count(not including baths): Existing New First Floor Room Count Heat Type and Fuel: Gas ❑Oil ❑Electric ❑Other Central Air Yes ❑No Fireplaces: Existing New ' Existing wood/coal stove ❑Yes ❑No Garage: O' etached(size) Other Detached Structures: ❑Pool(size) ❑Attached(size) ❑Barn(size) ❑None ❑Shed(size) ❑Other(size) Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes aco If yes, site plan review# Current Use Proposed Use Builder Information Name Gb0ST�UC,-r1(o4y Telephone Number 61" Address 5"-f L- License# 0 s/S 3 4 CLtt! rc`ZP1z4-L � ty 6io !�52 Home Improvement Contractor# Worker's Compensation# NEW CONSTRUCTION OR ADDITIONS REQUIRE A SITE PLAN(AS BUILT)SHOWING EXISTING,AS WELL AS PROPOSED STRUCTURES ON THE LOT. ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO 1�F15 �•� SIGNATURE DATE BUILDING PERM DENIED FOR THE FOLLOWING REASON(S) FOR OFFICIAL USE ONLY PERMIT NO. DATE ISSUED - MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: p, f - FOUNDATION > e i FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH. FINAL GAS: ROUGH'_ FINAL FINAL BUILDING DATE CLOSED OUT { ASSOCIATION PLAN NO. y�ptNE► The Town of Barnstable BARNSTABLE.MASS. Department of Health Safety and Environmental Services 1619. 7 �. �'prED 61P+a`0 Building Division 367 Main Street,Hyannis, MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-796-6230 Building Commissioner Inspection Correction Notice Type of Inspection 1 � YP P � Location L4 e P4 5 Permit Number bb Owner Builder , � o U �e-A One notice to remain on jobsite, one notice on file in Building Department. The following items need correcting: 0 %mil �1 L 2y(0 1\1 I T t"LCbK Please call: 508-790-6227 for reeinspection. Inspected by Pt- Date "� LAW OFFICE OF FRANK J. SHEALEY 37 STAGE HARBOR ROAD CHATHAM,MASSACHUSETTS 02633-2223 (SO8)945-9500 FAX(508)945-4050 February 15, 1996 Mr. Ralph Crossen-Building Commissioner Department of Health, Safety, &Environment Building Division 367 Main Street Hyannis MA 02601 Re: Lot 73 Barnstable Plan book 19, page 143 474 Poponessett Road Barnstable [Cotuit] MA Dear Mr. Crossen, At the request of Mr. &Mrs. Reed K. Plummer of Marstons Mills, I have been asked to review the zoning status of Lot 73 as above referenced and my opinion thereon is as follows: 1. Lot 73 appearing on Barnstable County plan entitled "Cotuit High Ground" dated July 1 st, 1926 recorded in Barnstable Plan Book 19 at page 143 contains, according to the plan 39,200 square feet and is presently vacant and contains, according to the plan 184.53 feet of frontage on Poponesett Road. I am advised that the area in which this lot is presently located has now been zoned for one acre minimum lots and that that zoning change took place in February of 1973. I have therefore done a title on the property and the record title indicates that from September 13th 1966 to date that Lot 73 has been held in sole ownership separate and apart from any abutting lots,namely George A.Wilson and Eleanor L.Wilson from September 13th, 1966 to June 18th, 1984 thereafter by James DiAngelo from June 18th, 1984 through October 30th,1984 thereafter by Richard J.Depoto and Sandra M. Depoto from October 30th 1984 through February 14th, 1996 and now presently title stands in Reed K. Plummer & Jacqueline Plummer having r acquired Lot 73 on February 14th, 1996. Respectfull Mitted, Frank J. She Attorney or Reed K. & Jacq line Plummer FJS/aml LAW OFFICE OF FRANK J. SHEALEY 37 STAGE HARBOR ROAD,CHATHAM,MASSACHUSETTS 02633-2223-TEL.(508)945-9500-FAX(508)945-4050 r The Cunintunl+'ealth ttf Massachusctts Dt.partnunt njlndustrial Accidents . !~ _,./ Office ofinveSMSAoas `-�\_ 600 11'aSlttngton Street Boston,Jfas v. 02111 Workers' Compensation Insurance Affidavit A licant information: Please PRINT le�ib'""` " name: M location: (&9 1,4y � cite G['it/7�/�'�//�LL� /ylf7 Do2G 3 2.. Phone 1 am a homeowner performing all work myself. I am a sole proprietor and have no one working in any capacity .;..:.�`�:,.-.�-:-� � _? ate >R-�,�y:; ;-� _. �: ,. -•�_ -----�*^*'-,-•�^ae+,--�-�,r.�r--*�-*.-�,�+r-------_-`` ktT (�-ra m an emplover providing workers' compensation for my emplovees working on this job. C company name: SQo1C-< C�/U$//�CJCT/drl/ //`e address: cih•: PAX 6- ? 2-- phone insurance co. 4,/13C2i�/ )n{�TyAL _ policy# k>�/ - 3/� D-1-am a sole proprietor, eneral contracto or homeowner(circle one)and have hired the contractors listed below who have the following workers' compensation polices: company name: address: city: phone#• insurance co. policy# - --r---_:r^r��•. ::^w"7�:;� ^ '?cf.:�r-..,.,t- =: --_.•g`?�--_"c-�-----s company name: address: city phone#• insurance co. policy# .Attach additional sheet if tiecessa ri, _ ..- _._�::.r ..� ..��,b�s.g: rrilure to secure coverage as required under Section 25A of 11tGL 152 can lead to the imposition of criminal penalties of a fine up to 51.500.00 andior, une years'imprisonment as well as civil penalties in the form of a STOP NVORK ORDER and a fine of S100.00 a day against me. I understand that a cope of this statement may be forwarded to the Office of Investigations of the DIA for coverage verification. 1 do hereht•certifi rurder Nle airs peJr Dies of perjun•that the information provided above is true and correct. Si_nature Dates��� Print name M/C 1-14 L s f?LV&7? Phone# 79�249;4/1(.0 � official use only do not write in this area to be completed by city or town official citw or town: permitAicense# nBuilding Department �- []Licensing Board check if immediate response is required C3Selectmen's Office [311ealth Department contact person: phone#: rOther : (reaued Jm,P1A) . Information and Instructions Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation for their employees. As quoted loom the "law", an e►nploree is defined as every person in the service of another ui cr any contract of hire, express or implied, oral or written. An enrpinper 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 dwellino house of another who employs persons to do maintenance , construction or repair work on such dwelling house or oil the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer. 1 MGL chapter 152 section 25 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 buildings in the commonwealth for any - applicant who has not produced acceptable evidence of compliance with the insurance coverage required. Additionally, 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 in the workers' compensation affidavit completely, by checking the box that applies to your situation and supplying company names, address and phone numbers as all affidavits 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. Cite or Towns 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. Tine affidavits may be returned to the Department by mail or FAX unless other arrangements have been made. The Office of Investigations would like to thank you in advance for you cooperation and should you have any questions, please do not hesitate to give us a call. ;B�R;MTI,•n.-!:.r.:...� -,.+.,^Vn+f:r•. _.-t'At�M'1'Y.Y 4+*'f[-.[�%"S!!.' f....':►1,.tY�?s!R'•,'�w:A�+ .�TPRV.. .71 s�w"^.' "l.�A.'drft.'.9µ}11CT,'�T T��w.tspyllMT%i"^a,.i�4• The Department's address, telephone and fax number, The Commonwealth Of Massachusetts Department of Industrial Accidents Office of Investigations x: 600 «'ashington Street Boston,Ma. 02111 .r fax#: (617) 727-7749 phone #: (617) 727-4900 ext. 406, 409 or 375 li DEPARTMENT OF PUBLIC SAFETY CONSTRUCTION SUPERVISOR LICENSE Number; CS 051834 Expires; MICHAEL K SgUIER 582 BAY LN 4 CENTERVILLE, MA 81632 �p�cs A 4 ,/ Engineering & Design Co. , Inc. P.O. Box 649 Middleborough, MA 02346-0649 Tel: 508-946-3561 Fax: 508-946-1653 jet ' 1 r, +ns- a 1' p U o � C `O •� M 00 O � s v ° M 06 o � o �M o � E� A e Engineering& ROBERT M. DE5R051ER5, FE. Design Ca, inc. Consulting Engineer 508-946-3561 155 East Grove Street • Post Office Box 649 Fax 508-946-1653 Middleborough, MA 02546 December 3, 2008 Project No.2008-325 Heine Residence 474 Poponesett Road Cotuit,MA 02635 (Screen Porch) Re: Design Review of Primary Framing Elements for Proposed Screen Porch Located at 474 Poponesett Road, Cotuit,MA 02635 Mr. &Mrs. Heine: You asked me to review the primary framing elements required to complete the construction of the referenced structure with respect to their conformance with the Building Code. You have provided me with sketch plans 1 &2 for the project. The proposed Screen Porch is a 14'-6"x 12'-6" one story Shed Roof-style structure located off the rear of the existing dwelling. The proposed screen porch will be conventionally framed with timbers,ordinary dimensional 2x lumber and the use of manufactured connectors. The.screen porch will be supported at the outer edge by three (3) structural wood columns,which are supported on a series of concrete pier/footings. These pier footings should consist of`Bigfoot".bell footings or spread footings cast at or below frost depth that support 10"or 12"diameter"Sonotube"piers. The proposed screen porch is laid out in a conventional plan but requires the use of manufactured connectors to help resist lateral and uplifting forces generated on the sunroom. The basic snow load for design purposes is 25 pounds per square foot. The design wind speed is 110 miles per hour and the structure is located within Exposure Zone B. The Revised Building Code requires the application of larger lateral loads due to increase wind speed values and greater consideration of the connection between the wood superstructure and the foundation of permanent structure. There are two means of assessing the lateral load impacts on the structure as described in the Code. The first is prescriptive in that it assumes the conventional materials and methods of construction are not adequate to accommodate the horizontal and uplifting loads and prescribes manufactured connectors to exclusively deal with those loads throughout the structure. S a p y' To help transfer the forces into the floor framing,the use of solid blocking is required. r Blocking and connections shall be provided at panel edges perpendicular to floor framing i 7 j members,in the first two bays of the floor joists. The blocking shall be spaced at a maximum of 4 feet on center. This blocking helps to transfer the lateral loads into the floor system and distribute them evenly through the floor system. The roof assembly itself consists of 4x8"rafters that shall be spaced a maximum of 36" O.C. with 2x6"T&G boards for roof sheathing. The roof shingle system applied to the T&G sheathing must meet the wind velocity specification for the 110 mph zone. The roof s rafter system of the structures sits upon the top of the 4x8 beam that is supported by the 4x6 columns. The rafters must be connected to the 4x8 beam below to help resist the uplifting and lateral forces on the roof system. The most efficient way to help resist the uplift on the roof system is to connect the rafters to top of the beam. For the connection of the rafters to the 4x8 beam I recommend that you install (2) Simpson H2.5 to each rafter and attached to the 4x8 beam below. This will help resist the uplifting and lateral forces on the roof assembly and create a continuous load path from the roof down to the piers. Where the rafters meet the existing structure you must attach the rafters to the existing structure via a 2x12 ledger board. The ledger board shall be attached to the rafters of the existing structure using (2)ledger-lag screws per ledger board to existing rafter connection. The new 4x8"rafters of the screen porch shall be attached to the ledger board using(2) Timber-Lock screws per rafter to the ledger board as well as (2) Simpson A35 clips per rafter,this will connect the new rafters of the screen porch to the existing structure. The balance of the porch and deck framing can be of ordinary materials and methods. The sizes given for nails are common wire sizes. Box and pneumatic low carbon nails of equivalent diameter and equal or greater length to the specified common nails may be substituted.All mechanical connectors shall be installed following all manufactures specifications for proper installation and nailing requirements. The balance of the proposed framing scheme is consistent with the requirements of the Building Code, and if constructed as specified herein, consistent with the plans, and, according to good construction practice,this screen room,will meet the structural requirements of the Massachusetts State Building Code, Seventh Edition. If you have any questions regarding this report, or if you require additional information,please do not hesitate to call. Very Truly Yours, ASH F Ma Michael R. Shaheen. R ERT D RO 1 S � . 6770 RUCTURAL „ s ; � . e .. other method, employed here,is to conduct an engineering review establishing.the .,Dads and the ability of the component elements of the structure to accommodate them. Utilizing this method allows some of the extraordinary loads to be accommodated by fl conventional construction and specifies the design and location of manufactured connectors where required. The fastening of the screen porch to the pier footings is a critical element of the overall design for high wind construction. The dimensions and location of a structure determines the appropriate spacing,length and diameter of the anchor bolts. The appropriate sized anchor bolts to be used shall be 5/8”diameter galvanized steel anchor bolts with a minimum embedment of 12"cast into the pier footing. The built up 2x carrying beam assembly shall be secured to the pier footings with(1) Simpson ABE46 bolted to each pier footing and than secured to the built up beam assembly to tie the beam to the piers footings. The comers of the screen porch will typically experience higher lateral and uplifting forces during the occurrences of elevated wind speeds. To help deal with the forces generated in the corners of the screen room, I recommend that you install 4x6 posts to support the roof beams of the screen porch. The framing connection between the 4x6 posts and the built up 2x10 beam assemblies should be reinforced with(1) Simpson BC46 per post, secured to the bottom of the 4x6 posts and attached to the top of built up carrying beam assembly,this connection will help deal with the lateral and uplifting forces generated in this location of the screen porch. If the bottoms of the center posts are not connected to the carrying beam I recommend that you install Simpson BC46 half bases that secured to the bottom of the posts and attached to the rim joist of the deck framing. The 4x6 pressure treated posts that are directly adjacent to the existing structure shall be attached to the structure using 10"Timber-lock fasteners spaced 36"on center, securing the posts to the existing dwellings framing members. The 4x8 beam shall be connected to the existing structure using a LUS48 joist hanger to attach the beam to the existing structure. The 2x10 floor joist of the screen porch shall be connected to the built up caring beam assembly using(1) Simpson H1 per joist. The floor joists shall be connected to the existing structure using a ledger board and the appropriate sized joist hangers and following all manufactures specifications. j The 4x8 beam that sits on the 4x6 posts shall be connected to the posts using manufactured connectors. To connect the 4x8 beam to the corner posts I recommend that you use (2) Simpson LCE4 on all corner posts of the screen room. To connect the center posts to the 4x8 beam I recommend that you install (1) Simpson AC6 on both the inside and outside to connect the post to the beams.As an option to the manufactured connectors you can attach the 4x8 beam to the 4x6 posts using(2) 10"timber-lock screws per beam to post connection. If you attach the beams to the posts using the timber-lock screws you will need to attach(1) Simpson A23 angle clip to the underside of the beam where they intersect the posts. ASAPD,esIgn Engineering& RODERT M. DE5R051ER5, P.E. Co., inc. Consulting Engineer 508-946-3561 155 East Grove Street • foot Office Box 649 Fax 505-946-1653 Middleborough, MA 02346 February 3, 2009 Project No.2OO8-325 Heine Residence 474 Poponesett Road Cotuit, MA 02635 (Screen Porch) Re: Design Review of Primary Framing Elements for Proposed Screen Porch Located at 474 Poponesett Road, Cotuit,MA 02635 Mr. &Mrs. Heine: You asked me to review the primary framing elements required to complete the construction of the referenced structure with respect to their conformance with the Building Code. You have provided me with sketch plans 1 & 2 for the project. The proposed Screen Porch is a 14'-6" x 12'-6" one story Shed Roof-style structure located off the rear of the existing dwelling. The proposed screen porch will be conventionally framed with timbers, ordinary dimensional 2x lumber and the use of manufactured connectors. After reviewing the pictures depicting the attachment of the porch framing members, to the existing piers, the beam assembly, and existing structure,the attachment methods meet the design intent of the initial ASAP Engineering report dated December 3, 2008. I feel that the methods and materials as well as the manufactured connectors used to attach the new screen porch to the existing structure and footings can resist the potential lateral and uplifting forces generated on the new screen porch. If you have any questions regarding this report, or if you require additional information, please do not hesitate to call. Very Truly Yours, Michael R Shaheen. ' y �y, OF 4f,4 oeERT � G R RS m 6770 TRUC*URA,L TONAL ✓ AWC Guide to Wood Construction in High Wind Areas: I10 mph Wind Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)1 L? Engineerrng & AS4 ,design Co., Inc. 474 Poponesett Road Project No. 2008-325 Cotuit.MA 02635 (Screen Porch) Q Check Compliance 1.1 SCOPE WindSpeed (3-sec. gust)............................................................... .............................................. 110 mph Q WindExposure Category............................................................... .......................................................... B Q 1.2 APPLICABILITY Number of Stories(a roof which exceeds 8 in 12 slope shall be considered a story) .......1 stories :5 2 stories Q RoofPitch .......................................................................(Fig 2) ............................................6:12 :5 12:12 Q MeanRoof Height............................................................(Fig 2).................................................12 ft <_33' Q BuildingWidth,W ............................................................(Fig 3).............................................. 12'-6" :5 80' Q BuildingLength, L ............................................................(Fig 3)...............................................14'-6" _<80' Q Building Aspect Ratio(L/W) .............................................(Fig 4)................................................. 1.16<_3:1 Q Nominal Height of Tallest Opening2 ..................................(Fig 4)..................................................6'8" <68„ Q 1.3 FRAMING CONNECTIONS General compliance with framing connections...................(Table 2)............................................................. Q 2.1 FOUNDATION Foundation Walls meeting requirements of 780 CMR 5404.1 Concrete............................................................................................. Q 2.2 ANCHORAGE TO FOUNDATION" 5/8"Anchor Bolts imbedded or 5/8" Proprietary Mechanical Anchors as an alternative in concrete only Bolt Spacing—general ..........................................(Table 4).......................................................N/A Q Bolt Spacing from end/joint of plate ...........................(Fig 5)............................................ N/A:5 6"—12" Q Bolt Embedment—concrete.......................................(Fig 5)...... ........................................ N/A in. >_7" Q PlateWasher.............................................................(Fig 5)......................................N/A>_3"x 3"x'/<" Q 3.1 FLOORS Floor framing member spans checked ..............................(per 780 CMR Chapter 55).................................. Q Maximum Floor Opening Dimension..................................(Fig 6)................................................N/A ft:512' Q Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall (Fig 6)....................................... Q Maximum Floor Joist Setbacks Supporting Loadbearing Walls or Shearwall................(Fig 7)..................................................... 1 ft :5 d Q Maximum Cantilevered Floor Joists Supporting Loadbearing Walls or Shearwall................(Fig 8)..................................................... 1 ft <_d Q FloorBracing at Endwalls.................................................(Fig 9)................................................................. [� Floor SheathingType ................ yP ......................................(per 780 CMR Chapter 55)...........................T&G Q Floor Sheathing Thickness ...............................................(per 780 CMR Chapter 55)........................ 3/4 in. Q Floor Sheathing Fastening................................................(Table 2).............8d nails at 6 in edge/12 in field Q AWC Guide to Wood Construction in High Wind Areas: 110 nzph Wind Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)' L Engineering & _ Design Co., Inc. 4.1 WALLS Wall Height Loadbearing walls......................................................(Fig 10 and Table 5)..............................8 ft 5 10' Q Non-Loadbearing walls..............................................(Fig 10 and Table 5)..............................8 ft <_20' Q Wall Stud Spacing ......................................................(Fig 10 and Table 5).................. N/A in. <_24"o.c. Q Wall Story Offsets ......................................................(Figs 7&8).............................................. 1ft <_d Q 4.2 EXTERIOR WALLS' Wood Studs Loadbearing walls......................................................(Table 5)........................................4x6-8 ft 0 in. Q Non-Loadbearing walls..............................................(Table 5)........................................4x6-8 ft 0 in. Q Gable End Wall Bracing' Full Height Endwall Studs..........................................(Fig 10)............................................................... Q WSP Attic Floor Length..............................................(Fig 11)............................................... N/A>_W/3 Q Gypsum Ceiling Length(if WSP not used).........................(Fig 11)...............................Full Ceiling ft>_0.9W Q and 2 x 4 Continuous Lateral Brace @ 6 ft. o.c. .. (Fig 11).............................. .............................. Q or 1 x 3 ceiling furring strips @ 16" spacing min.with 2 x 4 blocking @ 4 ft. spacing in end joist or truss bays Q Double Top Plate Splice Length ......................................................(Fig 13 and Table 6).......................................6 ft Q Splice Connection(no. of 16d common nails).............(Table 6)...........................................................6 Q Loadbearing Wall Connections Lateral (no. of 16d common nails)..............................(Tables 7).........................................................2 Q Non-Loadbearing Wall Connections Lateral(no. of 16d common nails)..............................(Table 8)...........................................................2 Q Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Header Spans ......................................................(Table 9)........................................6 ft 5 in. <_ 11' Q Sill Plate Spans ......................................................(Table 9)........................................6 ft 5 in. <_ 11' Q Full Height Studs (no. of studs)..................................(Table 9).......................................................4x6 Q Non-Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) HeaderSpans...........................................................(Table 9)........................................8 ft 6 in. <_ 12' Q Sill Plate Spans.........................................................(Table 9)........................................8 ft 6 in. 5 12" Q Full Height Studs(no. of studs)..................................(Table 9).......................................................46 Q 5.1 ROOFS Roof framing member spans checked?.......................(For Rafters use AWC Span Tool, see BBRS Website) Q Roof Overhang ..................................................(Figure 19)......1 ft or less:5 smaller of 2'or U3 Q Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift..............................................(Table 12)............................................U=203 plf Q Lateral............................................(Table 12).............................................L=176 plf Q Shear.............................................(Table 12)..............................................S=77 plf Q Ridge Strap Connections, if collar ties not used per page 21... (Table 13)...............................T=138 plf Q Gable Rake Outlooker........................................(Figure 20)......1 ft or less:5 smaller of 2'or U2 Q r AWC Guide to Wood Construction in High Wind Areas: 110 nzph Wind Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)' C Engineering & Design Co, Inc. Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors Uplift..............................................(Table 14)............................................U=417lb. 0 Lateral(no. of 16d common nails)...(Table 14).......................................L=176 lb. Q Roof Sheathing Type.................................................(per 780 CMR Chapters 58 and 59) ............ Q Roof Sheathing Thickness......................................... ............................................5/8 in. >_7/16°WSP Q Roof Sheathing Fastening..........................................(Table 2)..................................................... CDX Q Notes: 1. This checklist shall be met in its entirety, excluding the specific exception noted in 2,to comply with the requirements of 780 CMR 5301.2.1.1 Item 1. If the checklist is met in its entirety then the following metal straps and hold downs are not required per the WFCM 110 mph Guide: a. Steel Straps per Figure 5 b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold Downs per Figure 18a and Figure 18b 2. Exception: Opening heights of up to 8 ft. shall be permitted when 5%is added to the percent full-height sheathing requirements shown in Tables 10 and 11. 3. The bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated#2-grade. 4. a. From Tables 10 and 11 and location of wall sheathing and Building Aspect Ratio, determine Percent Full-Height Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16"and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii. All horizontal joints shall occur over and be nailed to framing. iii. On single story construction, panels shall be attached to bottom plates and top member of the double top plate. iv. On two story construction, upper panels shall be attached to the top member of the upper double top plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates, band joists, and girders shall be a double row of 8d staggered at 3 inches on center per figures below: Vertical and Horizontal Nailing for Panel Attachment AWC Guide to Wood Construction in High Wind Areas: 110 nzph Wind Zone Massachusetts Checklist for Compliance (7so CMR 5301.2.1.1)1 ASQ Engineering & Design Co., Inc. -U WHEN THIS EDGE WBM ON r'RAr10111G L W ad NAIL$ A�6bec. ' n n t u n 1 Ir 1 � 41 i 11 11 I 11 11 11 Ir 11 11 I 11 11 M H r /1 11 Il i 11 II Y It 11 1 r rl.F 1 O 17 it ¢ 1 r F /1 II s ¢ fl i1 @ r Imo ii 10 At ii d] 11 u p n it O rl IF 1 W '-I 1 I V � is ii S t Q /1 I r 111 1 d U w J N 11 t Ir fl N II 11 1 - t - rul�saAcaua PANEt a � See DaWl on Next Page Vertical and Horizontal Nailing for Parse]Attachment AWC Guide to Wood Construction in High Wind Areas: 110 nzph Wind Zone Massachusetts Checklist for Compliance (7so CMR 5301.2.1.1)1 AS*�Design Engineering &Co. Inc. a i 1 �zN e i r r 1 1 1 1 Ir �! ti 1 1 I d it Ii 1 1 I 1 1 1 1 1 1 ! Z 1 Yi ■ 1, �� tea. Ole STAGGED MAIL PAT FERN PANEL. PANEL EDGE + DOUBLE NAIL ED(aE SPACM MTAL Detail Vertical and Horizontal Nailing for Panel Attachment e' a Engineering& ROBERT M. DE5R051ER5, P.E. Design CO., inc. Coneultine Engineer 505-946-3561 155 East Grove 5treet • Foet Office Box 649 Fax 508-946-1653 Middleborough, MA 02346 December 3, 2008 Project No.2008-325 Heine Residence 474 Poponesett Road Cotuit,MA 02635 (Screen Porch) Re: Design Review of Primary Framing Elements for Proposed Screen Porch Located at 474 Poponesett Road, Cotuit,MA 02635 Mr. &Mrs. Heine: You asked me to review the primary framing elements required to complete the construction of the referenced structure with respect to their conformance with the Building Code. You have provided me with sketch plans 1 &2 for the project. The proposed Screen Porch is a 14'-6"x 12'-6"one story Shed Roof-style structure located off the rear of the existing dwelling. The proposed screen porch will be conventionally framed with timbers, ordinary dimensional 2x lumber and the use of manufactured connectors. The screen porch will be supported at the outer edge by three (3) structural wood columns which are supported on a series of concrete pier/footings. These pier footings should consist of`Bigfoot"bell footings or spread footings cast at or below frost depth that support 10"or 12"diameter"Sonotube"piers. The proposed screen porch is laid out in a conventional plan but requires the use of manufactured connectors to help resist lateral and uplifting forces generated on the sunroom. The basic snow load for design purposes is 25 pounds per square foot. The design wind speed is 110 miles per hour and the structure is located within Exposure Zone B. The Revised Building Code requires the application of larger lateral loads due to increase wind speed values and greater consideration of the connection between_the wood superstructure and the foundation of permanent structure. There are two means of assessing the lateral load impacts on the structure as described in the Code. The first is prescriptive in that it assumes the.conventional materials and methods of construction are not adequate to accommodate the horizontal,and uplifting loads and prescribes manufactured connectors to exclusively deal with those loads throughout the structure. The other method,employed here, is to conduct an engineering review establishing the loads and the ability of the component elements of the structure to accommodate them. Utilizing this method allows some of the extraordinary loads to be accommodated by conventional construction and specifies the design and location of manufactured connectors where required. r The fastening of the screen porch to the pier footings is a critical element of the overall design for high wind construction. The dimensions and location of a structure determines the appropriate spacing, length and diameter of the anchor bolts. The appropriate sized anchor bolts to be used shall be 5/8"diameter galvanized steel anchor bolts with a minimum embedment of 12"cast into the pier footing. The built up 2x carrying beam assembly shall be secured to the pier footings with(1) SimpsonABE46 bolted to each pier footing and than secured to the built up beam assembly to tie the beam to the piers footings. The corners of the screen porch will typically experience higher lateral and uplifting forces during the occurrences of elevated wind speeds. To help deal with the forces generated in the corners of the screen room, I recommend that you install 4x6 posts to support the roof beams of the screen porch. The framing connection between the 4x6 posts and the built up 2x10 beam assemblies should be reinforced with(1) Simpson - BC46 per post, secured to the bottom of the 4x6 posts and attached to the top of built up carrying beam assembly,this connection will help deal with the lateral and uplifting forces generated in this location of the screen porch. If the bottoms of the center posts are not connected to the carrying beam I recommend that you install Simpson BC46 half bases that secured to the bottom of the posts and attached to the rim joist of the deck framing. The 4x6 pressure treated posts that are directly adjacent to the existing structure shall be attached to the structure using 10"Timber-lock fasteners spaced 36"on center, securing the posts to the existing dwellings framing members. The 4x8 beam shall be connected to the existing structure using a LUS48 joist hanger to attach the beam to the existing structure. The 2x10 floor joist of the screen porch shall be connected to the built up caring beam assembly using(1) Simpson H1 per joist. The floor joists shall be connected to the existing structure using a ledger board and the appropriate sized joist hangers and following all manufactures specifications. The 4x8 beam that sitsron the 4x6 posts shall be connected to the posts using manufactured connectors. To connect the 4x8 beam to the corner posts I recommend that you use (2) Simpson LCE4 on all corner posts of the screen room. To connect the center posts to the 4x8 beam I recommend that you install (l) Simpson AC6 on both the inside and outside to connect the post to the beams. As an option to the manufactured connectors you can attach the 4x8 beam to the 4x6 posts using(2) 10"timber-lock screws per beam to post connection. If you attach the beams to the posts using the timber-lock screws you will need to attach(1) Simpson A23 angle clip to the underside of the beam where they intersect the posts. d To help transfer the forces into the floor framing,the use of solid blocking is required. Blocking and connections shall be provided at panel edges perpendicular to floor framing members in the first two bays of the floor joists. The blocking shall be spaced at a maximum of 4 feet on center. This blocking helps to transfer the lateral loads into the floor system and distribute them evenly through the floor system. The roof assembly itself consists of 4x8"rafters that shall be spaced a maximum of 36" O.C. with 2x6"T&G boards for roof sheathing. The roof shingle system applied to the T&G sheathing must meet the wind velocity specification for the 110 mph zone. The roof rafter system of the structures sits upon the top of the 4x8 beam that is supported by the 4x6 columns. The rafters must be connected to the 4x8 beam below to help resist the uplifting and lateral forces on the roof system. The most efficient way to help resist the uplift on the roof system is to connect the rafters to top of the beam. For the connection of the rafters to the 4x8 beam I recommend that you install (2) Simpson H2.5 to each rafter and attached to the 4x8 beam below. This will help resist the uplifting and lateral forces on the roof assembly and create a continuous load path from the roof down to the piers. Where the rafters meet the existing structure you must attach the rafters to the existing structure via a 2x12 ledger board. The ledger board shall be attached to the rafters of the existing structure using (2) ledger-lag screws per ledger board to existing rafter connection. The new 4x8"rafters of the screen porch shall be attached to the ledger board using(2)Timber-Lock screws per rafter to the ledger board as well as (2) Simpson A35 clips per rafter,this will connect the new rafters of the screen porch to the existing structure. The balance of the porch and deck framing can be of ordinary materials and methods. The sizes given for nails are common wire sizes. Box and pneumatic low carbon nails of equivalent diameter and equal or greater length to the specified common nails may be substituted. All mechanical connectors shall be installed following all manufactures specifications for proper installation and nailing requirements. The balance of the proposed framing scheme is consistent with the requirements of the Building Code, and if constructed as specified herein, consistent with the plans, and according to good construction practice;this screen room, will meet the structural requirements of the Massachusetts State Building Code, Seventh Edition. If you have any questions regarding this report,or if you require additional information,please do not hesitate to call. Very Truly Yours, M,a Michael R. Shaheen. . R ERT D RO t S 6770 RUCTURAL a )1 110 MPH EXPOSURE B WIND ZONE JUL Table 2. General Nailing Schedule Roof Framing _ ' . ; 17 Blocking to Rafter (Toe-nailed) I 2 8d' 2 1;Otl each entl Z Rim Board to Rafter (End-nailed) 2 161 3 1,6d each.end m -Wall Framing � P� � _Top Plates at Intersections (Face=nailed) 4 16d 5 t6d at joinfs r Stud to Stud (Face-nailetl) 2 16d 2 1'6d 24"o.e "p Header,fo Header,(Face-nailed). 16tlalong edges, Floor Framing - 0 < Joist to-Sill,Top.Plateror Girder (Toe-nailed) (Fig 1'4) 4 8d 4 1Otl per joist y Blocking to Joist (Toe-nailed) 2 8d �' 2 1Od „ each e.n l Blocking`to Sill or Top Plate (Toe nailed) 3 16d # 4 1:6d each blocTV Ledger Strip to:Beam or.;Girder=(Face-nailed):; 3 16d ' 4 1;;6d each joist Joist on Ledger to Beam (Toe=nailed) 3 8tl 3 1:Od per joist Band Joist to Joist(End nailed) (Fig. 14) t 3 16d 1 4 16tl per joist # -.Band Joist to Sill or,Top Plate(Toe=nailed):;,(Fig: 14) . 2 16cJ 3 1-.6d l per foot r. 77 Roof Sheathing Wood Structural Panels 4 rafters or trusses spaced up to. 16" o c 8d _ F 10d 6" etlge%6:"field 4 rafters or trusses spaced over 16" o c 8d - 10tl 4" edge/4".field gable endwall rake 'r rake truss w/o gable overhang 8tl 10d 6" etlge/6"field gable endwall rake or rake truss w/structural t 8d 10d 6" edge/6: field k outlookers # " gable endwall rake or rake truss w/lookout blocks 8d 1 Qtl 4" edge/4"field Ceiling Sheathing Gypsum Wallboard 5d coolers =v 7 edge/ 10"field:: - - _Wall Sheathing Wood Structural Panels E #J studs spaced up-ta24 10d 6 edge/ 12 fleltl _1/2° and:25/32";Fiberb:oartl Panels � 8tl1 w � 3 edge # ; 1/2" Gypsum Wallboard . 5tl coolers l,; 7 edge/ 1.0"field Floor Sheathing Wood Structural Panels 1" orless # 8d1;2"field greater than 1" 10tl 16d 6" edge/6 field 1 Corrosion resistant 11 gage roofing nails and 16 gage staples are permitted,check IBC for additional requirements. Nails. Unless otherwise stated,sizes given for nails are common wire sizes. Box and pneumatic nails of equivalent diameter and equal or greater length.to the specified common nails may be substituted unless otherwise prohibited. AMERICAN FOREST& PAPER ASSOCIATION i f —AB/ABA/ABE/ABUA diustable and Standoff Post Bases Additional standoff bases are on page 179 Washer - - j The AB is an adjustable post base which offers moisture 1 Supplied l protection and finished hardware appearance. r washer j These post bases feature 1"standoff height above concrete ® Supplied .; I floors,code-required when supporting permanent structures that are exposed to the weather or water splash,or in basements. m ° ,° m ° 4 They reduce the potential for decay at post and column ends. f♦ _ ��'�' N • H MATERIAL:AB-12 gauge plates;16 gauge base cover; all others—see table FINISH:Galvanized.Some products available in ZMAX®finish; '6 �•�` a ® �` see Corrosion Information,page 10-11. i If INSTALLATION:•Use all specified fasteners.See General Notes. ABE44 AB •Post bases do not provide adequate resistance to prevent [ ABU44 ABE46,46R,66 and 66R members from rotating about the base and therefore are (other sizes similar) supplied with washer y not recommended for non top-supported installations Washer �0 2 Load Transfer Required- i (such as fences or unbraced carports). o� C • Plates Supplied Not Supplied ABA44 AB supplied as shown;position the post,secure the easy- access nut over the supplied washer,place the standoff base, ! (other sizes y fthen bend up the fourth side and nail all sides. m ° similar) •AB,ABA,ABE and ABU—for pre-pour installed anchors. m ° m° o o°° `' li N U.S.Patent For epoxy or wedge anchors,select and install according a °° m, 15.333,435 ( to anchor manufacturer's recommendations;anchor °° m diameter shown in table.Install required washer,which SMn9oa, " is not included for ABAs. •Refer to technical bulletin T-ANCHORSPEC for post- f installed anchorage solutions(seepage 187 for details). CODES:See page 12 for Code Reference Key Chart, y 133/e' ABU88 31 These products are available with additional corrosion protection. o o Anchor Bolt I� Additional products on this page may also be available with this o ' option,check with Simpson for details. per Designer, 1 or consult i1 J Dimensions Allowable T-ANCHORSPEC Model I Anchor) Code catalo No. H pia Fasteners Download Ref. W L g (100) 1"Min A844 39/,6 39/,6� 2'/4 1/2 810d 4065 I Nail End o A844R 4 4Y,6 29/16 1/z 8-10d 4065 ® Distance o 9 3 , ® r` forU lift ��o°-•••° ° �� ID AB46 3/16 5/s 3 /z 8-10d 4165 2,40, p A846R 4 6 29/161/2 i 8-10d 4165 82,121 Resistance AB66 51/z 59/,6 3 /z 8-10d 5335 . AB66R 6 6 1 213/16 1/2 1 8-10d 5335 Typical ABE46R Installation for Rough Lumber 1.Loads may not be increased for short-term loading. Typical AB Installation (ABE similar) Material Dimensions Fasteners Allowable Loads DF/SP z Model Nominal Post Uplift 133) Uplift(160) Code 1 a Na. Past Base Strap W L H HBO Anch. Machine Down Ref. Size (Ga) (Ga) Dia. Nails Bolts Nails Bolts Nails Bolts (100) U z i Oty. Dia. a ®� ABA44 4x4 16 16 39/is 31/e 3Yis — %z 6 10d — — 555 — 555 — 6000 5,41,121 ® ABE44 44 16 16 39/16 31/2 23/4 — /z 6-10d — — 520 — 520 — 6665 6,86,121 ABU44 4x4 1 6 12 39/,6 3 51/2 13/4 5/a 12-16d 2 1/2 2200 1800 2200 2160 6665 8,36,91,121 ABA44R RGH 44 16 16 4Y16 31/8 213/16 — 1/2 6-10d — — 555 — 555 — 8000 5,41,121- o ABE44R RGH 44 16 16 4 31/z 29/16 . — 1/2 6-10d — — 400- _ — 400 6665 6,86 ABE46 4x6 12 16 39/16 57/16 41/16 — 5/6 8-16d — — 810 — 810 — 7335 9,121 ABA46 46 14 14 39/1s 53/16 31/8 — 5/a 8-16d. — — 700 — 700 — 9435 5741,121 ABU46 46 12 12 39/16 5 7 25/a 5/a 12-16d i 2 1/2 2255 2300 2300 2300 10335 8,36,91,121 ABE46R RGH 46 12 16 4Y1s 57/16 39/16 — 5/a 8-16d — — 810 810 — 7335 9 ABA46R RGH 46 14 14 41/16 53/16 21 — 5/s 8-16d — — 700 . — 700 — 12000 5,41,121 ABA66 6x6 14 14 51/2 51/4 31/a — 15/8 8-16d — — 720 — 720 — 10665 NJ ABE66 6x6 12 14 51/z 57/16 31/a — 5/e 8-16d — — 900 — 900 — 12000 9,121 ABU66 6x6 12 10 51/2 5 61/,6 13/1 5/a 12-16d 2 /z 2300 2300 2300 2300 12000 8,36,.91,127 ABA66R RGH 6x6 14 14 6 53/16 27/a — 5/8 8-16d. — — 720 — 720 — 12665 51 41,121 1 ABE66R RGH 6x6 12 14 61/16 57/16 27/a — 5/e 8-16d — — 900 — 900 — 12000 9 �. ABU884 8x8 14 12 71/2 7 7 = 2-5/11 18-16d — — 2320 = 2320 = 24335 8,36,127 I ABU88R1 RGH 8x8 14 12 8 7 7 2-5/a 18-16d 2320 2320 24335 8,36 j 1.Uplift loads have been increased for earthquake or wind load durations with grout under 1"standoff plate before installation.Base download on column,grout,or no further increase allowed;reduce where other load durations govern. concrete according to the code. 2.Downloads may not be increased for short-term loading. 6.HB dimension is the distance from the bottom of the post up to the first bolt hole. 3.Specifier to design concrete for shear capacity. 7.ABU products may be installed with either bolts OR nails(not both)to achieve table loads. 4.ABU88 and ABU88R may be installed with 8-SDS'/4"x3"wood screws B.Structural composite lumber columns have sides that show either the wide face or the edges for the same table load. of the lumber strands/veneers.Values in the tables reflect installation into the wide face. 5.For AB bases,higher download can be achieved by solidly packing 9•NAILS:16d=0.162"dia.x 3'/z"long,10d=0.148"dia.x 3"long. See page 16-17 for other nail sizes and information. 47 Ca7s.&Bases - - Postcaps The BCS allows for the connection of 2-2x's to a 4x post or 3-2x's to a 6x post.Double shear nailing between beam and post gives added strength!The 0 Lateral ;C series offers dual purpose post cap/base for light cap or base connections. ! MATERIAL:18 gauge 0 0 Pilot holes for FINISH:Galvanized.Some products available in ZMAXI finish; I ° �0 manufacturing see Corrosion Information,page 10-11. I purposes I 114STALLATION: 0 (Do not install bolts) ° •Use all specified fasteners.See General Notes. m���_ (TYP) 0-e I •Do not install bolts into pilot holes. 0 0 •BCS:install dome nails on beam;drive in at an angle through the beam into the post below to achieve the table loads 0 ° •BC:install with 16d commons or 16dx2l/z"joist hanger nails. e •Post bases do not provide adequate resistance to prevent members BCS2-2/4 from rotating about the base and therefore are not recommended for U.S.Patent Post Typical BCS non top-supported installations(such as fences or unbraced carports). 5,603,580 Base Flanges Installation CODES:See page 12 for Code Reference Key Chart. Bottom These products are available with additional corrosion protection.Additional products BC60 Half Base on this page may also be available with this option,check with Simpson for details. (other similar) L 1 Dimensions Allowable Loads Fasteners(Each Side) W1 Pilot holes for Model (133&160), Code �'' manufacturing Beam Post Base Ref. purposes W1 W2 L1 L2 H1 H2 Flange Flange Bottom Uplift Lateral H, • bolts of install `� )RYP) CAPS m Beam ® BC4 39/s 39/,s 2�/s 2�/e 3 3 316d 316d — 980 1000 I m °' Flanges BC46 39/,6 51/z 41/s 21/s 3Yz 21/z 6-16d 3-16d — 980 1000 BC4R 4 4 4 4 3 3 6-16d 6-16d — 980 1000 4 37 i2 ° BC4 Cap/ BC6 5Yz 5Yz 43/s 43/a 33/6 33/8 6-16d 6 16d — 1050 2000 87,121 w Base BC6R 6 6 6 6 3 3 6-16d 616d — 1050 2000 Post 2 ° BC8 71/2 71/z 71A 7/z 4 4 616d 616d — 1800 2000 Flanges BCS2 2/4 311 39/16 27/a 27/a 275/16 215/,6 4-10d 3 10d — 780 1025 I/ ® BCS2-3/6 45/a 43/s 27/a 35/16 215/16 5-16d I 3-16d — 800 -1495 33,122 BASES ®�BC40 39/,6 — 3% — 21/4 — — 2-16d 4-16d 5 i 0 735 ® Pik! BC40R 4 — — m,nu ii in. 4 3 — — c-16tl � 4-16d BC460 5Yz — 33/8 — 3 — S 16tl 4-16d 450 735 ®I BC60 51/z — 5Yz — 3 — — -16d 4-16d 450 75 170 BC60R 6 — 6 — 3 — — 3-16d j 4-16d 450 735 - m • BC8 Cap/ _y oC80 7iz — 7ie — 4 — — 16n --icd 450 735 Bast r BC80R 8 — 8 — I — — ;;16 = ioi 450 735 ! 1.Allowable loads have been increased 33%and 60%for earthquake or wind loading with no 3.Bas allowable loads assumes,ails Lave tuil ne i into nefrator further increase allowed;reduce where other loads govern. supportinp member.Loads do nbt apni+r io end prole posi installations. 2.Structural composite lumber columns have sides that show either the wide face or the edges 4.NAILS:16d=0.162"dia.x 3Yz"long,10d=0.148"dia.x 3"long. of the lumber strands/veneers.Values in the tables reflect installation into the vide face. See page 16-17 for other nail sizes and information. 11cc-Lally 0 0 \ _N Column / O F F Z 2 Lally column caps provide adequate bearing length for larger girder reactions. j a MATERIAL:12 gauge FINISH:Simpson gray paint w—�I h 11v2 z z INSTALLATION:•Use all specified fasteners.See General Notes. '"p' , �� ' •Fit the lally column cap over the lally column and attach to the girder75 '. :� Z CODES:See page 12 for Code Reference Key Chart. ° 4° Model Lally Allowable Loads 1 t z No. KW :Girder Nails Column Download Fi Code Outside Ref. Dia. OF/SP/SPF LVL/PSL (133) (160) i . 1 l.CC4.5 3.5 4% Triple 2x10/12 8 16d 3Yz 15820 — 1345 1615 0 LCC4.5-4 45/a Triple LCC5.25-3.5 le 2x10/12 8 16d 4 20670 — 1345 1615 I I-C'C6-3.5 61/a Quad 2x10/12 8 16d 3Yz 15820 — 1345 1615 1 I_C106 4 61/8 Quad 2x10/12 8 16d 4 20670 — 1345 1615 F1 O o I.I;C3.5 3.5 35/6 3.5 LVL/PSL 8-16d 31/z — 15820 1345 1615 j l I CC3.5-4 3% 3.5 LVL/PSL ; 8-16d 4 — 20670 1345 1615 170 � N U U LI:C5.25 3.5 53/1 5.25 LVL/PSL 8 16d 3Yz — 15820 1345 1615 . I C 5. 8 .25 LVL/PSL 8-16d 4 — 3. - 25-4 53/ 5 20670 1345 1615 ) >-� I CC7-3.5 71/a 7 LVL/PSL 8-16d 31/1 — 15820 1345 1615 I.C'C7-4 714e 7LVL/PSL 8 l6d 4 — 20670 1345 1615 I Loads may not be increased for short-term loading. means other than the tally column.The splice condition Allowable loads are determined using the lowest of the load is 6750 Ibs per beam side and the tally cap must be bearing loads using Fc equal to 425 psi for SPF,625 psi evenly loaded. Refer to Inr DF and 700 for LVL/PSL,or the 8'lally column capacity. 5.To achieve lateral loads,LCC pipe must be welded to the Note 5 ;i Leads are for a continuous beam. column with an 1/8"fillet weld around the entire pipe. ' Typical LCC5.25 3.5 Installation •I .spliced conditions must be detailed by the Designer to 6.NAILS:16d=0.162"dia.x 31/z°long. ` connecting a 3 ply LVL and Transfer tension loads between spliced members by See page 16-17 for other nail sizes and information. , a 3/z"diameter steel column ads:&"Bases a77177913 } Postcaps t The LCE4's universal design provides high capacity while eliminating the need for rights and C L lefts.For use with 4x or 6x lumber.LPCZ—Adjustable design allows greater connection versatility. MATERIAL:LCE4-20 gauge;AC,ACE,LPC4Z-18 gauge;LPC6Z-16 gauge j LpQZ FINISH:Galvanized.Some products available in ZMAX®finish and stainless steel; 2hs see Corrosion Information,page 10-11. INSTALLATION:•Use all specified fasteners.See General Notes. j 2y ! o \t •Install all models in pairs.LPCZ-2Yz"beams may be used if 10dx1'/z"nails are ( ) 51A , _. substituted for 10d commons. i o °° CODES:See page 12 for Code Reference Key Chart. These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. '� 3'Typ. Total No. Allowable Loads Typical LCE4 Installation Model Dimensions 3 E No Fasteners (133&160)' Refe j s 6kAC (For 4x or 6x lumber) ( W L Beam Post Uplift Lateral { u AC4(Min) 39/s 6'/z 12-16d 8 16tl 1430 715 y AC4 Max 39/s 6'/x 14 16d 14 16d 2500 1070 4,37,87,121 j Z+h'( ) AC4R(Min) 4 7 12-16d 8-16d 1430 715 37 i —� Y` +' f AC4R Max) 4 7 14-16d 14-16d 2500 1070 j '�`" tra ® ACE4(Min) — 4Yz 8 16d 6-16d 1070 715 !! al ACE4(Max) 4Yz 10-16d 10-16d 1785 1070 4,37,87,121 4 Late./, LCE4 — 53/s 14-16d 10-16d 18807 1425 160 ` AC6(Min) 5Y2 8Yz 12 16d 8-16d 1430 715 I , 4,37,8T 121 5 , AC6(Max) 5'/2 8'/z 14-16d 14-16d 2500 1070 AC6R(Min) 6 9 12 i6d 8-i6d 1430 715 ! ht 1° Left ; AC6R(Max) 6 9 14-16d 14-16d 2500 1070 37 R9 Typical ACE Typical LCE4 Corner Instailafion ACE6(Min) — 6Y2 8 16d 6 16d 1070 715 4 37 87 121 '"' Installation See note 7 f ACE6(Max) — 6Yz 10-16d 10-16d 1785 1070 ( ) LPC4Z t.39/,6 3Yz 8 10tl 8 10d 760 325 7,121 I 7.LCE4 ualift load for mitered corner conditions is LPC6Z 59/,s 5Yz 8-10d 8-10d 915 490 8,36 985 lbs.(DF/SP)or 345 lbs.(SPF). 1.Allowable loads have been increased for earthquake 4.MIN Wallin 8.Structural composite lumber columns have sides E q g quantity and load values—fill all round holes; E that show either the wide face or the edges of the t or wind load durations with no further increase MAX nailing quantities and load values—fill round and triangle holes. lumber strands/veneers.Values in the tables reflect allowed;reduce where other load durations govern. 5.Uplift loads do not apply to splice conditions. installation into the wide face. 2.Loads apply only when used in pairs. 6.Spliced conditions must be detailed by the Designer to 9.NAILS:16d=0:162"dia.x 3Y2"long, 3.LPCZ lateral load is in the direction parallel transfer tension loads between spliced members by means 10d=0.148"dia.x 3"long.See page 16-17 for to the beam. other than the post cap. other nail sizes and information. E Post caps r T PC and EPC cans provide a custom connection for post-beam Pilot holes for combinations at medium design loads. manufacturing purposes I Lateral MATERIAL:PC-12 gauge;PC 16-16 gauge (Do nof(Tyspt,l bolts) L2 W FINISH:Galvanized.Some products available in ZMAX®finish; ®' see Corrosion Information,page 10-11. m 3J2 m j INSTALLATION:•Use all specified fasteners;see General Notes. z °Do not install'bolts into pilot holes. / o Typical PC OPTIONS:•For end conditions,specify EPC post caps,providing / . Post Flange �tY; Post Cap Z dimensions are in accordance with table;see illustration. 1 p Installation z •Some PC and EPC models are available in rough sizes. \Beam a Flange •For heavy duty applications,see CC and CCQ series. �L1� Flange CODES:See page 12 for Code Reference Key Chart. ,W2 Beam 4 ` Typical EPC ® These products are available with additional corrosion protection.Additional products PC ° h End Post Cap on this page may also be available with this option,check with Simpson for details. Installation zDimensions Fasteners Each Side, Allowable Loads ,,, a Min. Surfaces Uplift PC/EPC Latera12 W: ° Model Code ° post k Post Beam Beam �` Flan 2 No. Wt W2. Li Lz L3 Post PC EPC Ref. Flange o Size Flange Flange flange (133) {160) (133/160) (133/160) PC EPC PC44-16 44 39/,6 39/,6 25/8 11 75/16 4-16d 6-16d 4-16d 1000 1000 1 925 1000 o PC44 44 39/,s 39/,6 25/8 1 11 75/,s 4-16d 6-16d 4-16d 1470 1700 925 1070 1.Allowable loads have been increased for earthquake PC46-16 46 39/,6 5'/z 25/a 13 9Y4 4-16d 6-16d 4-16d 1000 1000 925 1000 or wind load durations with no further increase PC46 46 39/,6 5'/z 25/a 13 9'/4 4-16d 6-16d 4-16d 1470 1700 925 1070 allowed;reduce where other load durations govern. PC48-16 48 39/,s 7Yz 25/s 15 11'/4 4-16d 8-16d 6-16d 1000 1000 1475 1285 2.Lateral loads are in the direction parallel to the beam. PC48 48 39/,6 7'/2 25/a 15 11'/4 4-16d 8-16d 6-16d 1470 1700 2075 1610 3.Allowable loads are for nails only. PC64 16 4x6 5Yz 39/6 49/,6 11 73/e 4 16d_ 6 16d 4 16d 1000 1000 925 1000 7 4.Uplift loads do not apply to splice conditions. 21 PC64 4x6 51/2 39/,6 49/,6 11 73/a 4-16d 6-16d 4-16d 1470 1700 925 1070 1 5.Spliced conditions must be detailed by the Designer 21. to transfer tension Ipatls between spliced members PC66-16 6x6 5'/z 51/2 49/,6 13 9'/4 4-16d 6-16d 6-16d 1000 1000 925 1285 by means other than the post cap. PC66 6x6 51/2 51/2 49/,6 13 9Y4 4-16d 6-16d 6-16d 1470 1700 925 1610 6.Structural composite lumber columns have sides PC68 6x8 51/2 71/2 49/,s 15 111/4 4-16d 8-16d 6-16d 1470 1700 2075 1610 that show either the wide face or the edges of the PC84 48 7Yz 39/,6 69/,6 11 73/8 4-16d 6-16d 6-16d 1470 1700 925 1610 lumber strands/veneers.Values in the tables reflect PC86 6x8 7'/2 5'/2 69/,6 13 9'/4 4-16d 6-16d .6-16d 1470 1700 925 1610 installation into the wide face. 7.NAILS:16d=0.162°dia.x 3'/2"long.See page PC88 8x8 71/2 7'/2 69/,6 15 1 11'/4 4-16d 1 8-16d 6-16d 1470 1700 ! 2075 1610 16-17 for other nail sizes and information. 53 ''Solid Sawn Lumber Connectors • LUSIHUSBoublen � r 1•for 2x's This product is preferable to similar connectors because of 1Y,s"forr 33x'ss�and 4x's W a)easier installation,b)higher loads,c)lower installed cost, { ? or a combination of these features. 1 ° 0 ° t w II • ;. � ( See Hanger tables on pages 62 to 68.See Hanger Options on f pages 180-181 for hanger modifications,which may result in reduced loads. { All hangers in this series have double shear nailing.This patented innovation i c G R distributes the load through two points on each joist nail for greater strength. of i It also allows the use of fewer nails,faster installation,and the use of standard m, nails for all connections. (Do not bend or remove tabs.) m of c MATERIAL:See tables,pages 62 to 68. t FINISH:Galvanized.Some products available in stainless steel or ZMAX®finish; see Corrosion Information,page 10-11. f B HUS210 d INSTALLATION •Use all specified fasteners.See General Notes. W .I i[ •Nails must be driven at an angle through the joist or truss into the ( and HH , similar) HUS412 header to achieve the table loads. 4US28 and HHUS similar)- y •Not designed for welded or nailer applications. ! •16d sinkers(0.148"dia.x 31/4"long)may be used where 10d commons are specified with no reduction in load.Where 16d commons are specified, 10d commons or 16d sinkers(0.148"dia.x 31/4"long)may be used at 4 ax 0.85 of the table load. � `Y r U •With 3x carrying members,use 16dx2l/2'nails into the header and 16d commons into the joist with no load reduction. z 6 c� •With 2x carrying members,use 10dx11/2'nails into the header and 10d commons into the joist, reduce the load to 0.64 of the table value. f f •Use stainless steel(SS)nails with SS hangers. OPTIONS:•LUS hangers cannot be modified. 6 •HUS hangers available with the header flanges turned in for 2-2x(3'/e")and I Typical LUS28 Installation '` y 4x only,with no load reduction.See the HUSC Concealed Flange illustration. use.148x3"(10d common) •See Hanger Options,pages 180-181. or.148x3'/4".(16d sinker)nail --- _ — — T - -------- HUSC Double Double Shear Dome Double Shear Concealed Flanges II, Nailing Nailing Side View (not available for HHUS, Na nrg Side View # (available on HGUS and HUS2x) Do not some models) Top View j bend tab Z°°' U.S.Patent 5,603,580 LOAD. i Load Duration:Assumed duration factor used to Code Ref.: determine the allowable load.Note:often multiple See page 12 for A load durations are shown in the same column(i.e. Allowable Design Loads:The maximum the Code Reference 133/160)which means the tests limited the design load that a connection is designed to provide. Key Chart,to LL and the loads are applicable for durations listed. Nails:This There may be multiple design loads acting determine which ! x shows the fastener in different directions (up,down,lateral, code reports Gauge:Product material, quantity and type perpendicular,etc.)imposed on a connection. include this product. zrequired to } achieve the Uplift Floor,Snow, Roof Model No.:This is the [i Simpson product name. table loads. i o w o Dimensions Fastene s OF/SP Allowable Loads Joist Model Ga Hkader Uplift Floor(100) I Snow(115) Roof(125) Code Size No. W 7HB Joist Ref. 10d 16d (133) (160) 10d. 16d 10d 16d 10d 16d Joist Size: - This shows ROUGH LUMBER SIZES the size of joist 2x4(R) LU24R-18 18 2 3"/,e 1'/z — 4-16d 2-10dx1'/z 245 265 — 530 — 610 — 665 170 o member. U24R 16 2 3% 2 4-10d 4-16d 2-10dx1'/2 240 265 445 530 1 510 610 1 555 1 665 26,121 LU26R-18 18 2 49/,B' 11/2 — 6-16d 4-10dx1-1/z 490 565 = 800 — 920 — 1000 170 4 � 2x6(R) t � U26R 16 2 55/e 2 8-10d 8-16d 4-10dx1'/z 480 575 890 1065 1020 1225 11110 11330 26,121 ' ° T NAILS:16d=0.162"dia.x 31/2'long, ° Product Drawing: 10dx1 Yz=0.148"dia.x 11/2"long. ° Provides a graphic. • presentation See page 16 17 for other nail sizes and information. ° H of the product Dimensions W, H, B:This Throughout this catalog a footnote CATALOG DEFINITION: with dimensional shows the product dimensions will typically be provided indicating Deflection:The distance information (width,height and base in the required nail diameter and length. a point moves when a (often cross this case.)referenced in All installations should be designed load is applied. referenced the product drawing. to the table). only in accordance with the allowable \ load values set forth in this catalog. 81 i Straps&Ties 1 n rlr i These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. Fasteners DF/SP SPF/HF Uplift Load Allowable Loads Uplift Load Allowable Loads with Model Ga with 8dx11/2 Code No. To To To Uplift Lateral 8dx11/2 Nails Uplift Lateral Nails Ref. Rafters/ Plates Studs (133/160) (1338,160) (133/160) (133& Truss (133) (160) F1 F2 (133). (160) Ft I F2 160) i ® H1 18 6-8dx11/2 4-8d j — 490 585 485 165 455 400- 400 415 140 370 2,40,82,121,140 ® H2 18 5-8d — j 5-8d 335 335 — — 335 230 230 — — 230 Q H2A 18 5-8dx11/, 2-8dx11.' j 5-8dx11-, 575 575 130 55 — 495 495 130 55 — 160 ® H2.5 18 5-8d 5-8d — 415 415 j 150 150 415 365- 365 130 130 365 2,6,40,82,121,140 H2.5A 18 5-8d 5-8d j - 600 600 j 110 110 480 520 535 110 110 480 .40,122 H2.5T 18 5-8d 5-8d - 545 545 135 145 425 545 545 135 145 425 146 ® H3 18 4-8d 4-8d j — 455 455 125 160 415 320 320 105 140 290 2,40,82,121,140 ® H4 20 4-8d 4-8d — 360 360 165 160 360 235 235 140 135 235 2,40,121,140 H5 18 4-8d 4-8d j — 455 465 115 200 455 265 265 100 170 265 2,40,82,121,140 ® H6 16 — 8-8d ( 8-8d 915 950 j — j — — 785 820 — — — 5,41, ® H7Z 16 4-8d 2-8d j 8-8d 930 985 400 — — 800 845 345 — — 121,140 ® H8 18 5-10dxll/z 5-10dx1Yz — 620 745 75 — — 530 565 75 — — 125 ® H10 18 1 8-8dx11/2 8-8dx11/2 j — 905 990 585 j 525 — 780 850 505 450 — 9,121,140 H10", 1F I — i140`' 1140-j :590 ?8 — 1015 1015 505 285 — 160 H10Sa'9 18 8-8dxll/2 8-8dx11/2=1 8-8d 1010 1010 j 545 215 550 870 870 470 185 475 149 ® H10-2 18 6-10d 6-10d ( — 760 760 455 395 — 655 655 390 340 — 6,121,140 ® 1111Z 18 6-16dx2Y2 6-16dx21/zj — 830 830 525 760 — 715 715 450 655 — 170 (]12 8dx11h 13 8d i — 1350 j 1350 515 265 — 1050 1050 480 245 — H14 18 [2]12-8dx11/2 15-8d I — 1350 1350`1 515 ( 265 - 1050 1050 480 245 — 125 1.Loads have been increased 33%and 60%for earthquake or wind loading 5.Hurricane Ties are shown installed on the outside of the wall for clarity.Installation on the with no further increase allowed;reduce where other loads govern. inside of the wall is acceptable fsee instructions to the installer notes on page 74).For uplift 2.Allowable loads are for one anchor.A minimum rafter thickness of Continuous Load Path,connections in the same area(i.e.truss to plate connector and plate to 21/2"must be used when framing anchors are installed on each side stud connector)must be on same side of the wall. of the joist and on the same side of the plate(exception:connectors 6.Southern Pine aliovaable unlift loads for H10A=1340 Ins.and for H14=1465 lbs. installed such that nails on opposite sides don't interfere). 7.Refer to technical bulletin T-HTIEBEARING for Ht,H10,H10S,H10-2,H11Z,H14 allowable 3.Allowable DF/SP uplift load for stud to bottom plate installation is bearing enhancement loads(see page 187 for details). 400 lbs.(H2.5);390 lbs.(H2.5A);360 lbs.(114)and 310 Ibs.(1-18). 8.H10S can have the stud offset a maximum of 1"from rafter(center to center)for a For SPF/HF values multiply these values by 0.86. reduced uplift of 890 lbs.(DF/SP),and 765 lbs.(SPF). 4.Allowable loads in the Ft direction are not intended to replace 9.H10S nails to plates are optional for uplift but required for lateral loads. diaphragm boundary members or prevent cross grain bending of 10.NAILS:16dx21/2=0.162"dia.x 21/2"long,10d=0.148"dia.z 3"long,10dx11/2=0.148"dia.x 1112"long, the truss or rafter members.Additional shear transfer elements shall be 8d=0.131"dia.x 21/2"long,8dx11/2=0.131"dia.x 1l/'long.See page 16-17 for other nail sizes considered where there may be effects of cross grain bending or tension. and information. Ell FI ® 3 a 0 H2.5 Installation H2.5A Installation H2.5T Installation H1 Installation mac` H_ Installation 2 y ;Y,?similar) (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) o w 11111 W�2 ,(t. •: - Z y 'III... ZO P N ^ Fzw " " R Use a minimum �yl .�'� of two 8d nails u 3+ H4 ° this side of truss r N 111I x u- O (total four8d ° Installation nails into O H3 Installation (H2.5 similar) truss) r -- o �. (Nails into upper top plate) (see footnote 3) F _ O H2.5T Installation Two 8d nails into plates. 8 1 F24 r o F` a y _ .' �C� r� #t " Eight Ed a 1 a � t � nails into St11dS O a� `2 H6 Stud . f o H4 Installation H5 Installation to Top Plate ® H6 Stud to Band Installation Installation 156 (Nails into upper top plate) (Nails into both top plates) Installation Joist Installation 'Straps&1fes: 'z Roofgoundary A 1 i. The RBC Roof Boundary Clip is designed to aid installation 41/2" ( + and transfer shear loads between the roof diaphragm and wall top plates.The locator tabs make proper location of the clip easy. The RBC can be used on wood or masonry walls and will handle roof pitches from 0:12 to 12:12. MATERIAL:20 gauge FINISH:Galvanized .. INSTALLATION: •Use all specified fasteners.See General Notes. 53r4' j •Field bend to desired angle—one time only. iSt,i m 0. RBC Typical RBC •See flier F RBC for more information on installation U.S.Patent Installation and code requirements(see page 187 for details). m l' Pending CODES:See page 12 for Code Reference Key Chart. The RBC installed to blocking resists rotation n and lateral displacement of rafter or truss. , � x ''1 °°,° Code references: k r Rafter/Truss a �� gap •IRC 2000/2003/2006,R802.8 Lateral Support (ryp) „ •t z. ;_ •IBC 2000/2003/2006,2308.10.6 Blocking 1, •UBC 1997,2320.12.8 Blocking Blocking Blocking allows proper edge nailing of sheathing. _., (Typ) Code references: ,G'% Typical RBC Installation •IRC 2000/2003/2006,Table R602.3(1),footnote i z", •IBC 2000/2003/2006,2305.1.4 Shear Panel Connections = 3 •UBC 1997,2315.1 General gap f DF/SP SPF Typical RBC Fasteners Allowable Allowable Installation Over Model Type of Bending Loads Loads Code s No. Connection Angle Ref. 1"Foamboard To Plate To Blocking Lateral Lateral (133/160) (133/160) �Typical RBC Installation I111I 45°to90° 6-10dx1'/2 6-10dx1'/2 440 380 t0 CMU Block RBC 21 0°to 45° 6-10dx1'/2 6-10dx1'/2 485 420 160 [I 0°to45° 3-'/4x2'/4Titen4 6-10dx1Y2 350 350 the RBC is available 1.Allowable loads are for one anchor attached to blocking minimum 1'/2"thick. \ with prongs into oneSide(RBCP)for 2.RBC can be installed with up to 3/4"gap and achieve 100%of the listed load. 3.Allowable loads have been increased 33%and 60%for earthquake or wind loading ` 5;' pre attachment Of with no further increase allowed;reduce where other loads govern. ° the part to a block at 4.When attaching to concrete use 3-Y4x13/4"Titers. \ t4l, the truss plant. Refer 5.RBC installed over 1"foamboard has a load of 395 Ib.(133/160%)in a parallel to wall _ to technical bulletin (Ft)load direction for Douglas Fir,For SPF,the load is 340 Ib. Typical RBCP G, '^up to T-RBCP for more 6.NAILS:10dx1/2=0.148"dia.x 1/2"long.See page 16-17 for other nail sizes and information. Installatibn 3/V gap information. r Angles o Z2 clips secure 2x4 flat blocking between joists or trusses to support sheathing. z Z MATERIAL:Z clips—see table.A21 and A23-18 ga.; all other A angles-12 ga. z Z FINISH:Galvanized.Some products available in stainless steel or ZMAX® r z finish;see Corrosion Information,page 10 11. :r F y INSTALLATION:•Use all specified fasteners.See General Notes. .� •Z clips do not provide lateral stability.Do not walk on stiffeners or Wt ° w apply load until diaphragm is installed and nailed to stiffeners. R z cD CODES:See page 12 for Code Reference Key Chart. A21 H o _. These products are available with additional corrosion protection.Additional products nza N o on this page may also be available with this option,check with Simpson for details. A44 Installation A21/A23 (A33 similar) Installation Dimensions Fasteners Allowable Loade B Model DF/SP Code o No. W1 W2 L Base Post (133) (160) Ref. BoltsT Nails Bolts! Nails F1 F2 F1 F2 A21 2 1'/z 13/a — 2 10dx1'/z — !2-10dx1Y2 180 175 245 175 4,28,37,87,121 © Anchors Moisture A23 2 1Yz 23/4 — 4-10dx1'/2 — 14-10dx1Y2 485 485 585 565 4,37,87,121 Anchors barrier ti y specified A33 3 3 1'/z — 4-10d — 4-10d 625 330 750 330 specified not shown n "' by the by the t by ® A44 49/6 43/a 1'/2 — 4-10d — 4-10d 625 295 750 295 Designer A66 5'/e 57/a 1 Yz 2-3/e A88 8 8 2 3-3/e — 3-3/a — — — — — 170 A24 3'/e 2 2Yz 1 '/z — 1 Yz 2-1 Od — — — — A311 11 35/a 2 1-1/2 — 1-112! 4-10d — — — — 1.Allowable loads have been increased 33%and 60%for earthquake or wind loading; no further increase allowed;reduce where other loads govern. A311 Installation ° A24 Installation 2.NAILS:10dx1'/2=0.148"dia.x 1 Yz"long,10d=0.148"dia.x 3"long. See page 16-17 for other nail sizes and information. 3 16: 2 2 tar. It Straps&res LTMILMIA34105Framing Angles&Plates 1 - � The larger LTP5 spans subfloor at the top of the blocking ��t�t6=►�' �s, 4,z° or rim joist.The embossments enhance performance and the min/max nailing option allows for design flexibility. o 10 a I 0 1 The LTP4 Lateral Tie Plate transfers shear forces for top 0 3" plate-to-rim joist or blocking connections.Nail holes are ��" o o spaced to prevent wood splitting for single and double top ° 0 2 o plate applications.May be installed over plywood sheathing. 5 8 The A35 anchor's exclusive bending slot allows instant, 0 m I; accurate field bends for all two-and three-way ties.Balanced, o ° eE�°�E>�ENch o completely reversible design permits the A35 to secure a A84 a .. NF great variety of connections. e d �, o MATERIAL:LTP4/LTP5-20 gauge;all others-18 gauge 3` g 0 0 FINISH:Galvanized.Some products available in stainless m 0P. e o o steel or ZMAX®;see Corrosion Information,page 10-11. 1TP4 0 INSTALLATION:•Use all specified fasteners.See General Notes. m A35 LTP5 •A34—Use 8-8dx1 Yz"nails. m •A35—Use 12 8dX1Yz"Halls. o PLATE LINE m 4/a° •A35—Use 9-8dx1 Y2°nails for connection types All,E,C1. m w •A35—Bend one time only. •LTP4—Use 12-8dx1Yz"nails. •LTP5—Use 12-8dx11/z"nails;G Max use 14-8dx1 Yz"nails. CODES:See page 12 for Code Reference Key Chart. LTP4 a ® These products are available with additional corrosion protection.Additional products Joists to Plate Studs to Plate on this page may also be available with this option,check with Simpson for details. with A Leg Inside with B Leg Outside DF/SP SPF/HF Model Type of Direction Allowable Loads Allowable Loads Code No. Connection of Load Floor Roof Floor Roof Ref. (100) (125) (133/160) (100)(125) (133/160) A34 F1 345 365 365 295 315 315 �� i F26 280 280 280 240 240 j 240 II] A1,E 260 1320 335 225 275 290 C1 170 170 170 145 145 145 3,39, A2 260 320 345 225 275 290 88,121, Joists to Beams Ceiling Joists to Beam A35 131 C2 260 1315 315 225 270 270 140 D 150 150 150 130 130 130 t F1 450 450 450 450 450 450 F1 A a 1 I� F26 515 645 685 370 370 600 YC1 j G 515 645 670 ;445 555 595. 6,30, LTP4 H 515 645 670 445 555 595 '97,121 5 G 520 595 595 445 510 510 2 0 LTP5 L7 G Max 610 630 630 525 540 540 160 1 A34 z H 520 555 555 445 475 475 ❑2 A35 � z 1.Allowable loads are for one anchor.When anchors are installed on each side of the joist, F1 Y y the minimum joist thickness is 3°. a 2.Roof loads are 125%of floor loads unless limited by other criteria. r tA2 j I i 3.Some illustrations show connections that could cause cross-grain tension or bending y of the wood during loading if not reinforced sufficiently.In,this case,mechanical " s 02 reinforcement should be considered. s 4.LTP4 can be installed over 3/s"structural sheathing with Sdx1Yz"nails and achieve s °Ip - / o h. . 0.72 of the listed load,or over'/i'and achieve 0.64 of the listed load.8d commons EEE �* will achieve 100%load. F2 z 5.The LTP5 may be installed over structural sheathing up to 1/2'thick using 8dxl1/2'nails �3 A35 ®A35 0 with no reduction in load. 6.Connectors are required on both sides to achieve F2 loads in both directions. N 7.NAILS:8dx1 Y2=0.131"dia.x 1 Yz°long.See page 16-17 for other nail sizes and information. o '4 c 171 1, H 'G3 , `. LTP4 attaching �� Top Plates to ' LTP4 Installed over Rim Joist 162 Chimney Framing ❑5 Plywood Sheathing © LTP5 Installed over Plywood Sheathing 2"MINIMUM : SIDECOVER a ASAMP- Engineering & TITLE: Post Base - ABU66 Design Co., Inc. Suite Four - 66 Cambridge Street Simpson Strong-Tie DRAWN BY: Simpson Middleborough, MA 02346 SCALE: NTS ' a O i 4 Simpson Strong-Tie .-, Y H1 ASAP Engineering & :TITLE: HZ1 Deck Joist To Beam Design Co., Inc.., Suite Four - 66 Cambridge Street WOOD FRAME CONSTRUCTION MANUAL DRAWN BY:WFCM Middleborough, MA 02346 SCALE: NTS o . o rCS2-2/4 as�PEngineering & TITLE: BCS Post Cap Design Co., Inc. S Suite Four - 66 Cambrid Simpson trong-Tie DRAWN BY:a Street Simpson Middleborough, AM 2346 NTS SCALE: Rye, CT �,ew l��uSC i —. r— _--'1—- ---- - Ip - .r.r rrwe..�a'rr•m•w•rr 6 + ` m r • � I i I ..e . ♦ Il.z r i i n I I ------- ------ -------- I 1 - 1 I I i 3 aL o � ' I ' ,...n..u. a... I urr ae� 2• �� Pmund..flan Plrn -------------------- --------------- Ut ��r=ounu�a.TlyN�1-p.N ftl[crAANUMaic A I OO `I a z � ° o w w y I LEE lz ICQUA • a s '� 1 i i l � o-�----• i o I E oMbq is I 6 s.w vW , •`, i P.T. L ___ _______ ____ _____ _______ ____ u____ __ s e a 88s sill puw{r,cnE4: r*-+Plod•PI"n �1 PlphT.i'IAor-PLAN ,+s oo hanla: I/4"� I'-0" SHEET nNMeE0.: A 2 Q O s. ' p n1 I i � m d 4 , i. f I nrupoona i tl i------ 3 " �4a I I , I --- — i -- -- I Z I I • I i u,«w I. ,I pn» arse 3 -_�---- - I II rA1 hCGoNP f-LOOP-PLAN _Rill l b t�!?�I !09 9 Fri-. 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(-{�v Sit.• ---_—.� l to � e - - - - 54. SG A Pev4 9 /a z .� � J- —i3 c� ' - ,1b F io 1 _ 1 P,. ..._ 2� _ - S E I f — fLL-_�, 1:7 C , LOT 66 5CY00L f (fnd) \ c3L`N OF M,qa• cv o�� cy sE LOTS 64 & 65 MrnHv � eapo t 7 p3.2 t4 .woes .. 2 100 5 �Ff 5SDaP � RIDGE l 511RdEy�Q ?1�E Q-33,0 o E \ vz h- s LOCUS AP ' LOT LOT I AREA = 41731 S.F. �� °'�" CE I \ \ G. , \ =a MURPHY � PLAN REF.- 191143 N°' 74a RES. ZONE. „RF, � £� �. FLOOD ZONE. „C» aR�A a j to 1 p 0 �' �, , ASSESSORS MAP 7 PAR 15 3 0 C" I .0 PROJECT L OCA TION LOT 73 POPONE,SSE'TT ROAD ,k 96\� BARNSTABLE (COTUIT) -- _---� / / ��'' ' 95 APPLICANT. I LOT �' 11.0 27 �o. — f J__ 94\ \\1 (f E. REED PLUMMER 74 0 \ ° / 93 —92 ,. YAWEE SURVEY CONSUL TANTS X 1 W '�, P. O. BOX 255 _ / / / 15.62 „E UNIT 1, 408 INDUSTRY ROAD .39 6� ; �Ay MARSTONS MILLS, MA. 02548 / N70 �, -PH (508)428—0055 — FAX(508)420-555J l D TAG BOLT 1,30„E /TRA R0 ` 4-6EL=90. 71' SCALE.- 1 =3 [DATE.- 7130196 60� �� %F s E T L's) I NE��ED 4o REV.- REV. (fnd) O P UNpA V �� p �oB No. 50865A] SHEET 1 OF 2= TOP OF FOUNDATION 20' MIN. -- - -- 10' MIN. CONCRETE COVERS 4" SCHEDULE 40 P. VC MIN. PITCH 1/8 PER FT. 2'"LA YER OF 1/8'-1/2" CONCRETE CO VER WASHED STONE _ � EL. — 100 4" CAST IRON PIPE �► (OR EQUAL) MINIMUM PITCH 1/4 ' PER FT. CLEAN SAND 9 FLO W"LINE MIN. INVERT 110 EL. = 97' 98 75 MIN. 14 INVERT LEVEL /0-0.0-0 a ° °—'--- GAS —98 6 S[IM O O O O O p p 00 INVERT BAFFLE EL _ INVERT INVERT EL =94. 75 98.25 EL.=_9_7__ EL.= 9�-75 °° ° o ° ° ° o ° ° o ° °° DISTRIBUTION INVERT ° ° ° ° ° ° ° ° ° ° o o ° ° ° (TO BE PLACED ON FIRM BASE) —96 50 ° ° ) MECHANICALLY COMPACTED OR 6" OF STONE BOX EL. ° ° °°° o °° °0 0 00 ° o 0 0 °o ° ° o EL,=9cJ 75 __ 1500 GALLONS-- TO BE WATER TESTED TRENCH FORMATION SEPTIC TANK J IF MORE THAN ONE OUTLET PLACE ON 6"' STONE 3/4" TD 1 SOIL ABSOI?PTION - PROFILE OF WASHED ST°1/Z""E SYSTEM (SAS SEWAGE DISPOSAL SYSTEM BOTTOM OF TEST HOLE OR USGS PROBABLE WATER TABLE ELEV= 8_8.0'_ NOT TO SCALE NO OBSERVED WATER TABLE (06106184) ELEV= B8.0'_ OBSERVATION ' HOLE 1 ELEV. ='99-0_ INSTALL 4 (FOUR) INFILTRATORS WITH 4' STONE ON SIDES AND ENDS PERCOLATION RATE < = MIN./ INCH 1' STONE UNDERNEATH DEPTH DESCRIPTION TOP & SUBSOIL -,----TOP CLA Y 4- 36" GENERAL NO TES 5 6 7 MEDIUM BROWN SAND 8 s 10 1) ALL WORAMANSHIP AND MATERIALS SHALL CONFORM TO D.E.P. 11 ; 121" TITLE 5 AND THE TOWN OF _BARNSTABLE____ RULES AND 12 NO WATER ENCOUNTERED REGULATIONS FOR THE SUBSURFACE DISPOSAL OF SEWAGE. 2) ONE COVER ON SEPTIC, TANK SHALL BE BROUGHT TO ; SOIL TEST TVITHIN 6" OF FINISHED GRADE, OTHERS WITHIN 12" 3) ALL COMPONENTS OF THE SANITARY SYSTEM SHALL BE CAPABLE OF DATE OF SOIL TEST 06106184 SOIL TEST DONE BY ARROW ENGINEERING TYITHSTANDING H-10 LOADING UNLESS THEY ARE UNDER OR WITHIN WITNESSED BY: RON GIFFORD 10 FT. OF DRIVES OR PARKING AREAS. H-20 LOADING SHALL BE P#3389 DESIGN CALCULA TIONS.- USED UNDER OR WITHIN 10 FT. OF DRIVES OR PARKING AREAS. I ` 4) ANY MASONARY UNITS USED TO BRING CO VERS TO GRADE SHALL NUMBER OF BEDROOMS . . . . . . . . 3 y I BE MORTERED IN PLACE. GARBAGE DISPOSAL . . . . . . . . . NO t 5) NO DETERMINATION HAS BEEN MADE AS TO COMPLIANCE WITH TOTAL ESTIMATED FLOW GAL/DA Y DEEDED OR ZONING REGULATIONS. OWNER/APPLICANT IS TO ( U! __GAL./BR./DAY x 1___ BR.) 330 OBTAIN SUCH DETERMINATION FROM APPROPRIATE AUTHORITY. REQUIRED SEPTIC TANK CAPACITY 1500 GAL 6) UTILITIES SHOWN ARE APPROXIMATE ONLY, EXCA VA TION CONTRACTOR SOIL CLASSIFICATION . 1 IS TO CALL "DIG— SAFE" AT 1-800-322-4844 AT LEAST 72 HOURS DESIGN PERCOLATION RATE 5 MIN./IN. PRIOR TO COMMENCING WORK ON SITE. j 7) CONTRACTOR IS TO VERIFY GRADES AND ELEVATIONS AS WELL AS EFFLUENT LOADING RATE . . . . . . 74 GAL/DA Y/S.F. SITE CONDITIONS PRIOR TO COMMENCING WORK ON SITE. LEACHING CAPACITY (AREA X RATE) 387 GAL/DAY 8) PARCEL IS IN FLOOD ZONE __"C" ____ RESERVE LEACHING CAPACITY . . . 387 GAL/DAY 9) LOT IS SHOWN ON ASSESSORS MAP 7 _ AS PARCEL _15 (32XI1X 74)f(32f32+11+IIX 74X2) JOB NUMBER__ 50865 ______