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1575 IYANNOUGH ROAD (3)
J� � c : r n • c c e a , , °F`HET Town of Barnstable A EARNS ABLFs Building Department- 200 Main Street r �$A Hyannis, MA 02601 IEn.Ma'�° Tel. (508) 8624038 Certificate Of Occupancy Permit Number: B-17-3749 CO Issue Date: 11/7/2019 Parcel ID: 253-019-T00 Zoning Classification: SPLIT Location: 1575 IYANNOUGH ROAD/RTE132, Proposed Use: CENTERVILLE Name of Tenant: Sprinklers Provided: YES Gen Contractor: RONALD J SILVIA Permit Type: Residential - Land Type of Construction: VB: Any building material permitted by code Design Occupant Load: 67 Comments: OFFICE BUILDING SHELL AND COMMON AREAS. Building Official Date: A Certificate of Occupancy is Required Prior to Occupying Space Building Code: 780 CMR 8th Edition Town of Barnstable BU1 ing . a BAMSPABIX _ Post This Card So That it is Visible From the Street-Approved Plans Must be Retained on Job and this,Card Must be Kept Posted MAN.. Until Final Inspectiort Has Been Made.. Permit - a • Where al Certificate of Occupancy-is Required,such Building shall Not be Occupied:until a Final Inspection has been made: Permit No. 8-17-4740 Applicant Name: RONALD J SILVIA Approvals Date Issued: 01/09/2014 Current Use: Structure Permit Type: Building!.New Construction-Commercial Expiration Date: 07/09/2018 Foundation: Location:. 1S75 IYANNOUGH ROAD/RTE132,CENTERVILLE Map/Lot: 253-019-T00 Zoning District: SPLIT Sheathing:_. ` Owner on Record: SILVIA,FLOYD J TR Contractor Name: _ RONALD J SILVIA Framing:q I , �a Address: P O:BOX 430 Contractor License: CS-016932 2 -r- ., OSTERVItLE, MA._02655 Est. Project Cost: $.900;000.00 Chimney: Description: construct a new wood frame 2 story office building future permit to Permit Fee: $8,415:00 - w be applied forby tenant Insulation: C`k Fee Paid: .$8,415.00 'Project Review ReQ: Date: 1/9/2018 Final: 0 a Flumbing/Gas _ . . . Rough Plumbing: .4�j,b. ,,i- Building Official . Final Plumbing:. This permit shall be deemed abandoned and invalid:unles's the work authorized:by this permit is commenced within six months after issuance.. • �> All work authorized by this permit shall conform to the approved application and the approved construction documents for which this permit has been granted. Rough,Gas All construction,-aIterations and changes of use of any building and structures shall be in compliance with the local zoning by-laws and.codes. This permit shall be displayed in a location clearly visible from access street or road and shall be maintained open for.public inspection for the entire duration.of Final Gas: the work until the completion of the same: Electrical The Certificate of Occupancy will not be issued until all applicable signatures.by the Building and Fire Officials are provided on this permit. Minimum of Five Call"Inspections Required for'AII Construction Work: Service: 1,Foundation or Footing; Rough: 2.Sheathing Inspection 3•.All'Fireplaces must be inspected at the throat level before firest flue lining is installed Final: 4..Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5•.Prior to Covering Structural Members(Frame.inspection) Low Voltage Rough: 6•,Insulation 7.Final Inspection before Occupancy LOW Voltage Final: Where applicable,separate permits are required for'Electrical,Plumbing,and Mechanical Installations.: Health P Work shall not proceed until the Inspector has approved the various stages of construction. final• "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Fire Department Building plans are to be available on site Final: All Permit Cards are the property of the APPLICANT=ISSUED RECIPIENT � T Town' of BarnstableBuilding• all, rvp' 'a� •, st'This Card So That it isUisibleFrom the Street A ' roved+;Plans Mustbe.=Retained,on Job and this Card Must beKept HARPFBTA :x: � � .�x'+ r ?r. ., �, �� s � '� � F b '� �' v • M Posted 'Po UntilFinal lnspectionrHas BeenMade y ' 163Q. x,�` ;x £ ,. ?`:: „.;'. a _ F. = '• �*.a..s. . .Y ,, .': ' , ,:. ,: „qp Where a Certificate;of Qccupancy,`s Required,such Buildmg�shall Nofxbe Occupied until a final Inspect�on;_has been,made � e rmi - .. , ,,, ..A, .�........,.•>..,_� z.,:. ., ,�. ,.,x> .._,,..�..««,o�s�...q�, ..,.�_.�,..�'.�.;�,.....a,�s. _.., ..x,. ..wn� .w.�. F.a,.:•,,, ��x t1,:9b%�=:.a sraq�,��<a..:�&�,� x,:� � €-n.a5 Permit NO. B-17-3749 Applicant Name: RONALD J SILVIA Approvals Date Issued: 01/09/2018Current Use: Structure Permit Type: Building-New Construction-Commercial Expiration Date: 07/09/2018 Foundation: Location: 1575 IYANNOUGH ROAD/RTE132,CENTERVILLE Map/Lot: 253-019-T00 Zoning District: SPLIT Sheathing: Y �c ��� Owner on Record: SILVIA FLOYD J TR % Contractor.Name ,� RONALD J SILVIA Framing: 1 �L Address: P O BOX 430 ;� `_� Contractor License CS=016932 2 OSTERVILLE, MA 02655 kt; .P,roject Cost: $900,000.00 Chimney : Description: construct a new wood frame 2 story office building future permit to Permit Fee: $8,415.00 be applied forby tenant f; Insulation: k Fee Paid; S 8,415.00' Project Review Req: � ;, DDate 1/9/2018 Final: K 111416 = i� Plumbing/Gas Rough Plumbing: .Building Official Final Plumbing: This permit shall be.deemed abandoned and invalid unless the work author zed by this permit is commenced within'six"months after issuance. All work.authorized by this permit shall conform to the approved application and the approved construction documents for which tli"is permit has been granted. Rough Gas: .All construction,alterations and changes of use of any building and structures shall be in compliance with the local zomngby laws aril codes. This permit shall be displayed in a location clearly visible from access street or road and shall be maintained open for pull!c mspection for the entire duration of the Final Gas: work until the completion of the same. -' Electrical The Certificate of Occupancy will not be issued until all applicable signatures,by the Building and'Fire Officials are"provided$' "th*s permit. Minimum of Five Call Inspections Required for All Construction Work: Service: 1.Foundation or Footing A,.a, 2.Sheathing Inspection i _ Y Rou h` ,-.. ..-_ .., , ._ g 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection Final 5.Prior to Covering Structural Members(Frame Inspection) Low Voltage Rough: 6.Insulation 7.Final Inspection.before Occupancy Low Voltage Final: Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Health Work shall not proceed until the Inspector has approved the various stages of construction. Final: "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Building plans are to be available on site Fire Department All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT Fina l: Town of Barnstable ilding Po'stThis CarddSo That"�t;is VisibleFrom theMStreet ,A roved;Plans,illMust be,Retal,ned onSJob,and this.Cacd Must be Kept SARNS'CMBLE, z ;i., r ,x s y,x. ''s«r az:2pp m ,� x.?': �... NA Posted Until Final Inspection Has:Been Made Y .: i639 Where as Certificate,of Oc�cu ancy.�sRequ�red,su,ch,Buildmg shall Not be"Oecupied until a�F�nallnspectwnhas;been made Permit ::. ...:.. :. .. Permit No. B-17-3749 Applicant Name: RONALD J SILVIA Approvals Date Issued: 01/09/2018 Current Use: - Structure Permit Type: Building-,New Construction-Commercial Expiration Date: 07/09/2018 Foundation: Location: 1575 IYANNOUGH ROAD/RTE132 CENTERVILLE Map/Lot 253 019-T00 Zoning District: SPLIT Sheathing: Owner on Record: SILVIA,fLOYD J•TR b` Contractor Name � ,RONALD J SILVIA framing: 1 Address: P O BOX 430 Contractor License; CS 016932 2 OSTERVILLE, MA 02655 i ` Est Project Cost: $900,000.00 Chimney: Description: construct a new wood frame 2 story office building futdte'permit to ` Permit Fee: $8,415.00 Insulation: be applied forby tenant , Fee Paid,; S 8,415.00 31 Final: Project Review Req: `r ' Date 1/9/2018 n IV Plumbing/Gas Q Rough Plumbing: ---.- - --- Building Official Final Plumbing: This permit shall be deemed abandoned and invalid unless the work authonzedbythis permit is commenced within six months after�.issuance. All work authorized by this permit shall conform to the approved application and the approved construction documents f6rWhich th s permit has been granted. Rough Gas: All construction,alterations and changes of use of any building and structures shall be in compliance with the local zomriglby laws and codes. This permit shall be displayed in a location clearly visible from access street or,road'and shall be maintained open for public i sn pectwn for the entire duration of the Final Gas: work until the completion of the same. ` ' Electrical The Certificate of Occupancy will not be issued until all applicable sign6tures bythe 9 ild�ng and`Fire Officials are=provided on this;permit. Minimum of Five Call Inspections Required for All Construction Work Service: 1.Foundation or Footing � ., . �:• Rough: 2.Sheathing Inspection _ 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection Final: 5.Prior to Covering Structural Members(Frame Inspection) Low Voltage Rough: 6.Insulation 7.Final Inspection before Occupancy Low Voltage Final: Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Health Work shall not proceed until the Inspector has approved the various stages of construction. Final: "Persons contracting with unregistered contractors do not have access to the guaranty fund"(asset forth in MGL c.142A). Building plans are to be available on site -Fire Department All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT Final: Michael A.Dunning Kevin N1,Kirran.e, Elizabeth A.McNichols Brian F.Garner Christopher J.Kirrane Jessica C.Sommer J_lt '��11"t;.K �3't .L i : i .,> t „i'C;� t i_, Nicole R.NorlteAcius Patricia McCauley;of Counsel October 19,2017 Brian Florence,Building Commissioner Town.of Barnstable Building Department 200 Main Street Barnstable,MA 02601 RE: 1555 & 15.75 IYA.NNOUGH ROAD,HYANNIS Dear Mr. Florence: Please be advised that this office represents Sixty North Street. Realty Trust and Rose Cape,,vay; LLC,both entities being the co-owners of both 1555 and 1.575.Iyannough Road. It is my understanding that a question has arisen regarding the need for across-easement:relating to the shared access from lyannough Road. Sixty North Street Realty Trust and Rose Capeway, LLC:took title to.the properties located at 1555 and 1575 Iyannough Road by deed dated January 8, 2009 and recorded in the Barnstable County Registry of Deeds in Book 23358,.Page 25, iJnder the common-law doctrine of merger, easements are extinguished,"`by unity of title and possession of the two.estates [the dominant and the servient], in one and the same person at the same tirne."' Williams Bros., Inc. of Marshfield v. Peck, 81 Mass.App.Ct. 682, 684 (2012). An easement is terminated by merger 1 when two requirements are.met,"First,the unity of title between the affected parcels must be of `a permanent and enduring estate, an estate fee in both,'... Second,this unit of title only occurs l when two ownership interests are coextensive:" $usalacchi v. McCabe, 71 Mass. App.Ct. 493; 498 (2008). The unity of title between the two estates is an estate fee in both,thereby meeting the first requirement for the merger doctrine to apply. Additionally,title to both properties are held by Sixty North Street Realty Trust and Rose'Capeway, LLC as tenants in common thereby satisfying the second art of the test,that the two ownership interests;be coextensive. 1? Given the above it is our opinion that any easement given by Sixty North Street Realty"Trust and Rose.Capeway;LLC to Sixty North Street:Realty Trust and Rose Capeway; LLC would be of no legal effect, i"c...,3.::.C,.i3...i,t.. `..,',y t7 •i r 1J. .,t, .`C[ 11 .L1 l iS.dF 6..CGi clrsnnin�kirYan .:coo { i Should you have any questions please do not hesitate to contact me. Ver. u s c:. Christopher J. Kirrane CJK/mfl Pc: Ronald Silvia t i t 6 i 2i 0 u.: Michael A Dunning Kevin M.Kirrane Elizabeth A.McNichols Brian F.Gamer Christopher J:Kirrane Jessica C.Sommer Dunnna,Kirranc,McNilichols-Garn(cr,LLP Nicole B.Norke-,2cius Patricia McGauley,of Counsel ATTORN EYS AT LAW October 19,2017 Brian Florence, Building Commissioner Town of Barnstable Building Department 200 Main Street F Barnstable,MA 02601 RE: 1555 & 1575 IYANNOUGH ROAD,HYANNIS S. Dear Mr. Florence: Please be advised that this office represents Sixty North Street Realty Trust and Rose Capeway, LLC,both entities being the co-owners of both 1555 and 1575 Iyannough Road. It is my understanding that a question has arisen regarding the need for a cross-easement relating to the shared access from Iyannough Road. Sixty North Street Realty Trust and Rose Capeway,.LLC took title to the properties located at 1555 and 1575 Iyannough Road by deed dated January 8,2009 and recorded in the Barnstable - County Registry of Deeds in Book 23358, Page 25. Under the common-law doctrine of merger, easements are extinguished,"`by unity of title and possession of the two estates [the dominant and the servient], in one and the same person at the same time."' Williams Bros., Inc. of Marshfield v. Peck, 81 Mass.App.Ct. 682, 684 (2012). An easement is terminated by merger when two requirements are met,"First,the unity of title between the affected parcels must be of `a permanent and enduring estate, an estate fee in both,'... Second,this unit of title only occurs when two ownership interests are coextensive." Busalacchi v. McCabe, 71 Mass. App. Ct. 493, 498 (2008). The unity of title between the two estates is an estate fee in both;thereby meeting the first requirement for the merger doctrine to apply. Additionally,title to both properties are held by Sixty North Street Realty Trust and Rose Capeway,LLC as tenants in common thereby satisfying the second part of the;test,that the two ownership interests be coextensive. Given the above it is our opinion that any easement given by Sixty North Street Realty Trust and Rose Capeway, LLC to Sixty North Street Realty Trust and Rose Capeway, LLC would be of no legal effect. Shkllll acl !':lscc 131 l2our 2S i'.0 Rn Veit ;et (shine #ac"slritlle inait website X4aSili`cC,tVIdS.S.lChUSeCC 0=64 ('Pub+) (7(S).'-,-•'i'3 '1i.1`,C.iJ.i�`y°uttt]Rtilt�tal'Cat1C.eC1IlT dunningkirrane'com x ♦ , rd . 4 DK\4&G PAGE Should you have any questions please do not hesitate to contact me. Ve rs C topher J. Kirrane CJK/mfl cc: Ronald Silvia Shilli?ack Place i i3 route?S i Rox-,5oi) tblap onle t8C5ttt311e @tT1Eli Web-site �t:isL:pee.4'tass:�chuseee,OM44 �5tl 4t_ 9- �l:irr;me's'ci�nnin k.irr:ane.com dunningkirrane:ccim Florence, Brian EN From: Christopher Kirrane <ckirrane@dunningkirrane.com> Sent: Tuesday,January 2, 2018 1:21 PM To: Florence, Brian Subject: FW: 1555 - 1575 lyannough Road Attachments: Deeds.pdf, 10.19.17 - Letter to Barnstable Building Department.pdf Importance: High Dear Brian, Following up on our conversation from this morning attached please find the January 8, 2009 deed whereby 1555 Iyannough lZoad and 1575 .lyannough Road were conveyed to Sixty North Street Realty Trust and Rose Capeway, LLC. Sixty North Street Realty Trust and Rose Capeway, LLC are the current co-owners of both parcels. In light of this common ownership an easement cannot be granted per my legal analysis in my October 19`" letter (also attached). You will also see a 2007 deed which is the deed from which my client's predecessor-in-title derived their title. It does not affect the current analysis. I know my clients are anxious to start construction on this project so should you have any questions or are in need. of any additional informaiton, please do not hesitate to contact me. Chris Christopher J. Kirrane, Esq. Dunning, Ki:rrane, McNichols, and Garner, L:L,P PO Box 560 133 Falmouth Road Mashpee, MA 02649 508-477-6500 (f) 508-477-7633 ekirrane2cd unningkirrane.com i From: Michael Leary Sent:Tuesday,January 02, 2018 10:25 AM To: Christopher Kirrane<ckirrane@dunningkirrane.com> Subject: FW: 1555- 1575 lyannough Road From: Michael Leary Sent:Tuesday, December 19, 2017 3:36 PM To: 'brian.florence@town.barnstable.ma.us' <brian.florence@town.barnstable.ma.us> Subject: 1555- 1575 lyannough Road 1 Mr. Florence, As a follow up to Attorney Chris Kirrane's October 19th letter, copy attached, I am sending a copy of the deeds for 1555-1575 lyannough Road to our clients, Sixty North Street Realty Trust and Rose Capeway, LLC. Please do not hesitate to contact me or Attorney Kirrane if you require any additional documents. Thankyou Mike Leary Michael F. Leary, Paralegal Dunning, Kirrane, McNichols & Garner, LLP 133 Route 28 P.O. Box 560 Mashpee, MA 02649 508-477-6500 ext 235 508-477-7633 (fax) mleary@dunningkirrane.com , 41 �r roe `�. �• ��:::f "F" �� �"-.;'•i � .,v�k t This message contains information which may be confidential and privileged. Unless you are the addressee(or authorized to receive for the addressee), you may not use, copy or disclose to anyone the message or any information contained in the message. If you have received the message in error,please advise the sender by reply email, and delete or destroy the message. Thank you. 2 Bk 23,315$ P925 873 QUITCLAIM DEED We,ROBERT T. CARLETON and DANIEL M. GRIFFIN,JR.,TRUSTEES OF SHALLOW POND NOMINEE TRUST,u/d/t dated November 17,2005,and recorded in the Barnstable County Registry of Deeds at Book 20527,Page 318,of 1555 Iyannough Road, Hyannis,Massachusetts,holder of an undivided 45% interest and FLOYD J.SILVIA TRUSTEE OF SIXTY NORTH STREET REALTY TRUST,u/d/t dated November 22, 1996 and recorded in the Barnstable County Registry of Deeds at Book'10500,Page 298 of 1284A Main Street,P 0 Box 430, Osterville,Massachusetts,02655, as amended of record,holder of . an undivided 55%interest,as tenants in common For consideration paid of Two Million Two Hundred Thousand and 00/100($2,200,000.00) Dollars GRANT to FLOYD J.SILVIA,TRUSTEE OF SIXTY NORTH STREET REALTY TRUST,u/d/t dated November 22, 1996 and recorded in the Barnstable County Registry of Deeds at Book 10500,Page 298 of 1284A Main Street,P 0 Box 430, Osterville,Massachusetts,02655,holder of an undivided 55%interest, and ROSE CAPEWAY,LLC,of 1284A Main Street,P 0 Box 430,Osterville MA 02655,holder of an undivided 45%interest,said interests held by each grantee in the undivided percentages set forth above as tenants in common, With QUITCLAIM COVENANTS The land and buildings thereon in Barnstable(Hyannis and Centerville),Barnstable County, Massachusetts described in the attached ('EXHIBIT 'All) Being the same premises conveyed to these Grantors by deed dated June 22,2007, and recorded in the Barnstable County Registry of Deeds at Book 22146,Page 76. PROPERTY ADDRESS: 1555-1575 Iyannough Road,Barnstable(Hyannis and Centerville), MA J Bk 23358 Pg 26 #873 Signed and sealed this�_day of_ 200_/. SHALLOW POND NOMINEE TRUST B Robert Carleton,Trustee By: Daniel M.Griffin,Jr.,Trustee SIXTY NORTH STREET REALTY TRUST By: Flo . Silvia,Trustee- By: �u ,�,, � ro r•er cn .. ..;;i°cna po A ro a a pQ0` CO S 'tf►1 'fl 0 � o � N �, co Bk 23358 • Pg 27 #873 COMMONWEALTH OF MASSACHUSETTS Barnstable, ss On this l(� Day of�,�,,Q2,0-08,before me,the undersigned notary public, personally appeared, and proved to me through satisfactory evidence of identification, which was to be the persons whose names are signed on the preceding or attached document and acknowledged to me that they signed it voluntarily for its stated purpose. ,•``��Qi��y�......K. Notary Public My Commission Expires: COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this Z`� :Day of 2008,before me,the undersigned notary public, personally appeared,T0,Qje t /_'ft KI n \'y and proved to me through'satisfactory evidence of identification, which was ( � ) to be the persons whose names are signed on the preceding or attached document and acknowledged to me that they signed it voluntarily for its stated purpose. '�JViirnrr����� Notary Public My Commission Expires. fill Bk 23358 ' Pg 28 #873 COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this Day of ,20V,before me,the undersigned notary public, personally appeared, "C� �T 511 ?pt �, / d proved to.me through satisfactory evidence of identification, which was �POO� 1l d^ ,to be the petsons whose names are signed on the preceding or attached � P g document and acknowledged to me that they signed it voluntarily for its stated purpose. Notary Public My Commission Expires: `v,�, 09 �'•9s �����rrlrHiitttlttt��\ Bk 23358 ' Pg 29 #873 EXHIBIT"A" Property Address: 1555-1575 Iyannough Road,Barnstable(Hyannis and Centerville),MA The land with buildings and improvements thereon located on the southerly side of Iyannough Road(Route 132)in Barnstable(Hyannis&Centerville),Barnstable County,Massachusetts and being bounded and accurately described as follows: LOT I-A and LOT 2-A on a plan entitled: "Plan of Land#1555 & 1575 Route 132 Iyannough Road in Hyannis Massachusetts(Barnstable County)A/N/R plan,November 19,2008,prepared for: Brown,Linquist,Fennucio&Raber Architects,Inc.,BSC Group,349 Route 28,Unit D,W. Yarmouth,Massachusetts 02673, Scale: 1"=40'."Said plan is recorded in the Barnstable County Registry of Deeds at Plan Boolc &p Page b(p. Lot 1-A contains 2.28 acres,more or less, according to said plan. Lot 2-A contains 2.34 acres,more or less,according to said plan. BARNSTABLE REGISTRY OF DEEDS Bk 22146 P976 438385 06-27-2007 & OZ X 4 2F� QUITCLAIM DEED We, ROBERT T. CARLETON AND DA,NIEL M. GRIFFIN,JR.,TRUSTEES OF SHALLOW POND NOMINEE TRUST, u/d/t dated November 17,2005 and recorded with the Barnstable County Registry of Deeds in Book 20527,Page 318,of 1555 lyannough Road,Hyannis,Massachusetts For consideration of SEVEN HUNDRED SIX THOUSAND AND 001100 ($706,000.00)DOLLARS paid, grant to ROBERT T. CARLETON and DANIEL M. GRIFFIN,JR.,TRUSTEES OF SHALLOW POND NOMINEE TRUST,u/dA dated November 17,2005 and recorded with the Barnstable County Registry of Deeds in Book 20527,Page 318,of 1555 Iyannough Road,Hyannis, Massachusetts, an undivided 45% interest and to JOSEPH P. KELLER,FLOYD J.SILVIA and RONALD J.SILVIA,TRUSTEES OF SIXTY NORTH STREET REALTY TRUST,u/d/t dated November 22, 1996 and recorded in said Deeds in Book 10500, Page 298 of 619 Main Street, Centerville,MA 02632,an undivided 55%interest,said interests to be held by each grantee entity in the undivided percentages set forth above as tenants in common, With quitclaim covenants The land with the buildings thereon in Barnstable (Hyannis),Barnstable County, Massachusetts,bounded and described as follows: Parcel Om: Northeasterly by State Route 132,one hundred fifty-four and 23/100 (154,23) feet; Southeasterly by land now or formerly of Country Lake Motel(Stanley W. Baukus),as shown on said plan,five hundred forty and 00/100 (540.00)feet, more or less; Southeasterly again by a curved line of Shallow Pond,as shown on said plan,two hundred seventy-five and 00/100(270.00)feet, more or less; Westerly by land now or formerly of Frank R. McDonough,as shown on said plan, one hundred ninety-six and 00/100(196.00)feet,more or less; Northwesterly by land now or formerly of Frank R. McDonough, as shown on said plan,three hundred thirty-four and 09/100(334.09)feet; Southwesterly by land now or formerly of Frank R. McDonough,as shown on said plan,sixteen and 561100(16,56)feet; Bk 22146 Pg 77 #38385 Northwesterly again by land now or formerly of Frank R. McDonough,as shown on said plan,seventy-eight and 52/100(78.52) feet; Northeasterly again by land now or formerly of Frank R.McDonough, as shown on said plan,sixteen and 54/100(16.54)feet; and Northwesterly again by land now or formerly of Frank R.McDonough, two hundred seven and 53/100(207.53)feet. Containing 105,795 square feet,more or less,on a plan entitled,"Plan of Land in Barnstable (Centerville), Mass. for Frank McDonough,Scale: 1"=40', August 21, 1987, R.J. O'Hearn, Inc., Swan River Plaza, 35 Route 134, Unit 2,Post Office Box 237, South Dennis,Mass. 02660,"recorded with Barnstable County Registry of Deeds in Plan Book 441, Page 63. Subject to and together with the benefit of all easements,rights,reservations and restrictions of record, insofar as the same are now in force and applicable. PROPERTY ADDRESS: 1555 IYANNOUGH ROAD, HYANNIS, MASSACHUSETTS Parcel Two Beginning at a point on the southerly side of State Highway known as Route 132 at other land now or formerly of Robert S. Sverid and at the northwesterly corner of the premises; thence running South 62' 17' 37"East by the southerly line of said Route 132, 128.52 feet to a bound; thence running South 14° 15' 30"West by land now or formerly of John 0.Doherty et ux, 619.87 feet to a point;thence running Southeasterly,still by said land of Doherty et ux, 196 feet, more or less, to a bound at the waters of Shallow Pond;thence running Southwesterly,northerly, northeasterly and northwesterly by the waters of Shallow Pond to a bound at land now or formerly of Robert S. Sverid;thence running North 14015' 30"East by land of said Sverid, 650 feet,more or less,to the bound at Route 132 and point of beginning, Being a portion of the premises conveyed to Robert Sverid by deed of Elsie Jones and duly recorded with the Barnstable Registry of Deeds in Book 1487, Page 42. Bk 22146 • Pg 78 #38385 PROPERTY ADDRESS: 1575 IYANNOUGH ROAD, HYANNIS,MASSACHUSETTS For our title to Parcels One and Two see deed recorded with the Barnstable County Registry of Deeds in Book 20527,Page 321. The within conveyance is made subject to the mortgage and other security interests and documents granted by the within grantor to Sovereign Bank,F,S.B, in the original principal amount$1,750,000.00 and recorded prior hereto. We, the undersigned, being the incumbent Trustees of the above said trust, do hereby certify, under the pains and penalties of perjury, the following: 1) we are the incumbent Trustees of said Trust; 2) said Trust has not been terminated, amended or revoked and remains in full force and effect as originally executed and recorded as described above; 3) we, as Trustees of said Trust, have been authorized and directed by all of the beneficiaries of said Trust: (a) to sell an undivided 55% interest as tenants in common with the within grantor to Sixty North Street Realty Trust for consideration received in the amount of$706,000.00; and (b)to execute the within deed and any other agreements, instruments or documents as we deem necessary in order to effectuate said transaction; and 4)no beneficiary of this Trust is a minor, a corporation selling all or substantially all of its Massachusetts assets, or a personal representative of an estate subject to estate tax liens, or is now deceased or under any legal disability. 4 Executed as a sealed instrument this�� da atre;1i`9 MASSACHUSETTS STATE EXCISE TAX BARNSTABLE COUNTY REGISTRY OF DEEDS Date: 06-27-2007 a 03:42pn �- Ct lY: 1673 Dorn: 38385 Ro ert T.Car-ton,Trus ee of fee: $2r414.52 Cons: $706r000.00 BARNSTABLE COUNTY EXCISE TAX Sh Nominee Trust BARNSTABLE COUNTY REGISTRY OF DEEDS Date: 06-27-2007 a 03:42pn Ct1:: 1673 Dod: 38385 1 Fee: t i Y609.68 Cons: $7060013.0i! Daniel M.Griffin,Jr.,Trustee of Shallow Pond Nominee Trust COMMONWEALTH OF MASSACHUSETTS BARNSTABLE, SS. q� On this day of June, 2007, then personally appeared before me the undersigned Notary Public, Robert T. Carleton and Daniel Jr., Trustees as aforesaid, personally known to me to be the persons whos- nam a signed o pr eding or attached document and acknowiedged to me that they signe it voluntari its slat Before me Daniel M,Creedon,1I1,Not y Public My commission expires:4/14/1 l CMlIEL AI,CREEDON 11 Nobly AubNo Of�ry �OontnfNipn E�i►M BARNSTABLE REGISTRY OF DEEDS Apt 14,xit Btu 23358 P�32 875 01--08-2009 0 112580 QUITCLAIM DEED I,KA.THLEEN SILVIA,TRUSTEE of the Nehemiah Lovell Realty Trust,u/d/t dated January 18, 1993,recorded in the Barnstable County Registry of Deeds.at Book 8888 Page 76,as amended of record at Book 11507 Page 205 For consideration paid of One($1,00)Dollar GRANT to NEHEMIAH LOVELL, LLC,a Massachusetts limited liability company with a principal place of business at 1284A Main Street,P O Box 430, Osterville,MA 02655 with quitclaim covenants The land described in the attached "EXHIBIT A." PROPERTY ADDRESS: 679-683 MAIN STREET,OSTERVILLE MA 02655 Bk 23358 ' Pg 33 #875 Executed as a seated instrument this ;6?"^day of T)-eG_ ,2W$ NEHEMIAH LOVELL REALTY TRUST By: �'fF 7NS �Q athleen Silvia,Trustee COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this 304"` Day of ��, ,2006 ,before me,the undersigned notary public,personally appeared, adtt t St j1,T& ,and proved to me through satisfactory evidence of identification,which was L G to be the persons whose names are signed on the preceding or attached document and acknowledged to me that they signed it voluntarily for its stated purpose. Notary Public My Commission Expires: ob COlkM01lWEALfHOF �1a 3 y 5,2013 rn m Bk 23358' Pg 34 #875 EXHIBIT A 679-683 Main Street,Barnstable(Osterville),MA The land with buildings thereon known and numbered as 679-683 Main Street in Barnstable (Osterville),Massachusetts being bounded and described as follows: LOT 1 and LOT 2 as shown and accurately described on a plan entitled: "Plan of Land in Barnstable(Osterville),Mass. for BYR Realty Trust,Scale: 1"=20',dated October 3, 1983, revised October 20, 1983,Baxter&Nye, Inc.,Registered Land Surveyors,Osterville,Mass.", which plan is recorded in the Barnstable County Registry of Deeds at Plan Book 386 Page 17. Said Lot 1 contains 20,844 square feet according to said plan. Said Lot.2 contains 22,301 square feet according to said plan. For title reference see Book 8888 Page 82 in said Registry. BARNSTABLE REGISTRY OF DEEDS TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION 253. 01cl/Too Map 253 .: Parcel .C)19/,600 Application # 5 Health Division Date Issued 4 Conservation Division � ( Application Fee Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board q I Historic - OKH _ Preservation/ Hyannis Project Street Address I is ah _Road LRk, 132. Village �1 S 5 Owner V-1 /[A T 7R Address R 0. x q 3 Q 05k VI Telephone_t�C) `42-0 -d?,?-(o O�lOss Permit Request wooIJ r-zAME a s1-'olZYdr-igcc 901LQ)VC- VOW&F PRY41r To Op, Square feet: 1 st floor: existing 4proposed 1 D 1 2nd floor: existing proposed 4/7 Total new 7 9 34 Zoning District 1-f (j, lib'I Flood Plain x Groundwater Overlay W Project Valuation 9 00, Construction Type Woo FRF) M e 2.2'1 Lot Size d Grandfathered: ❑Yes M No If yes, attach supporting documentation. Dwelling Type: Single-Family ❑ Two Family ❑ Multi-Family (# units) Age of Existing Structure h1l A Historic House: ❑Yes XNo On Old King's Highway: ❑Yes )4NO Basement Type: ❑ Full ❑Crawl ❑Walkout ❑ Other SU1 {AKDAL BAgC-H%J- Basement Finished Area (sq.ft.) O Basement Unfinished Area (sq.ft) Number of Baths: Full: existing new Half: existing new Number of Bedrooms: existing _new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: �(Gas ❑ Oil ❑ Electric ❑ Other Central Air: ta Yes ❑ No Fireplaces: Existing New �_ Existing wood/coal stove: ❑Yes �kNo Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of AAD eats Authorization ❑ Appeal # Recorded ❑ BUILDINIP ni=PT Commercial Yes ❑ No If p ,es site Ian review# O 1.3 - Y Current Use O Proposed Use _©FRCL" 130IL0106-0" 120 1.i TOWN -N: FAGLE APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Sod �loo a463 Name30naW 61 I�s(1 Telephone Number 506 4 2o— czz4o Address 1 e Ol e �80CLJ License# C-S 01(o9 32 0S)rIV11 I , 2.�o r��� Home Improvement Contractor# I o �-- Email (_6iWoO 5,W n aR6 51'Vjl). OM Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATUR DATE �o0017 L , FOR OFFICIAL USE ONLY APPLICATION # ; DATE ISSUED MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. TOWN OF BARNSTABLE B"NFrABLX, # BUILDING DEPARTMENT Muss. $ �p 1639. APPLICATION FOR CERTIFICATE OF OCCUPANCY TED MA(p - Building permit application number Date Address of structure 157 S 13 1iYANU1 nap/par cc�t�vrtlz Area of structure C.O. will be issued to Name of Tenant Edition of Building Code (underwhich the building permit will beissued) 0 Use and Occupancy.Classification G FFtCC ys1- 1� 13 Type of Construction t OOP Iz2d WlC' Design Occupant Load Is,the facility licensed by a State agency? (circle one) Yes If yes If yes, name.of agency Relevant Code of MA Regulations (CMR) that apply Sprinklers Sprinklers provided? No (circle one) Sprinklers required? es No (circle one) Building Department Use only Special Conditions: i 3225 MAIN STREET PO. BOX 226 BARNSTABLE, MASSACI-IUSE—ITS 0.2630 t i CAPE COD , (50)302-3828 Fax(508) 362-3136 - vvvv,,vcapetodr—orrmission.org COMMISSION IR19AL CER7I FICATE OF COWLIAN(C1E 11575 Iymmauugh Road,Ba-astable Project: Rose Motel Redevelopment/Lakeside Commons CCC Fit�_ e#0 018 { ) 7 Project Site/ 1555 and 1575 Iyannough Road.(Route 132),Barnstable Location: (Assessors Map 253 Parcels 16&19) - Owner/Applicant: Sixty North Street Realty Trust,Floyd J.Silvia,Trustee Rose Capeway LLC,Robert B.Kinlin,Manager c/o Ronald J.Silvia,Manager,Silvia and Silvia LLC r 1284-A Main Street,P.O.Box 430,Osterville,MA 62655 Titldnformation: Deed Book 23358 Page 25;Plan Book 628 Pg 66,Lots 1A and 2A (Original CCC Decision recorded in Deed Book 2-2903 Page 17) Issue Date: July,2019 j 0 r This Final Certificate of Compliance confirms that the Owner/Applicant has properly complied 4 with and satisfied the terms and conditions of the Development of Regional Impact/Hardship Exemption decision for the above-referenced Project dated March 20,2oo8,as modified by further decisions dated 1i/18/o8,7/2/12,and 9/13/12 and 6/8/17(collectively,"Decision").l Issuance of this Certificate in turn authorizes Town of Barnstable Building Officials to issue a Certificate of Use and Occupancy for the building at 1575 Iyannough Road. " This Certificate acknowledges receipt of and incorporates the construction-level/`as-built' building plans for 1575 Iyannough Road entitled"1575 Iyannough Rd, Hyannis,MA,New Offices,Phase 2,"dated 4/9/18,prepared by Northside Design Associates and Philbrook Engineering for Silvia&Silvia,consisting of sheets G1;Al through A13;S1;S2; and S3,which . the Commission has determined are consistent with those plans approved under the Decision. This Certificate is issued subject to the following: ® In Fall 2o19,or sooner if favorable conditions allow,the Owner/Applicant shall re-seed/ re-plant the side slopes and basin of the bioretention area immediately south of the rear parking lot at 1575 Iyannough Road; i The Decision as modified involves both the 1 Iyannough Road and 1 Iyannough Road properties, > 555575 which abut one another and share a common driveway/site access. The Commission previously issued in ; October 2013 a Final Certificate of Compliance for the approved building/development at 1555 Iyannough Road;this Certificate is for the approved building/development at 1 I annou h Road the f PP575 Y g , site of the former"Rose Motel." A Lakeside Commons,1575 Iyannough Rd.,Barnstable Final Certificate of Compliance July 2019 Page i 1 r i Owner/Applicant shall install and maintain a bicycle rack in a location visible from and easily accessible to the entrance of the 1575 Iyannough Road building; Owner/Applicant shall install and maintain a bulletin board with bus schedules and other information about trip reduction and alternative transportation options (e.g, bicycle maps,ride sharing, etc.)in a common area of the building at 15751yannough Road. S ignatanre page f-bHows a, { s s Lakeside Commons,1575 Iyannough Rd.,Barnstable Final Certificate of Compliance .7uly 2019 Page 2 r SIGNATURE PAGE 4 t Executed this---� day of July 2019, Ie . Kristy atori,Executive Director COMMONWEALTH OF IV1IhASSACH USETTS Barnstable,ss July 1 '2019 Before me,the undersigned notary public,personally appeared Kristy Senatori,in her capacity as Executive Director of the Cape Cod Commission,whose name is signed on the preceding or attached document, and such person acknowledged to me that she signed such document ! voluntarily for its stated purpose. The identity of such person was proved to me through satisfactory evidence of identification,which was[ ]photographic identification with signature issued by a federal or state governmental agency, [ j oath or affirmation of a credible witness,or [X]personal knowledge of the undersigned. J-NA79MC5R9 D.IDMAN Notary Public COMMONWEALTH OF MASSACHUSMS My Commisslon Evues /August t5.21)99 0 Public SEAL Commission Expires: - i 1 Lakeside Commons,1575 Iyannough Rd.,Barnstable Final Certificate of Compliance . July 2019 } Page 3 of 3 BARNSTAB E REGISTRY OF DEEDS leha Fe Meade, RegiSteT - s 3 BSC GROUP Transportation s Energy•Lind Devc1opment 399 Main Street (Route 28), Unit D West Yarmouth MA o2673 July 9,2019 Tel: 508-778-8919 800-288-8123 Mr. Brian Florence Building Commissioner www.bscgroup.com Town of Barnstable 200 Main Street Hyannis, MA 02601 RE: Site Plan Review#013-16,Commercial Redevelopment, 1575 Iyannough Road Centerville,MA Dear Mr. Florence: Pursuant to Section 240-105(G)of the Town of Barnstable Code of Ordinances,BSC is pleased to report the following: Construction of the proposed improvements at 1575 Iyannough Road is complete. Based upon our knowledge and belief,the work has been completed in substantial compliance with the approved site plans entitled, "Commercial Redevelopment, 1575 Iyannough Road, Hyannis,Massachusetts",consisting of 9 sheets,dated April 26,2016 with final revision May 16,2017." Please do not hesitate to contact our office with any inquiries you may have. Very truly yours, BSC GROUP,INC. Brian G.Yergatian,P.E.,LEED AP Project Manager/Associate Engineers cc: Ronald J. Silvia,Owner Environmental Scientists Custom Software Developers Landscape Architects \\bsebos\yar\Projects-YAR\4893002\_NCtrl\Correspondence\Outgoing\Town of Barnstable\2019-07-09 bgy LT certification.docx Planners Surveyors i Ron Silvia From: Grossman, Michael <mgrossman@commfiredistrict.com> Sent: Friday,October 25, 2019 3:58 PM To: Ron Silvia Subject: 1575 lyannough Road Hi Ron, We have everything we need and I have signed off on the original building permit electronically. Have a great weekend. Mike Michael G.Grossman,Fire Prevention Officer Centerville-Osterville-Marstons Mills Dept.of Fire-Rescue&Emergency Services (508) 790-2375 ext. 1/Fax: (508) 790-2385 -ft1tF. ` ' r 1 aF J�'O4g EDGE OF BOROERING VEGETATIVE PBAp� ASSESSORS 2 w , WETLANDS PER P.B.028.PG.66 MAP 253,PARCEL 19T&196 0�o a W Fff3 0° N I- I (1575 IYANNOUGH ROAD) N O y WF;t23� �YaO Fty3 WFil3 87,470±S.F.(UPLAND) 2 2 -BITUMINOUS PARKING- ' �� pq.9 , 11,973±S.F.(WETLAND) n3�v��-y ,hFgs`� WF937'� 99.443±S.F. TOTAL �..----------- WF112� `O `le�.w �� 2.28±ACRES((TOTAL) Ilk WF"2 WFa'o �`PROPOSED ACCESS EASEMENT(DEFINED PORTION) S75.46'20•E W.416 ;u 25.00' WFg1s (APPROXIMATELY FOLLOWING EXISTING VEHICLE TRACKS) o N7546 WFN77 zs.00' - 20'M1N 1v o 6 h S74°75'29"W 89. ' W F615 e WF614 Sp3.nxoo Of�PjER 27722' li ow -UNDEFINED PORTION- ltp! EOGE PG,66 \ '1_ 20.0' .0' �110'P�RP 6.626. j 1C'! �\ co20.01 �f11I 17'± S70°26'58"E .. Frm ®vim �®©mom #1555 .. WFk10 \ N84°0 ®®®©bmco®® 6.36' EXISTING FOUNDATION .0' PORTION OF ®® ��®®®®©� 368.04' ®®� © N84°09'33"E S13°26'53"W APPROXIMATE EDGE, �, F�6 \ 10.0 so.0' V 30.0 2.0 OF PRESENT SHORE F=7 WI`fJN ASSESSORS MAP 253,PARCEL 16 / TWO PARKING SPACES RESERVED ' �LWF' 96,814±S.F.(UPLAND • _ + ,EDGE OF WATER s 5,230±S.F.(WETLAND) FOR SHALLOW POND ACCESS ti PER P.B.628,PG,60 wI Jw {LOCATED AT END OF PARKING LOT) ' 21'±ALONG PRESENT \ � 102,044±S.F.(TOTAL) I t- SHORE OF SHALLOW POND 16'± P 2.34±ACRES(TOTAL) 493.66'TO CALCULATION LINE S56°46'31"W S14°15130"W 496't TO EDGE OF WATER WFN3, N/F SIDE LAKE REALTY,LLC ^' SHALLOW POND ^' ASSESSORS MAP 253,PARCEL 15 '� -BITUMINOUSPARKING- �/pQPp r �u 4 WFIII PROPOSED ACCESS SCALE: 1 INCH = 80 FT. EASEMENT PLAN r . 0 40 80 160 AT I certify that the property lines shown on this plan are the 1555 IYANNOUGH ROAD lines dividing existing ownerships, and the lines of the OWNER OF RECORD(1555 IYANNOUGH ROAD): ASSESSORS MAP 253 streets and ways shown are those of public or private FLOYD J.SILVIA,TRUSTEE PARCEL 16 streets or ways already established and that no new lines OF SIXTY NORTH STREET REALTY TRUST IN for division of existing ownership or for new ways are (UNDIVIDED 55%INTEREST) HYANNIS, MASSACHUSETTS 1284A MAIN STREET shown. PO BOX430 BARNSTABLE COUNTY OSTERVILLE,MA 02655 PREPARED FOR: (DEED BOOK 23358,PAGE 25) FLOYD J.SILVIA,TRUSTEE OF SIXTY { AND NORTH STREET REALTY TRUST ROSE CAPEWAY,LLC AND (UNDIVIDED 45%INTEREST) ROSE CAPEWAY, LLC 1284A MAIN STREET PREPARED BY: PO BOX 430 OSTERVILLE,MA 02655 JC ENGINEERING, INC. (DEED BOOK 23358,PAGE 25) 2854 CRANBERRY HIGHWAY PLAN REFERENCES: EAST WAREHAM, MA 02538 PLAN BOOK 628,PAGE 66 508-273-0377 JOHN L. CHURCHILL JR., PE, PLS DATE 1952 STATE HIGHWAY LAYOUT 3954 DATE: AUGUST 26,2013 r Project No: Final Construction Control Document r16-32 = To be submitted at completion of construction by a x d Registered Design Professional e� for work per the 8th edition of the SYe`, Massachusetts State Building Code, 780 CMR, Section 107.6.4 Project Title: LAKESIDE COMMONS Commercial Bldg. Date: 14 August 2019 Property Address: 1575 Route 132,Centerville.MA Project: Check(x)one or both as applicable: XX New construction Existing Foundation Project description: New Construction(V-B)Unprotected—Business(B)Use I T.Varnum Philbrook MA Registration Number: 30690 Expiration date: 30 JUN 2020, am a registered design professional, and I have prepared or directly supervised the preparation of all design plans, computations and specifications concerning: _XX_ Entire Project XX Life/Safety XX Structural XX Mechanical Fire Protection XX Electrical XX Other: Engineer-of-Record for the above named project. 1,or my designee,have performed the necessary professional services and was present at the construction site on a regular and periodic basis.To the best of my knowledge, information,and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: 1. Have reviewed,for conformance to this code and the design concept,shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Have performed the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Have been present at intervals appropriate to the stage of construction to become.generally familiar with the . progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. Enter in the space to the right a"wet"or yL ,11A OF AfA electronic signature and seal: T VARNUM' N PHILBROOK MECHANICAL pNo.30690® STE��\�`� /• ,t�fijlt. �Jt�— SS�ONAL ECG Phone number: 508-385-8682(o)&508-364-1301 (c) Email: Tvarnphil@Verizon.Net Building Official Use Only Building Official Name: Permit No.: B-17-3749 Date: Note 1.Indicate with an`x'project design plans,computations and specifications that you prepared or directly supervised.If`other'is chosen, provide a description. Version 06_11_2013—mod 08212013 rip 1 Protect No: Phase Construction Control Document P16-32 H To be submitted at completion of required site reviews of phase construction a for work per the 8t'edition of the Massachusetts State Building Code,780 CMR, Section 107.6.2.2 Project Title: LAKESIDE COMMONS Commercial Bldg_ Date: 14 August 2019 Permit No. B-17-3749 Property Address: 1575 Route 132 Centerville MA I, T.Varnum Philbrook MA Registration Number: 30690 Expiration date: 30 JUN 2020. am a registered design professional and I or my designee have observed the following work,and to the best of my knowledge,information,and belief the construction work indicated below has been performed in a manner consistent with the approved plans and specifications: Required Site Review and Documentation for Phase Construction'` (to be performed by the appropriate rd stered design iofessionalor his/her designee or M.G.L.c 112§81R contractor) Site Review and Documentation R Site Review and Documentation R Soil condition and analysis Energy efficiency X Footing and Foundation,including Reinforcement and Fire Alarm Installation-** X Foundation attachment Concrete Floor and Under Floor Fire Suppression Installation 3-** X Lowest Floor Flood Elevation Field Reports' Structural Frame—wall/floor/roof Carbon Monoxide Detection System' Lath and Plaster/Gypsum X Seismic reinforcement Fire Resistant Wall/Partitions framing Smoke Control Systems Fire Resistant Wall/Partitions finish attachments X Smoke and Heat Vents X Above Ceiling inspection X Accessibility(521 CMR) X Fire Blocking/Stopping System Other: **These inspections by others and reported to Hyannis Emergency Lighting/Exit Signage X Fire.Dept Paperwork to Bldg.Dept by HFD x Means of Egress Com onenets X Special Inspections(Section 1704): Elevator inspection by Roofing,copin System State complete. Control Number given,placard in the mail X Venting Systems(kitchen,chemical,fume) Mechanical Systems X 1.Indicate with an`x'the work you reviewed for compliance with the approved plans and specifications and describe in detail below 2.Include NFPA 72 test and acceptance documentation 3.Include applicable NFPA 13,13R,13D,14,45,17,20,241,etc.-test and acceptance documentation 4.Include NFPA 720 Record of Completion and Inspection and Test Form 5.Include field reports and related documentation 6.Nothing contained within construction control shall have the effect of waiving or limiting the building official's authority to enforce this code with respect to examination of the contract documents,including plans,computations and specifications,and field inspections Work Descriptions: Site Inspections: JAN 2019-AUG 2019—Floor Final Finishes;Doors,Halls,Stairways&Fire Doors. Work includes the Elevator,HC Restrooms,Accessibility,Door Hardware,Life/Safety Devices&Locations. General Clean- up and all equipment is functioning. a nesecibe in sufficient detail the work(Lt.foundation steel reinforcing,kitchen vent system,etc.)and the locationon the project site,and list if applicable,the submittal documents that pertain to the work which was inspected. ' Enter in the space to the right a"wet"or L�H OF R.Iq electronic signature and seal: T VARNI9M o PHILBROOK MECHANICAL �NO.306900 sG/5 T ER Phone number: 508-385-8682(o)&508-364-1301 (c) Email: Tvarnphil@Verizon.Net Building Official Use Only Building Official Name: Permit No.: B-17-3749 Date: Version 06_11 2013—mod 08_21_2013 tvp Ron Silvia From: Lauzon,Jeffrey <Jeffrey.Lauzon@town.barnstable.ma.us> Sent: Wednesday, November 6, 2019 8:25 AM To: Ron Silvia Subject: RE: 1575 Route 132, Centerville Good morning, I am in the process of researching the property.The Building Commissioner denied a building permit pending the release of Conservation restrictions and I need to know if that has been resolved.Any documentation you have in the matter would be helpful. I have sent an email to the Conservation Department. In the meantime I have put you on the schedule for a final inspection for permit B-17-3749 for this afternoon November 6, 2019 for between 2:30pm and 3:30 pm. Thank you for your patience. Respectfully, Jeffrey Lauzon Chief Local Inspector (508) 862-4034 jeffrey.lauzon@town.barnstable.ma.us From: Ron Silvia [mailto:rsilvia@silviaandsilvia.com] Sent: Tuesday, November 05, 2019 3:55 PM To: Lauzon,Jeffrey Subject: FW: 1575 Route 132, Centerville _ Hi Jeff Building is locked,call my cell phone(508)400-2963 to schedule a time for a final inspection Permit#B-17-3749. Building permit for build out unit 1,Varnum Philbrook PE delivered to building department missing paper work you requested October 8,2019. Checking if there is anything else you need or is the permit ready? Ronald J.Silvia Silvia and Silvia LLC 1284 A Main St , Osterville MA 02655 Office 508-420-0226 X106 Cell 508-400-2963 rsilvia@silviaandsilvia.com www.silviaandsilvia.com CAUTION:This email originated from outside of the Town of Barnstable! Do not click links, open attachments or reply, unless you recognize the sender's email address and know the content is safe! 1 ' i Ron Silvia From: Christopher Kirrane <ckirrane@dunningkirrane.com> Sent: Thursday,July 27, 2017 9:48 AM To: Ron Silvia Subject: RE:Cross-Easement I Just following up. It looks like both properties are owned by Rose Capeway and 60 North Street. If that is the case then no easement is necessary or even valid. A party cannot grant an easement to itself I will confirm but I do not think it is necessary. Chris Christopher J. Kirrane, Esq. Dunning, Kirrane, McNichols, and Garner, LLP PO Box 560 133 Falmouth Road Mashpee, MA 02649 508-477-6500 (f) 508-477-7633 ckirrane@dunningkirrane.com From:Christopher Kirrane Sent:Thursday,July 27,2017 9:44 AM To:'Ron Silvia'<rsilvia@silviaandsilvia.com> Subject:Cross-Easement Hi ron, I am working on cross-easement. I thought for some reason when we did the HarborOne loan on 1575 last year they looked for an easement but it was unnecessary. I am looking back through my notes to make sure. Chris Christopher J. Kirrane, Esq. Dunning, Kirrane, McNichols, and Garner, LLP PO Box 560 133 Falmouth Road Mashpee, MA 02649 508-477-6500 (f) 508-477-7633 ekirrane@dunningkirrane.com w 1 (r OOOL 0009 0005 000 . 000 6 0008 OOO t F y4 >Z 50 6 t i s311v 1 Q( OOOZ OOOI 521313W 0 005 0006 err �� t�$� ��l °'Y:; (D Cj Z t S21333WOI N 0 S'0 L V`L�� •�- 1 �t -ro 1 r5� 0 On �jJ 0 { ( , 000 VZ=6 31VDS Flax, s ck�1� '!.'Q "U � �,.` •9�(`, 4�J ���'(�$n� �D,�O® ,_ �� , �'. \ R� �,..� 1✓ CJ \'V�,'✓���`�� CaP`J1Cod.� Q' CCommunli y(� ri Cbll} • �J 40� �j � �p� P�,ll- � 2! _of > o ^\` <n �! 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Your filing is assigned Aeronautical Study Number(ASN): 2017-ANE-4056-OE Please refer to the assigned ASN on all future inquiries regarding this filing. Please return to the system at a later dale for status updates. It is the responsibility of each a-filer to exercise due diligence to determine if coordination of the proposed. construction or alteration is necessary with their state aviation department.Please use the link below to contact your state aviation department to determine their requirements: State Aviation Contacts i To ensure e-mail notifications are delivered to yourinbox please add noreply@faa.gov to your address book.Notifications sent from this address are system-generated FAA a-mails and replies to this address will NOT be read or forwarded for review.Each system generated e-mail will contain specific FAA contact information in the text of the message. M I of 2 10/20/2017,9:04 AM ® DATE MMIDD( /YYYY) ACORL� CERTIFICATE OF LIABILITY INSURANCE 10/26/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS „ CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Kathy Silvia NAME: The Fair Insurance Agency Inc. A/C"N Ell: (508)775-3131 A/C No): (508)790-1677 619 Main Street E-MAIL kathy@thefairagency.com ADDRESS: Suite 1 INSURER(S)AFFORDING COVERAGE NAIC# Centerville MA 02632 INSURER A: Berkley Assurance CO INSURED INSURER B: Hartford Underwriters Ins.-AR 80411 Silvia&Silvia LLC INSURER C: P.O.BOX 430 INSURER O: 1284 Main Street INSURER E: Osterville MA 02655 INSURER F: COVERAGES CERTIFICATE NUMBER: CL1710501620 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD .. INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. NSR AUUL bUUK POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICYNUMBER (MM/DD/YYYY) (MM/DD/YYYY) LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE OCCUR PREMISES Ea occurrence $ 50,000 MED EXP(Any one person) $ 5,000 A VUMA0121721 08/01/2017 08/01/2018 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERALAGGREGATE $ 2,000,000 X POLICY❑PRO ❑ JECT LOC PRODUCTS-COMP/OPAGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY - COMBINED SINGLE LIMIT $ Ea accident ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per acddent $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ 4 EXCESS LIAB CLAIMS-MADE a AGGREGATE $ DED I I RETENTION$ $ WORKERS COMPENSATION PER - X OTH- AND EMPLOYERS'LUIBILITY Y/N .. - STATUTE. ER , ANY PROPRIETORIPARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 500,000 B OFFICERIMEMBEREXCLUDED? NIA 6S60UB5831076217 04/01l2017 04/01/2018 (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 500,000 If yes,describe under 500,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached if more space is required) ' f CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN Town of Barnstable ACCORDANCE WITH THE POLICY PROVISIONS. Main Street AUTHORIZED REPRESENTATIVE a�/ Hyannis MA 02601 @ 1988-2015 ACORD CORPORATION. All rights reserved_. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD I ` I 27w Cowwwnveakh ufMa&srdrmdts �e�ar�e�rt a� rlriatAcrrr'de� , . - Office-o' t s. $fIDFashiiigtan. trset Boston,MA 02HI r }V!V'I�Li11as�.gOP��ia ' Warlmrs' CunvensafimInsm-mce Affidavit BuildeFs/Cnnft=tn Iw&kia„�ers App§.icant Infest gu Please Print Nm= - S►IV1a SI V � ►� �C t o Yuen 5 C�fs� 0 t o o �no . Sao -q �l Are II an emplaper?Qreckthe apprepriate bay Tpge of .15d(regime _ L 071 am a employer vd U 4. ❑I am a general contmctar and I , employees(fun andfor park timed* have hired Sse sa�lr�o a s___ 6.- 2.❑ I am a sole propiietw orprartnw- listed oa&e of ached sheet 7. ❑Remodeling sbip and have no employees These sub-comractam have g- ❑Demaliitiion wanting forme i waay sty emplayew aadhave wodmrs' [No wadmm'camp.imsunmce comp-kMMM-# 9. ❑Building addifran reTay.CLI5. ❑ We are aparafiva and ifs lO:❑Electrical repairs or adds 3.❑ 1 am.a homsowner doing allwmk. officers have exmrised thitir 1L❑Phog ingrepaim or additions ' Myself[N8 workme - right of emwV6ou per MO- L❑Roofrepairs� insm:+nce regaim- d-]i c.152,§1(4�andwe have no employem[No wozloe& I3-❑'other cozp-k mence -] � YSPF6 �ratc5er s6a� ltesteisofiIlaoEthesect�aaheLow�soRiagt6ea ces'compem;x6,,paHcgiaffiEMxdoL #E kmumYwners Wha submit dais they axe daimg Ru vraax axed tFteahlie autsidsCantxmammmst sabnxit s LeW a�d:est ixu rnrs. F fCax6zatmaffut dheck tYm 6aa x4ast a-83 as additi-sl shed ffwvdng 1ha--cf ft sob-co -ad stye vrhethm arnatthnse whore employees rftbem&canftzdueshzeemptofees dEeymusrgm4;de ea wndmW policy U— yw thatisgrgvimi rg.wai*drs'�coerpertsalfmr ursrlrancs or emPla3�ee, R0101v is fit'Iagai£icy arrdiah rite iufonafi ialL. C�,' Insurance CompariyNanue: Policy-4 or Sel€-ins Iic.:9 &S Lg0 0 b5 2 3I 6 7 Qt•I-7- . ' Fxpit�tiauDate_ . sob site Aadre 51S 32cistat la 62Cr;0 ) At#aach a copy of the workers'compmsatioag ded rattan gage•i(shawmg the policy amber aad.expiz anon date. Failure to serum coverage as required under Swfi=25A of MGL c M. can lmd to the imposition of criminal penalties of a fine up to$L50D Oa axWor one-yearirnprisameut,as w&as civil penalties in the fomx of a STOP WORK ORDEIRind a fne of up to$25100 a clap against tf e,violator. Be.advised gig a copy ofthis statement maybe forwarded to One Office of Investigations of tire,DIA for hmura+ce coverage vs an. T do keraby mrrf Irsrralfies a�F9dW7 thatt3r16 ifff0r nur6a>•ptmi&d abmra rs bus artd carrect Date Pitaae ikCJ� 06 O rwfai uas anly. Da admits in 993 mwar tee he crrrupieted by city artown&&&l Ci€y or Tckwa: Per tlLiae�use lismmg Aaffiartty(dVcle one): L Board of ffe2hk 1 Buff mg Deparbmeut 3.fSt�-�Taya clerk 4 Electrical hmpec or 5.P mabiiig Inspector C.Other Coact Person: phow#:. - ` ormation and lbastractions ' Mass:Ml=ef Gomel LWWT c M Imes an=q:ioYMS to Favide vaio&=nP=MtM fOr if==enplo3n= �C p ffiis "an ez�Tnyre is defined as=every prdsonm a srdvi ce of an tx MdPr a¢y co act ofhze- espress or implied,oral Cr WCft=-" An emp IayB is d as an mfvidual,parinessshTihop,asso�,corporation or o18zca legal e�y,or any two or more of Sze foregoing=gaged in a Jomf�P�>and the�aI represses of a derxa sed employe[,or tbC re . vm or t ustee of an m�vi�p .amomafion or ptizes Iegal may,MP g�lO - However the owner of a,dwelling house having not more than 13ffee apt andwho z�ides therein,or the occapmmt offfie- dwmMog house of Miter who employs pe;==to do maw comsttac�or repay work on such dwelling house or on.the grounds or bm mg a:uttherein shannotbecattse of snrh emplopmm the d=aedto be an employe" MM chapter 152.§25C(6)also stains that" �everysfa or local Ticensb g agencysTiall wrtiilioId the issuance or renewal of a license or permit to operate a business or to construct braidings in the coin Gnwe lth for any applicantw•h.o Teas notproduc ed acceptable evidenm of cdmpUanm with tyre fimmxance.covexage regair� Adddimany,MM chapter I52,§25CM states-Neither the nor my of its poIiti� snbsions shall enter inio any contract for theperEmmanmL ofpubiio WokmzE acceptable evidence of compliancevMh the insurance.. req==eaas of this chapter have Been presented ID the oa—ntE�, aulhDiity.7 A.gpIicauts j - Please fill obf the wor3Oas'compensation affidavit complete n by ch=Ring&o boxes that apply to your situation anti,if nmessalY,smpPFy s na n s, es and nnnib s along with their certi ca res oo�than tbb sub-coDtradDr() e() ��( ) Pie ez(). mmmmce. Limed Liability Companies J �or L=trd Liability Pis.(LU)withno mIoyees metbers or pates,are not mined to cany workers'compensaiiou ice. If m LLC or F LP doeg have employees,apoIicy is required. Beadvised.t aEtizisaffdaTkmaybesnlmRh:::dtotheDepartmeutoflndnstzial Accidents for conE ation offiL=m=coverage Also besure to sign and date,&e affidavit Thu affidavitshould be retained to ffie city or town that the application for the permit or license is being regoested,not the Department of 114s1-; e,is Mmuldyou have arty gacsb s r'egfficfmg Ifiz law or ifyou sue reganed to obtain a worktxs' comperMtjc po]icy,please call theDepaxtmeaEat the number listed below. Self-fiMUtdca3MPaniessbonIdMtL-r1heir self-insnr-ice license rtnmber on the appropriate line.. City or Town Officials Please be suL that the affidavit is complete andprmted.Iegibly. TheDepa imenthas pm4ided a space at.tiiebotbom. of tb a affidavit for you to fIl out in the event the Office ofInvesftgations has to comfwt you-regar`d3ng fle applicant: renumber. In-addition,an applicant will be used as a refere<a Please:be sure to fill in the pe�llicease member'which _ that must submit nxl ltiple p=Wliccasa applit:E6=in en any giv yam,need only submit one affidavit mdzcatmg ca"at policy inforinatiom Cif ne y)and under`fob She�4�s'°the spplicat¢should writ-`an loca#ioms in (cf-y or town) "A copy of the affidavit ffiat has bee.officially stamped or mm3c.�-d by the city or town may be provided to the applicant as proofthat a valid affidavit is on file for$ffine permits or licensees Anew affidayknnist be filed out each year.Where a home owner or citizen is obiaiIImg a.license or permit not relatE d tD any bmmnesss or commercial v=:Lt= (ie-a dog liceose or permit to berm leaves e .)said person is NOT re+pm ed.to comple#e this affidavit The O$ce ofInvestigBhonSwouldlik-t�ot�kyou.Madvance faryovr coopeazfianand sbouldyon have anygor�fions> please do not liesi to give is a cal- The Depsrtmenfs address,telephone and fax number: y _ t of Departnmt oft& Aouidmts Bas m..MA 02111 T fZ' - -4 Mt Qr I-& 7v�A A Fagg 617 727'749 xevised4-24-07 w.W -gages s„E Town of Barnstable � y Regulatory Services E' i Richard V.Scali,Director foM • Building Division Tom Perry,Building Commissioner 200 Main Street,Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder I, r/—® y/ yI ,as Owner of the subject property hereby authorize Ronald J.Silvia to act on my behalf, in all matters relative to work authorized by this building permit application for: 1575 Iyannough Road,Route 132,Hyannis,MA 02601 (Address of Job) **Pool fences and,alarms are.the responsibility of the applicant. Pools are not to be filled or utilized before fence is installed and all final inspections are performed and accepted. Signat e of Owner Signature o Applicant -Po vA L A _T S t L.y l A W Print Name Print Name Date i Page 1 of 1 Carole Roncetti From: "Ron Silvia" <rsilvia@silviaandsilvia.com> Date: Wednesday,October 25,2017 9:52 AM To: "Carole Roncetti"<croncetti(a),silviaandsilvia.com> Subject: Fwd: Status of FAA Filing 2017-ANE-4056-OE Ronald J. Silvia Silvia and Silvia LLC 1284 A Main Street Osterville, MA Office 508-420-0226 rsil.viarc silviaandsil.via.com. www.silvi.aandsi.lvia.com Begin forwarded message: From: <noreply&.faa.gov> fi ° Date: October 23, 2017 at 4:57:54 PM EDT To: <rstiv is r,,si.lvi.aa.ndsi.ivi.a.coni>, <rsilvtGtir'°>ilviaatid.si.lvi.a.coin> Subject: Status of FAA Filing 2017-ANE-4056-OE Reply-To: <ocaaa h.elpdes- cghtech.com> Your,filin`gis assigned Aeronautical Study-Number(ASN): 2017-ANE-4056:OE..7 To review your electronic record, go to our website oeaaa.t a.<(ov and select the Search Archives link to locate your case using the assigned Aeronautical Study Number(ASN). Copies of your letter are available on the website for your convenience. The FAA verified your filing and an aeronautical study has been initiated.`Please allow a minimum 45 days-for the-FAA to-complete the study.-.Please refer to the assigned ASN on " all future inquiries--regarding-this filing. To ensure e-mail notifications are delivered to your inbox please add rZr. lv`rt, ircr.r to your address book. Notifications sent from this address are system generated FAA e-mails and replies to this address will NOT be read or forwarded for review. Each system generated e-mail will contain specific FAA contact information in the text of the message. 10/25/2017 NOTICE OF PROPOSED CONSTRUCTION OR ALTERATION §77.13 Construction or alteration requiring notice., §77.15 Construction or alteration not requiring notice. - (a)Except as provided in§77.15,each sponsor who proposes any of the No person is required'to notify the Administrator for any of the following following construction or alteration shall notify the Administrator in the form construction or alteration: and manner prescribed in§77.17. (a)Any object that would be shielded by existing structures of a permanent and substantial character or by natural terrain or topographic features of equal or (1)Any construction or alteration of more than 200 feet in height above the greater height,and would be located in the congested area of a city,town,or ground level at its site. settlement where it is evident beyond all reasonable doubt that the structure so (2)Any construction or alteration of greater height than imaginary surface shielded will not adversely affect safety in air navigation. extending outward and upward at one of the following slopes: (b)Any antenna structure of 20 feet or less in height except one that would (1)100 to 1 fo'r horizontal distance of 20,000 feet from the nearest point of increase the height of another antenna structure. the nearest runway of each airport specified in paragraph (a)(5) or this (c)Any air navigation facility, airport visual approach or landing air, aircraft section with at least one runway more than 3,200 feet in actual length, arresting device, or meteorological device, of a type approved by the excluding heliports. Administrator,or an appropriate military service on military airports,the location (ii)50 to 1 for horizontal distance of 10,000 feet from the nearest point of and height of which is fixed by its functional purpose. the nearest runway of each airport specified in paragraph (a)(5) of this (d)Any construction or alteration for which notice is required by any other FAA section with its longest runway no more than 3,200 feet in actual length, regulation. ' excluding heliports. (iii)25 to 1 for a horizontal distance of 5,000 feet from the nearest point of §77.17 Form and time of notice the nearest landing and takeoff area of each heliport specified in paragraph (a)(5)of this section. (a)Each person who is required to notify the Administrator under§77.13(a) (3)Any highway, railroad,or other traverse way for mobile objects, of a shall send one executed form set of FAA Form 7460-1, Notice of Proposed height which,if adjusted upward 17 feet for an Interstate Highway that is part Construction or Alteration,to the Manager,Air Traffic Division, FAA Regional ' of the National System of Military and Interstate Highways where Office having jurisdiction over the area within which the construction or alteration overcrossings are designed for a minimum of 17 feel vertical distance, 16 will be located. Copies of FAA Form 7460-1 may be obtained from the feet for any other public roadway,10 feet or the height of the highest mobile headquarters of the Federal Aviation Administration and the regional offices. object that would normally traverse the road, whichever is greater, for a private road,23 feet for a railroad,and for a waterway or any other traverse (b)The notice required under§77.13(a)(1)through(4)must be submitted at way not previously mentioned,an amount equal to the height of the highest least 30 days before the earlier of the following dates— mobile object that would normally traverse it,would exceed a standard of (1)The date the proposed construction or alteration is to begin. paragraph(a)(1)or(2)of this section. (2)The date an application for a construction permit is to be filed. (4)When requested by the FAA,any construction or alteration that would be in an instrument approach area(defined in the FAA standards governing However,a notice relating to proposed construction or alteration that is subject instrument approach procedures)and available information indicates it might to the licensing requirements of the Federal Communications Act may be sent to exceed a standard of Subpart C of this part. the FAA at the same time the application for construction is filed with the Federal Communications Commission,or at any time before that filing. ,(5)Any construction or alteration on any of the following airports(including heliports): (c)A proposed structure or an alteration to an existing structure that exceeds (i)An airport that is available for public use and is listed in the Airport 2,000 feet in height above the ground will be presumed to be a hazard to air Directory of the current Airman's Information Manual or in either the Alaska navigation and to result in an inefficient utilization of airspace and the applicant or Pacific Airman's Guide and Chart Supplement. has the burden of overcoming that presumption. Each notice submitted under (ii)An airport under construction,that is the subject of a notice or proposal the pertinent provisions of this part 77 proposing a structure in excess of 2,000 on file with the Federal Aviation Administration, and except for military feet above ground,or an alteration that will make an existing structure exceed airports,it is clearly indicated that airport will be available for public use. that height,must contain a detailed showing,directed to meeting this burden. (iii)An airport that is operated by an armed force of the United States. Only in exceptional cases,where the FAA concludes that a clear and compelling showing has been made that it would not result in an inefficient utilization of the (b)Each sponsor who proposes construction or alteration that is the subject airspace and would not result in a hazard to air navigation,will a determination of a notice under paragraph(a)of this section and is advised by an FAA of no hazard be issued. regional office that a supplemental notice is required shall submit that notice on a prescribed forth to be received by the FAA regional office at least 48 (d) In the case of an emergency involving essential public services, public hours before the start of construction or alteration. health,or public safety that required immediate construction or alteration,the 30 day requirement in paragraph(b)of this section does not apply and the notice (c)Each sponsor who undertakes construction or alteration that is the subject' may be sent by telephone, telegraph, or other expeditious means, with an - of a notice under paragraph(a)of this,section shall,within 5 days after that executed FAA Form 7460-1 submitted within five(5)days thereafter. Outside construction or alteration reaches its greatest height,submit a supplemental normal business hours,emergency notices by telephone or telegraph may be notice on a prescribed forth to the FAA regional office having jurisdiction over submitted to the nearest FAA Flight Service Station. the region involved,if— (1)The construction or alteration is more than 200 feet above the surface (e)Each person who is required to notify the Administrator by paragraph(b)or level of its site:or (c)of§77.13,or both shall send an executed copy of FAA Form 7460-2,Notice (2)An FAA regional office advises him that submission of the form is of Actual Construction or Alteration,to the Manager,Air Traffic Division, FAA required. Regional Office having jurisdiction over the area involved. Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Service;AJR-322 2601 Meachum Boulevard Fort Worth,TX 76193 • ,t Fax:e:817838-1 J .hYi ns . Phone:817-838-1990 1 'J,,,,,,,,,/// �L Website:https:/Ioeaaa.faa.gov FAA Form 7460-1(2-99)Superseded Previous Edition Electronic Version(Adobe) NSN: 0052-00-012-0009 INSTRUCTIONS FOR COMPLETING FAA FORM 7460=1 PLEASE TYPE or PRINT ITEM#1. Please include the name,address and phone number of a personal contact point as well as the company name. ITEM#2. Please include the name,address and phone number of a personal contact point as well as the company name. ITEM#3. New Construction would be a structure that has not yet been built. . Alteration is a change to an existing structure such as the addition of a side mounted antenna, a change to the marking and lighting, a change to power and/or frequency, or a change to the height. The nature of the alteration shall be included in ITEM #21 "Complete Description of Proposal". Existing would be a correction to the latitude and/or longitude,a correction to the height, or if filing on an existing structure which has never been studied by the FAA. The reason for the notice shall be included in ITEM#21 "Complete Description of Proposal". ITEM #4. If Permanent, so indicate. If Temporary, such as a crane or drilling derrick, enter the estimated length of time the temporary structure will be up. ITEM#5. Enter the date that construction is expected to start and the date that construction should be completed. ITEM#6. Please indicate the type of structure. DO NOT LEAVE BLANK. //' Al G tve� ITEM#7. In the event that obstruction marking and lighting is required, please indicate type desired. If no preference, check"other'and indicate"no preference'DO NOT LEAVE BLANK. NOTE: High Intensity lighting shall be used only for structures over 500'AGL. In the absence of high intensity lighting for structures over 500'AGL,marking is also required. ITEM#8. If this is an existing tower that has been registered with the FCC,enter the FCC Antenna Structure Registration number here. ITEM #9 and #10. Latitude and longitude must be geographic coordinates, accurate to within the nearest second or to the nearest hundredth of a second if known. Latitude and longitude derived solely from a hand-held GPS instrument is NOT acceptable. A hand-held GPS is only accurate to within 100 meters (328 feet) 95 percent of the time. This data, when plotted, should match the site depiction submitted under ITEM#20. ITEM#11. NAD 83 is preferred;however,latitude and longitude may be submitted in NAD 27. Also,in some geographic areas where NAD 27 and NAD 83 are not available other datums may be used. It is important to know which datum is used. DO NOT LEAVE BLANK. ITEM#12. Enter the name of the nearest city and state to the site. If the structure is or will be in a city,enter the name of that city and state. ITEM#13. Enter the full name of the nearest public-use(not private-use)airport or heliport or military airport or heliport to the site. ITEM#14. Enter the distance from the airport or heliport listed in#13 to the structure. ITEM#15. Enter the direction from the airport or heliport listed in#13 to the structure. ITEM#16. Enter the site elevation above mean sea level and expressed in whole feet rounded to the nearest foot(e.g. 1 TY rounds to 17', 17'6"rounds to 18'). This data should match the ground contour elevations for site depiction submitted under ITEM#20. ITEM#17. Enter the total structure height above ground level in whole feet rounded to the next highest foot(e.g. ITT rounds to 18'). The total structure height shall include anything mounted on top of the structure,such as antennas, obstruction lights, lightning rods,etc. ' ITEM#18. Enter the overall height above mean sea level and expressed in whole feet. This will be the total of ITEM#16+ITEM#17. ITEM#19. If an FAA aeronautical study was previously conducted,enter the previous study number. ITEM #20. Enter the relationship of the structure to roads, airports, prominent terrain, existing structures etc. Attach an 8-1/2" x 11" non-reduced copy of the appropriate 7.5 minute US.Geological Survey(USGS)Quadrangle Map MARKED WITH A PRECISE INDICATION OF THE SITE LOCATION. To obtain maps, contact USGC at 1-800-435-7627 or via internet at "http://mapping.usgs.gov'. If available, attach a copy of a documented site survey with the surveyor's certification stting the amount of vertical and horizontal accuracy in feet. ITEM#21. c6 2'j .S :57 r • For transmitting stations,include maximum effective radiated power(ERPI and all frequencies. • For antennas,include the type of antenna and center of radiation(Attach the antenna pattern,if available). • For microwave,include azimuth relative to true north. • For overhead wires or transmission lines,include size and configuration of wires and their supporting structures(Attach depiction). • For each pole/support,include coordinates,site elevation,and structure height above ground level or water. • For buildings,include site orientation;coordinates of each corner,dimensions,and construction materials. • For alterations,explain the alteration thoroughly. • For existing structures,thoroughly explain the reason for notifying the FAA(e.g.corrections,no record or previous study,etc.). Filing this information with the FAA does not relieve the sponsor of this construction or alteration from complying with any other federal,state or local rules or regulations. If you are not sure what other rules or regulations apply to your proposal,contact local/state aviations and zoning authorities. aperwor a uc ion Work Acta emen: This information is collected to eva ua e e effect of proposed construction or alteration on air navigation and is not confidential. Providing this information is mandatory for anyone proposing construction or alteration that meets or exceeds the criteria contained in 14 CFR, part 77. We estimate that the burden of this collection is an average 19 minutes per response. An agency may not conduct or sponsor, and a person is not required to respond to a collection of information unless it displays a currently valid OMB control number. The OMB control number for this collection is 2120-0001.Comments concerning the accuracy of this burden and suggestions for reducing the burden should be directed to the FAA at:800 Independence Ave.SW,Washington,DC 20591,Attn:Information Collection Clearance Officer,ABA-20 FAA Form 7460-1(2-99)Superseded Previous Edition Electronic Version(Adobe) NSN: 0052-00-012-0009 ,." Form Approved OMB No.2120-0001 Please Type or Print on This Form Expiration Date:913012010 Failure To Provide All Requested Information May Delay Processing of Your Notice FOR FAA USE ONLY Aeronautical Study Number U.S.Department of Transportation Notice of Proposed Construction or Alteration _ Federal Aviation Administration 1. Sponsor(person,company,etc.proposing this action): Attn.of: (, (,,,� /1 9• Latitude: °��r �, �n ` i f Name: S� � 10. Longitude: '�°� � , Address: 1244 MAW N 11. Datum: Ef NAD 83 ❑NAB v ❑other 12. Nearest: City: t ti State City:0S1T&V(J[E State: Zip: Q��S S 1�3.. Nearest Public-usjr)e(not private-use)-- or Military Air rt or eli ort: Telephone:s0Q 100 11+1q9 3 Fax: �Ctle �1(�(� I � �� 14. Distance from#13.to Structure: , 16 m I I Ps 2. Sponsor's Representative(if other than#1): 15. Direction from#13.to Structure: �J Attn.of: 16. Site Elevation(AMSL): �� ft. Name: 17. Total Structure Height(AGL): �� h• Address: 18. Overall Height(#16+#17)(AMSL): — ff. 19. Previous FAA Aeronautical Study Number(if applicable): City: State: Zip: -OE Telephone: Fax: 20. Description of Location: (Attach a USGS 7.5 minute Quadrangle Map with the precise site marked and any certified survey) 3. Notice of: Construction ElAlteration ElExisting 4. Duration: Permanent ❑Temporary(_months,_days) 5. Work Schedule:Beginning tof End o 01 O 6. Type: ❑Antenna Tower Crane Building I ❑Power Line ❑Landfill ❑Water Tank ❑Other 7. Marking/Painting and/or Lighting Preferred: ❑Red Lights and Paint ❑Dual-Red and Medium Intensity White ❑White-Medium Intensity ❑Dual-Red and high Intensity White ❑White-High Intensity VOther No PRQFFIZC-0G0 8. FCC Antenna Structure Registration Number(if applicable): 21. Complete Description of Proposal: .Frequency/Power(kW) A STbrty or_F1ct" TSUlLP11U&.v$C- `c.Rr K 01UL-C To vusr4LL IzooF TRu S S y Notice is required by 14 Code of Federal Regulations,part 77 pursuant to 49 U.S.C.,Section 44718. Persons who knowingly and willingly violate the notice requirements of part 77 are subject to a civil penalty of$1,000 per day until the notice is received,pursuant to 49 U.S.C.,Section 46301(a) hereby certify that all of the above statements made by me are true,complete,and correct to the best of my knowledge. In addition,I agree to mark and/or light the structure in accordance with established marking&lighting standards as necessary. Date Typed or Printed Name and Title of Person.Filing Notice S 10 `8 ;ZO 17 7?oJiJALf3 SILVIA FAA Form 7460-1 (2-99) Supersedes Previous Edition Electronic Version(Adobe) NSN: 0052-00-012-0009 r 1 t +AFriS lei Pl+pe1/6�ill� /k � � r° i nao .� �' fie .- " $ apl wA{— ■ 42- i {y. . r -■ t iT � Ay "�` .Pe • ■ ,� )y G�F`� � `r✓ QAS°CM AM~ !44 v 971 ol AA wx tim yJ t� �r � �t � xC ■L +4 CA � RisYN+� r° � D Y A Y + r1 a P ,rlt9sePea�o -3 �. a� � .;-. � . ,� •� � :. �E_ . �r� ,.tea ;f3 !"x rrae+r ■ � R �isµlat�'�t�taina:%wi�' +:.: o►� - uaGG. "`"'' .,,'..'"p- c+m: -• to � / q!Alm . r *c-.�,�•;;� a�- }�a*�i�a��t ,� "mrw� ink;, .. ..3... :ieAb1 LIaTi4 �F77}M/oQ Rk�l , - ,, M1!a � ■," to- AM i sm AMR U.W p'J,( ®2 + AS1] TY191S .Y b e - M MSI Google ©VFRMap.00m- 1 o km Y For Office-Use Only 7 ElAirspace Analysis }%ietanarlfici Initials ❑ Comments Received dk REQUEST FOR AIRSPACE REVIEW ❑ AIMS Updated MassDOT File No.: FAA File No.: (For reference only) Notice is required by 780 CMR (Code of Massachusetts Regulations) H 1.7,-Hazards to air navigation. Pursuant to Massachusetts General Laws(MGL)Chapter 90, Section 35B,the MassDOT Aeronatics Division agrees to perform an AIRSPACE ANALYSIS and render a determination for the project listed below. IMPORTANT: All shaded areas must be completed. Sponsor(include name,address&telephone number): Sponsor's Representative(same data if applicable): S.swb4t VLVI S'a8.4. :ag63 R010AL6 StLvi I.—48 A 11(? sT' " oSTGIZUccc� �� o�s�s' Project Description(please type or print clearly): Location,Height&Elevation Data: O F1`W-6 13UILD)A)& WITH rOOr- TRU$:$ Nearest City,State Iry Ctn>�� Degrees Minutes Seconds Latitude l'f® �6 75 (,IGt.►�V1t�ug 1 Wes, ) mot��t M bit(2b1 Longitude --70: �:Q 1-1.3 31 . J l"I I.�Q.i/1 V1 ZS Datum 1. NAD 83�or ❑.NAD 27 `1 N . Site elevation above MSL(ft.): S'�' msl Maximum height above ground(ft.): iagl 0 REQUIRED:.Attach 8%x 1 f inch map'(e.g.USGS Quad sheet)showing location of project Maximum elevation above MSL(ft.): ° 9 g msl Nearest Public-Use Aviation Facility {dun:: a �(`� �} Q P rYIS't4keP-4 1 Print or type,below,the name of person filing this request for review Sl Date< a C-0 ****************DO NOT WRITE BELOW THIS LINE — FOR MASSDOT OFFICE USE ONLY **************** MassDOT's AIRSPACE ANALYSIS concludes the following:. , Closest Runway: Distance from R end: Offset e Offset from RW CL: ❑Left ❑Right ❑ Project violates MGL Ch.90,§35B by, ft. [Runway Horizontal Plane-3,000'x 2 Statute Miles, 150' above Rw] ❑ Project violates MGL Ch.90,§35B by ft. [Runway Approach Plane-3,000'x 3,000'@ 20:1 slope] ❑ Project violates 702 CMR,§5.03(1)(a)by ft. [Runway Approach Plane/Land-500' x 10,000' @ 20:1 slope] ❑ Project violates 702 CMR,§5.03(2)(a)by ft. [Runway Approach Plane/Water-500'x 10,000' @ 20:1 slope] ❑ Project does not violate MASSDOT Airspace Laws or Regs. MassDOT hereby issues the following DETERMINATION: ❑ Permit is required*pursuant to MGL,Ch.90, §35B,for: ❑ Runway Horizontal Plane ❑ Runway Approach Plane * Sponsor must submit a separate written request for a MassDOT Airspace Permit. Request should be addressed to: Aeronautics Adminstrator,MassDOT Aeronautics Division,Logan Office Center,One Harborside Drive,East Boston,MA 02128-2909 ❑ Permit is not required pursuant to MGL Ch.90, §35B ❑ No violation of Laws or Rep ❑ Ch.90 violation<30' agl ❑ MassDOT has the following additional concerns: ❑ FAA Standards ❑ Noise ❑ Traffic Pattern ❑ Wildlife { { ❑ VFR Route ❑ - Other This determination is based on the foregoing description of the proposed project including the location, height and elevation data provided by the Sponsor. Any change in the data provided to the MassDOT from that which is shown herein will render this determination null and void and will necessitate a new request for review. Mgr.of Airport Engineering,MassDOT Aeronautics Division. Date MassDOT Form E-10 Last Revised:JANUARY 2010 Airspace Review Page 1 of 2 MassDOT Home About Us Employment Contact Us ( Site Policies '«Search ... ".. Aeronautics The Official Website of The Massachusetts Department of Transportation-Aeronautics Division mass. Airspace Review Process Home>Airspace Review Review Process Overview Submitting a Request According to Massachusetts Law,the farthest possible distance away from an airport that an object can be considered an obstruction,if a Il enough,is 2 miles. herefore,if the construction or alteration is being completed within two miles of a public-use airport i ques airspace review must be submitted. ► You can submit a request for Airspace Review electronically by going to: https://aero- massdot.masterworkslive.com/Modules/MSTAERO/"Airsl)aceReviewReciuest.asl)x ► Make sure you have the following information available when filling out the application: ► Sponsor and sponsor's representative information including name,company name,address,phone number,and e-mail'address o A detailed project description including the FAA Obstruction Evaluation Number if you have one ► Name of the Nearest Airport and location of the city of the proposed construction ► Latitude and Longitude coordinates in NAD 83 or NAD 27 of the proposed construction ► The site elevation above mean sea level(MSL),the maximum height of proposed construction above ground level(AGL),and the maximum elevation of the proposed construction above MSL—these elevations are required to be in feet Requestors should allow 30 days for the study to be completed,however on average it takes approximately 2 weeks for a determination to be made. Definitions Airspace Reviews,or Obstruction Evaluations,are performed by the MassDOT Aeronautics Division and the Federal Aviation Administration(FAA),respectively,to determine if a type of construction or alteration of a structure in the vicinity of an airport will penetrate an imaginary surface and become an obstruction. Imaginary Surfaces are three dimensional surfaces surrounding a runway and airport that determine safe altitudes for aircraft approaching or departing an airport.The Commonwealth of Massachusetts defines imaginary surfaces based on Massachusetts General Law Chapter 90 Section 35B and the Code of Massachusetts Regulations(702 CMR).The FAA defines its imaginary surfaces based on Title 14 Code of Federal Regulations(14 CFR part 77). Obstructions:An obstruction is any object,natural or man-made,that penetrates above the imaginary surface and may interfere with a pilots ability to safely fly an aircraft.Obstructions may be temporary or permanent and some examples include: ► Crane ► Wind Turbine ► Building ► Light/Flag/Utility Poles ' ► Solar Panels Public-Use Airport:According to 14 CFR part 77 a public-use airport is"available for use by the general public without a requirement for prior approval of the airport owner or operator."List of Massachusetts public-use airports FAA Obstruction Evaluation Program According to the FAA Website any construction/alteration that meets the following conditions must submit for an obstruction evaluation: ► Any construction or alteration exceeding 200 ft AGL ► Any construction or alteration: ► Within 20,000 ft of a public-use or military airport which exceeds a 100:1 surface from any point on the runway of each airport with its longest runway more than 3,200 ft. t ► Within 10,000 ft of a public use or military airport which exceeds a 50:1 surface from any point on the runway of each airport with its longest runway no more than 3,200 ft. ► Within 5,000 ft of a public-use heliport which exceeds a 25:1 surface ► Any highway,railroad or other traverse way whose_ prescribed adjusted height would exceed the above noted standards ► When requested by the FAA _ http://www.tnassdot.state.ma.us/aeronautics/AirspaceReview.aspx i i 10/19/2017 Airspace Review Page 2 of 2 ► Any construction or alteration located on a public use airport or heliport regardless of height or location To submit a request for an obstruction evaluation go to: https•//oeaaa fag aov/oeaaa/external/portal isp to a-file.The information required is similar to that needed for a MassDOT Airspace Review. Determinations No Hazard to Air Navigation If the proposed construction/alteration does not interfere with imaginary surfaces you will receive a letter from MassDOT and a postcard from the FAA stating that no hazard exists and you may begin construction.The FAA evaluations expire and will need to be re-submitted if the construction does not start in the allotted amount of time stated in the determination.The FAA also requires follow-up forms to be submitted during construction,or if the project is abandoned.If any changes occur in location or height you must notify MassDOT and the FAA. Hazard Determination If the proposed construction/alteration is determined to be a hazard to air navigation you will receive a detailed response from each agency describing the measures that would need to be taken for the construction or alteration to proceed.There are several actions that could be required including,but not limited to: ► Lighting the obstruction ► Flagging the obstruction ► Moving the obstruction out of the imaginary surface Marking Information You can get more information on Obstruction Lighting and Markings from the FAA Advisory Circular 70/7460-1K on the FAA Website. Additional Information Solar Panel Projects If you are thinking about installing solar panels on or around an airport there are risks beyond that of obstructing airspace. Reflectivity can cause glare and a brief loss of vision to pilots.Solar panels,no matter the height,need to be submitted for Airspace Review to analyze any potential hazard to air navigation.More information can be found in the FAA Solar Guide. Other Resources ► FAA Website ► FAA Obstruction Evaluation Website ► Massachusetts State Regulations ► Federal Regulations FAA Advisory Circulars Select Language v Powered by IUicrosofz Translator I Translation Su000rt MassDOT Home I About Us I Employment I Contact Us I Site Policies Copyright©2017 Commonwealth of Massachusetts http://www.massdot.state.ma.us/aeronautics/AirspaceReview.aspx '10/19/2017 u S35 -C& 00001 0006 0009 OOOL 0009 0005 00017 000£ OOOZ 0006 0 OOOI l tD 5 A Ov/ 531IW c�.j�p2Tt'�.� �r `0 �`'�. r 6 ir`.•� 0J +/INQ, � D OOOZ 0001 Sd313W 0 OOS 0006 jJ 4� 7I Z t 52i313WOlIN 0 5'0 4 p- d �.`i L O e 000 �Z=L 31V�5 ' l F,Ij 5 ° / 1 'Poma rc e,C d c n oti/ o_� a CaF`Jl/- ° O ( _ u, CCbmmumtY coil—, _ tt�� /t )) �. 4� Co'` �''. c� �. ro 1-• �--v OROM i �)1 .vim' ti �. ° cA \ `� O „` � LJ.i"7 o `� � O ONT-RD�n p (>d(,•v V 1 C'�o °tis� 4 y\ �, /� o ��P f / z't�Q s` 4 ,o�(,j yo ri JJ ` ^ `\\ G T NSr' � BOULDER ir�•���.. � ° 'o� �--'`oU/1 _ � q�,���--�©�•ti-���-' � o �� � v � o_ o 11NICATIIOON'��- \P AK roo \OE � p � � INDEPENDENCE'DR KEV�DR 1 s�4<<O h awa' R® d °V A -delS Nhtfe s Q r'p � ' •_!' - p (C !1 S�l'a) il1 1a' 1SQ 0 y a o As FW;, +, �r=,tea N -'i'o c {' � '� 1�`lint ock���.:. o l C" *``` ti} ' ,.� ,.;. t� 0 0:r,'_�-.„—.� ,,�.....w.0 ��✓✓ `J 5o ,S allow o � La ue c `,- and .,j { j k ` N7 o r\�Q If ,,.5 ,...Via: o ake Cy�V �`� r ,` r�1� ��` o ® o j` Aso Q u ?111ary.Du-mz) `'.1 � G FonAll Q"l � 3 `�� 132 0 9 .t2 o k o _ Barnstable o 0 0 — e ao = Q •1' 9 / d O i fir 3 ��, \y� •ylo �{ 4 Municlpal� _ / ✓` o f^� `SON? cEa} j i )�1 �if' w i` 1 1 y� �f Airport`Boardman/ X� O�! Z� ` =1/'^ o aP � _ Polando .,_� Field KORE DR 1�, a � E RD o '�� t o �J trI Sh�� OOTHRO �J��� �-•,....., � 'V3' � e• �f3� Q = afro �� .�sO o �-t�.P`.nd \FAI-N' f � ,.e a �O'1� ��, T.iucfc i, !J-1 ° Pbrid l+ ' m - yr a l� d 5 r L t O - D ^ T sT 'PosZ Duii•ns WSJ' 2 f ,� �)� v`� h is /sue 17/e3% ,✓- �1 Mo ............. . •MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 690423 THE WOOD LUMBER 10/9/2018 CG The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Boise Structural Solutions. Pages or sheets covered by this seal: I35910072 thru I35910099 My license renewal date for the state of Massachusetts is June 30,2020. XUEGANG; tiN - . STRUCTUFIAL, i �1o43283 . 9 O Q A�a� FG/sTe¢`` FSS�ONAL ECG' . : _ • - - January 22,2019 , Liu,Xuegang IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design, Suitability of truss designs for any particular building is the responsibility of the building designer,:not the,Truss Engineer,- T per ANSI/TPI-1, Chapter 2. r Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910072 690423 001 GEDRP 2 1 A_MGE_E139353_8/27/2018 11:26:02 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:27 2019 Page 1 IDASbMIABz1HV71 BPwxwJ8Hyo_mJ-VpoPD3mknjkDH1T277jBue58Rikr6fRLmoZpXXzsrX2 q e� 5b-14 10-104 13-0-14 ,15-0-0 ,17-0-0 ,19-0-0 ZO-11-2 23-1-12 , 28-5-2 34-0-0 34 8 0 0=8-b 5-3-6 2-2-10 1-11-2 2-0-0 2-0-0 1-11-2 2-2-10 5-3-G S-0-14 0$- 4x6 = - Scale=1:72.1 46 = 8.00 12 7 8 9 JJ 426 1043 5 ,. 27 41 34 3x6 i 3x6 Q 4 12 W N N O 3 0 13 m 12-0-0 2 1 14 m o a 4x8 = 2x6 I I 2x6 2x6 12x6 14x6 = 46 =2x6 I I 2x6 11 2x6 I I 2x6 I I 4x8 = 26 25 24 23 22 21 20 19- 18 17 16 6x8 = i . 10-104 23-1-12 34-0 0 10-104 12-3-8 10-10-4 Plate Offsets(X,Y)— [2:0-4-0,0-1-9],[14:0-4-0,0-1-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 'PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.06 20-22 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.09 20-22 >999 180 ' TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 14 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-SH Weight:217 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,except BOT CHORD 2x8 SP M 23 2-0-0 oc purlins(6-0-0 max.):7-9. WEBS 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2'Except` JOINTS 1 Brace at Jt(s):27,34,41 9-34:2x4 SPF 165OF 1.5E REACTIONS. All bearings 34-0-0. (lb)- Max Horz 2=435(LC 10) Max Uplift All uplift 100 lb or less at joint(s)25,26,17,16 except 2=-134(LC 11), 22=-452(LC 11),20=-446(LC 12),14=-141(LC 12),23=-459(LC 18),19=41 9(1_C - 18) Max Grav All reactions 250 lb or less atjoint(s)25,17 except 2=731(LC 19), 22=1467(LC 22),20=1460(LC 23),14=731(LC 20),14=721(LC 1),24=271(LC 18),. 26=291(LC 22),18=271(LC 18),16=290(LC 23) r FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1053/291,3-5=-668/272,5-6=-717/386,6-7=-573/333,7-8=-455/323, 8-9=-455/323,9-10=-573/333,10-11=717/386,11-13=-668/256,13-14=-1053/291 BOT CHORD 2-26=-377/783,25-26=-3771783,24-25=-377/783,23-24=-377l783,22-23=-3771783,, 20-22=-231/560,19-20=-140/775,18-19=140/775,17-18=-1401775,16-17=-14Of775, 14-16=-140/775 WEBS 3-22=-471/407,5-22=-522/403,11-20=-522/396,13-20=471/408 i NOTES- (12-13) H 6F Mqs 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; S9 MWFRS(envelope)gable end zone and C-C Corner(3)-0-8-0 to 2-8-13,Exterior(2)2-8-13 to 11-7-12,Comer(3)11-7-12 to 22-4-4, Q XUEGANG Exterior(2)22-4-4 to 31-3-3,Comer(3)31-3-3 to 34-8-0 zone;cantilever left and right exposed;C-C for members and forces& �j MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 LIU O:• -1 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry U,. STRUCTURAL,. cn - Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. I Not 0283 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10,WIeft=17-8-0,Wright=17-8-0 4)Unbalanced snow loads have been considered for this design. O�. ,O/STE¢,.�ttr• 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. �ONA�`EN 6)All plates are 1.5x4 MT20 unless otherwise indicated. v 7)Gable studs spaced at 2-0-0 oc. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25,26,17,16 `At�A except(jt=lb)2=134,22=452,20=446,14=141,23=459,19=459. 'V 9)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - �s a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i` iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910072 690423 001 GEDRP 2 1 A_MGE_El39353_8/27/2018 11:26:02 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:27 2019 Page 2 I D:4SbMIABzl HV71_BPwxwJBHyo_mJ-VpoPD3mknjkDH1 T277jBue58Rikr6fRLmoZpXXzsrX2 NOTES- (12-13) 11)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 17-8-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. 12) Dimensions are in feet-inches-sixteenths 13) Drawing prepared exclusively for manufacturing by Boise Cascade. H • t .F fi i i ®WARNING-Verily design parameters and READ NOTES ON THIS.AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. ' Design valid for use onty with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �►I� iTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910073 690423 002 ATTIC 6 1 A_PMT_El39353_8/27/2018 11:25:59 AM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:28 2019 Page 1 IDASbMIABz1 HV71_BPwxwJ8Hyo_mJ-z?MoOPnMYOs4uB2EhgEQQseDv6_?r5uU?SJM3zzsrX1 -q-8{l 56-14 10-10-0 126-9 15-0-0 17-0-0 ,19-0-0 , 21-5-7 23-1-12, 28-5-2 34-0-0 3y-8i0 0_8 5F-14 5-36 1-8-5 2-5-7 2-0-0 2-0-0 2-5-7 18-5 5-36 56-14 0-8- 4x6 = 2x6 I 4x6 = ' Scale=1:70.1 7 8 9 8.00 12 6x10 'i 6x10 410 O 10 6 4x10 215 - 19 1122 46 1.5x4 I 4x6 Ci 2x6 4 12 O Ci 2x6 i q 3 13 4 m 20 12-0-0 23 cq� 2 r r11 14 6x8 = 18 17 16 6x8 = 8x8 = 7x10 MT18HS = 8x8 = R � 10-10-4 23-1-12 34-0-0 ' 10-10-4 12-3-8 10-10-4 Plate Offsets(X,Y)— [2:0-0-0,0-1-131,[7:0-3-0,0-1-51,[9:0-3-0,0-1-51,[14:0-0-0,0-1-131,[16:0-3-8,0-5-8),[18:0-3-8,0-5-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.40 16-18 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.56 16-18 >715 180 MT18HS 244/190 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(CT) "0.05 14 - n/a n/a BCLL 20.0 Code IBC2015/TPI2014 Matrix-SH Attic -0.27 16-18 544 360 Weight:225 lb FT=20% BCDL 10.0 r LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins,except 5-6,10-11:2x4 SPF 1650F 1.5E 2-0-0 oc purlins(6-0-0 max.):7-9. BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S No.2*Except* JOINTS 1 Brace at Jt(s):19 6-10:2x4 SPF 165OF 1.5E WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 ° REACTIONS. (lb/size) 2=1872/0-5-8.14=1872/0-5-8 Max Horz 2=436(LC 10) Max Uplift 2=488(LC 11),14=-488(LC 12) Max Grav 2=2436(LC 22),14=2436(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3391/703,3-5=-3120/645,5-6=-2244/686,6-7=376/302,7-8=-150/393, 8-9=-150/393,9-10=-376/302,10-11-2244/686,11-13=-3120/645,13-14=-3391l703 BOT CHORD 2-18=-632/2915,16-18=-244/2519,14-16=-426/2643 WEBS 3-18=-491/480,5-18=0/1346,6-19=-2683/538,10-19=-2683/538,11-16=0/1346, 13-16=-492/481 NOTES- (11-12) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 2-8-13,Interior(1)2-8-13 to 10-3-2,Exterior(2)10-3-2 to 23-8-14, Interior(1)23-8-14 to 31-3-3,Exterior(2)31-3-3 to 34-8-0 zone;cantilever left and right exposed;C-C for members and forces& �N OF MgSS MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 9� 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,WIeft=17-8-0,Wright=17-8-0 o XUEGANG G 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs + b'U non-concurrent with other live loads. c3. STRUCTURAL; cn 5)All plates are MT20 plates unless otherwise indicated. 1 No.43283 i 1 6)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.16-18 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 07STEP 2=488,14=488. FSS/pNAC ENS'' ` < 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 10)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 17-8-0 from joint 9 and has a slope of 8.000 on the left and-8.000 on the right. 11) Dimensions are in feet-inches-sixteenths 12) Drawing prepared exclusively for manufacturing by Boise Cascade. January 22,2019 ®WARNING-Verily design parameeen:and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1 010 312 0 1 S BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG C o n d 1 135910074 690423 003- GEDRP 2 1 B_MGE_el36130_10/2/2018 12:32:30 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:42 2019 Page 1 IDASbMIABz1 HV71_BPwxwJ8Hyo_mJ-ZhC4MBy8FKd5aL6wVmUi?pDk4Im27MuYDdi5Y9zsrwp 08 7-7-12 15-0-0 16-10A 23-0-0 29-1-12 31-0-0, 38114 46-0-0 46�i0 O 7-7-12 7-4A 1-10A 6-1-12 6-1-12 1-10 4 7 A 7-7-12 0i8- Scale=1:79.8 6xB = 6x6 = 6x6 = 6x8 = 7 8 B 69 ..9 70 10 711 8.00 12 4 33 x - 5 5x10 - , 5x6 G 5x8 - - - 4x8 i 67 ° 72 5x6 5x6 g 12 4x8 5x6 �i `- 9 5 13 o 4 9 14 66 12-0-0 73 15 2 i 16 5x10 i 32 31 29 28 27 26 25 24 23 22 21 19 18 5x10 30 46 = 6x8 = 410 - 7x10 MT18HS = 3x12 11' 6x8 = 20 3x12 II 410 = 46 6-2-0 7-7-12 15-1-11 16-104 29-1-12 30-10-5, 38AA 39-10� 46-0-0 6-2-0 -5-12 7-5-15 1 8-9 12-3-8 1 8-9 7-5-15 5-12 6-2-0 Plate Offsets(X,Y)- [2:0-1-11,0-2-8],[5:0-4-0,Edge],(13:0-4-0,Edge],[16:0-1-11,0-2-8],(34:0-4-8,0-1-4],[35:0-4-8,0-1-4],[40:0-2-10,0-0-11],[40:0-1-13,0-1-0],[43:0-2-7 ,0-0-11],(43:0-0-8,0-0-11],[46:0-2-9,0-0-11],[46:0-0-11,0-0-11],[57:0-2-10,0-0-11],[57:0-1-13,0-1-0],[60:0-2-7,0-0-11],(60:0-0-8,0-0-11],[63:0-2-9 ,0-0-111,[63:0-0-11,0-0-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.29 24726 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.42 24-26 >947 180 MT18HS 244/190 TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.03 16 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-SH Attic -0.21 24-26 692 360 Weight:426 lb FT=20% BCDL 10.0 LUMBER- BRACING- [MCT] TOP CHORD 2x6 SP M 23*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except . 1-5,13-17:2x4 SPF 1650F 1.5E 1 1 2-0-0 oc purlins(5-1-10 max.):7-11. BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF-S No.2*Except* WEBS 1 Row at midpt 27-34,23-35 34-35,9-33,27-34,23-35,8-33,10-33,11-35,7-34:2x4 SPF 165OF 1.5E JOINTS 1 Brace at Jt(s):33,34,35 OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 0-5-8 except(jt=length)31=6-5-8,32=6-5-8,19=6-5-8,18=6-5-8, 30=0-3-8,20=0-3-8. (lb)- Max Horz 2=432(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)31,19 except 2=-183(LC 12), " 16=-129(LC 11),32=-290(LC 11),18=-284(LC 12),30=-852(LC 11),20=-807(LC 12) Max Grav All reactions 250 lb or less atjoint(s)except 2=439(LC 23),2=288(LC 1), 16=379(LC 22),16=288(LC 1),31=356(LC 4),32=584(LC 22),19=356(LC 3),' 18=577(LC 23),30=2363(LC 3),20=2363(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-555/325,3-4=-515/352,4-6=-1134/416,6-7=-2302/655,7-8=-2519/598, 8-9=-3079/1210,9-10=-3079/1210,10-11=-2519/598,11-12=-2302/655,12-14=-1112/343, 14-15=-478/262,15-16=-486/248 BOT CHORD 2-32=-150/373,31-32=150/373,30-31=-1 50/373,29-30=-150/373,27-29=-132/943, ti OF MgsS 26-27=-307/2028,24-26=-301/2048,23-24=-304/2028,21-23=-145/953,20-21=-160/396, qC 19-20=-160/396,18-19=-160/396,16-18=-160/396 W. WEBS 6-29=-1849/693,6-27=-217/1263,7-27=-365/697,26-34=0/1448,8-34=-788/540, �O XUEGANG,' 24-35=0/1448,10-35=-789/541,11-23=-337/697,12-23=-163/1263,12-21=-1849/653, ti LIU r"t 33-34=-181/609,33-35=-181/609,9-33=-466/285,27-34=1398/393,23-35=-1398/391, 1,STRUCTURAL.,-05 8-33=-756/1376,10-33=-757/1376,11-35=-146/984,7-34=-147/984,4-31=-1424/326, NO+.43283 9 3-32=-260/234,14-19=-1424/298,15-18=260/232,4-29=-251/1174,14-21=-247/1174 A Q Q 9�� FG/S7E1'�. iv�' NOTES- (14-15) FS�/ONAk 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; 1 , MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 3-11-3,Interior(1)3-11-3 to 8-6-12,Exterior(2)8-6-12 to 21-6-14, - Interior(1)21-6-14 to 24-5-2,Exterior(2)24-5-2 to 37-5-4,Interior(1)37-5-4 to 42-0-13,Exterior(2)42-0-13 to 46-8-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I - WA - 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ' 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,WIeft=23-8-0,Wright=23-8-0 January 22,2019 loads have been considered for this design. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG . C o n d 1 135910074 690423 003- GEDRP 2 1 B MGE e136130 10/2/2018 12:32:30 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:42 2019 Page 2 ID:4SbMIABz1 HV71_BPwxwJ8Hyo_mJ-ZhC4MBy8FKd5aL6wVmUi?pDk41m27MuYDdi5Y9zsrWp NOTES- (14-15) 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x6 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. r 9)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.24-26 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)31,19 except Qt=lb)2=183,16=129,32=290,18=284, 30=852,20=807. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 13)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-8-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. 14) Dimensions are in feet-inches-sixteenths 15) Drawing prepared exclusively for manufacturing by Boise Cascade. t ®WARNING-VeAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1011=015 BEFORE USE. �' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �► building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "/� iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG C o n d 2 135910074 690423 003- GEDRP 2 1 B_MGE_e136130_10/2/2018 12:32:30 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:42 2019 Page 1 IDASbMIABz1 HV71_BPwxwJ8Hyo_mJ-ZhC4MBy8FKd5aL6wVmUi?pDh7llG7R4YDdi5Y9zsrwp -Or8 A 7-7-12 15-0-0 16-10-0, 010 0 29-1-12 ,31-0-0 38 4 4 46-0-0 4F-8,0 0, 7-7-12 7- 4 1-10-4 6-1-12 6-1-12 1-10-4 74-4 7-7-12 0-8- Scale=1:79.8 6x6 = - - 6x6 = 6x6 = 6x8 = - 7 8 8 9 6 10 8.00 12 2 31 x — 3 5x10 = 5x6 5x8 = 5x6 4x8 5-5x6 70 5x6 6 _ 12 4x8 �Z rq 5x6 �- g n m 5 13 o 4 9 14 71 65 12-0-0 72 3 _ 15 64 73 2 Q 16 5x10 5, 30 29 28 _ 27 26 25 24 23 22 21. 20 19 18 5x10 4x6 — 6x8 = 4x10 — 7x10 MT18HS= 3x12 I 6x8 = _ 4x6 3x12.II - 4xl0 = 6-2-0 7-7-12, 15-1-11 16-10 4 29-1-12 $0-10-5, 38-4-4 39-10 Q 46-0-0 6-2-0 1-5-12r 7-5-15 81 9 12-3-8 1�-9 7-5-15 -5-12 6-2-0 Plate Offsets(X,Y)— [2:0-1-11,0-2-8],[5:0-4-0,Edge],[13:0-4-0,Edge],[16:0-1-11,0-2-8],[32:0-4-8,0-1-4],[33:0-4-8,0-1-4],[38:0-2-10,0-0-11],[38:0-1-13,0-1-0],[41:0-2-7 ,0-0-111,[41:0-0-8,0-0-11],[44:0-2-9,0-0-11],[44:0-0-11,0-0-11],[55:0-2-10,0-0-11],[55:0-1-13,0-1-0],[58:0-2-7,0-0-11],[58:0-0-8,0-0-11],[61:0-2-9 0-0-111,[61:0-0-11,0-0-111 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.41 23-25 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) .. -0.61 23-25 >890 180 MT18HS 244/190 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.11 16 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-SH Attic -0.21 23-25 695 360 Weight:426 lb FT=20% BCDL 10.0 LUMBER- BRACING- [MCT] TOP CHORD 2x6 SP M 23*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc pudins, 1-5,13-17:2x4 SPF 1650F 1.5E except BOT CHORD 2x8 SP M 23 2-0-0 oc pudins(3-9-5 max.):7-11. WEBS 2x4 SPF-S No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 32-33,9-31,26-32,22-33,8-31,10-31,11-33,,7-32:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 6-26,7-26,11-22,12-22,26-32,22-33 OTHERS 2x4 SPF-S No.2 JOINTS 1 Brace at Jt(s):31,32,33 REACTIONS. (lb/size) 2=2472/0-5-8,16=2472/0-5-8 " Max Horz 2=-432(LC 9) Max Uplift 2=-707(LC 11),16=-707(LC 12) Max Grav 2=3379(LC 37),16=3379(LC 37) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. . TOP CHORD 2-3=-5241/1107,3-4=-5190/1214,4-6=-5028/1190,6-7=4330/1113,7-8=-4315/1207, 8-9=-5564/1613,9-10=-5564/1613,10-11=-4315/1203,11-12=-4330/1113, 12-14=-5028/1190,14-15=-5190/1214,15-16=-5241/1107 BOT CHORD 2-30=-969/4307,29-30=-969/4307,28-29=-969/4307,26-28=-924/4286,25-26=-453/3733, 23-25=-449/3753,22-23=-453/3733,20-22=-771/4266,.19-20=-787/4242, 18-19=-787/4242,16-18=-787/4242 WEBS 6-28=0/302,6-26=-1225/519,7-26=-635/1552,25-32=0/1455,8-32=-1131/638, 23-33=0/1455,10-33=-1131/637,11-22=-632/1548,12-22=-1226/520,12-20=0/302, 31-32=-506/968,31-33=-499/964,9-31=-741/284,26-32=-16611777,22-33=-1657/770, 8-31=-1086/1585,10-31=-1086/1585,11-33=-485/1383,7-32=-492/1387 NOTES- (14-15) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 3-11-3,Interior(1)3-11-3 to 8-6-12,Exterior(2)8-6-12 to 21-6-14, Interior(1)21-6-14 to 24-5-2,Exterior(2)24-5-2 to 37-5-4,Interior(1)37-5-4 to 42-0-13,Exterior(2)42-0-13 to 46-8-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or Consult qualified building designer as per ANSIlrPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x6 MT20 unless otherwise indicated. ed at 2-0-0 oc. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 NO3/2015 BEFORE USE., Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing P iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Svdngley Ridge Rd' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG , C o n d 2 135910074 690423 003- GEDRP 2 1 B_MGE_el36130_10/2/2018 12:32:30 PM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:42 2019 Page 2 I D:4SbMIABz1 HV71_BPwxwJ8Hyo_mJ-ZhC4MBy8FKd5aL6wVmUi?pDh7llG7R4YDdi5Y9zsrWp NOTES- (14-15) 10) Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.23-25 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)2=707,16=707. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE, 14)Dimensions are in feet-inches-sixteenths 15) Drawing prepared exclusively for manufacturing by Boise Cascade. T I I ®WARNING-VeMy design parameters and READ NOTES ON THIS.AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 NO3/2015 BEFORE USE. witDesign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd -Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 01912 01 8 CG C o n d 1 135910075 690423 004- ATTIC 18 1 B_PMT_el3613010/212018 12:32:30 PM Job Reference o_lional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:50 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-KEh62w29NndyXajSzSdaKVY3_zUG?27k3feWghzsrwh 4r8�1 7-7-12 15-0-0 16-104 23-0-0 29-1-12 31-0-0 3844 46-0-0 4f-8i0 0 8-b 7-7-12 7 4� 10 4 6-1-12 6-1-12 1-10 7-0 4 7-7-12 0-8 Scale=1:81.3 6x10 = 5x6 = 2x6 15x6 = 6x10 = t 8.00 12 - - 5 6 8 29 7 30 8 31 9 4x8 i 14 B — 5 4x8 Q 6x12 = 23 4x6 O 4x6 i 2f 5x10 = 10 32 g 11 0 0 N 26 12-0-0. m 33 2 1 12 1$R 8x8 = 22 21 20 19 18 17 16 15 14 8x8 = jY 2x6 11 6x8 = 4x10 = .7x10 MT18HS = 3x12 I I 6x8 2x6 11 3x12 ' 4xl0 — 7-7-12 15-1-11 {6-10� 29-1-12 1-10-5 38-4-4 46-0-0 7-7-12 7-5-15 1-8-9 12-3-8 18-9 7-5-15 7-7-12 Plate Offsets(X,Y)-- [2:0-0-0,0-3-5],[12:0-0-0,0-3-5],(24:0-6-0,0-0-14],[25:0-6-0,0-0-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.34 17-19 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.51 17-19 >999 180 MT18HS 244/190 TCDL 10.0 Rep Stress Incr YES WB 0.58 ' Horz(CT) 0.10 12 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-SH Attic -0.21 17-19 703 360 Weight:390 lb FT=20% BCDL 10.0 LUMBER- BRACING- [MCT] TOP CHORD 2x6 SP M 23 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins,except BOT CHORD 2x8 SP M 23 2-0-0 oc purlins(4-3-12 max.):5-9. WEBS 2x4 SPF-S No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 24-25,7-23,20-24,16-25,6-23,8-23,9-25,5-24:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 3-20,5-20,9-16,11-16,20-24,16-25 WEDGE JOINTS 1 Brace at Jt(s):23,24,25 - Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=2472/0-5-8,12=2472/0-5-8 Max Horz 2=436(LC 10) Max Uplift 2=-704(LC 11),12=-704(LC 12) Max Grav 2=3076(LC 2),12=3076(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4560/1132,3-5=-3886/1092,5-6=-4181/1158,6-7=4434/1541,7-8=-4434/1541, 8-9=-4181/1154,9-11=3886/1092,11-12=-4560/1132 BOT CHORD 2-22=-877/3605,20-22=-877/3605,19-20=-430/3272,17-19=-427/3292,16-17=-430/3272, 14-16=-730/3553,12-14=-730/3553 WEBS 3-22=0/432,3-20=-771/512,5-20=-597/1273,19-24=0/1494,6-24=-613/613, 17-25=0/1494,8-25=-613/612,9-16=-593/1273,11-16=-773/514,11-14=0/432, 23-24=-452/1092,23-25=-445/1092,7-23=-510/311,2 0-24=-1 4 0417 0 9,16-25=-14OV700, 6-23=-899/1496,8-23=-899/1496,9-25=-493/1696,,5-24=-501/1696 NOTES- (11-12) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; or MgsS MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 3-11-3,Interior(1)3-11-3 to 8-6-12,Exterior(2)8-6-12 to 21-6-14, Interior(1)21-6-14 to 24-5-2,Exterior(2)24-5-2 to 37-5-4,Interior(1)37-5-4 to 42-0-13,Exterior(2)42-0-13 to 46-8-0 zone;cantilever XUEGAN(a; left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 )(P 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10,Wleft=23-8-0,Wright=23-8-0 t L(>J O: —t 3)Unbalanced snow loads have been considered for this design. - cS y STRUCTURAL. cn 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs I NO!43283 non-concurrent with other live loads. A 9 O Q 5)All plates are MT20 plates unless otherwise indicated. 6)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.17-19 F IAK.. L ENG\ S 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 704 lb uplift at joint 2 and 704 lb uplift at joint 12. 8)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 10)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-8-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. 11) Dimensions are in feet-inches-sixteenths January 22,2019 12 Drawinq prepared exclusively for manufacturing by Boise Cascade. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the {► iTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd . Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10l9/2018 CG C o n d 2 135910075 690423 004- ATTIC 18 1 B PMT e136130 10/2/2018 12:32:30 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:50 2019 Page 1 IDASbMIABzlHV71_BPwxwJ8Hyo_mJ-KEh62w29NndyXajSzSdaKVY4czU??zKk3teWghzsrWh 0 8�0 7-7-12 15-0-0 16-10 4, 23-0-0 29-1-12 31-0-0 38<1 4 46-0-0 4fj�0 0-'8-b 7-7-12 7�4 10 4 6-1-12 6-1-12 1-10 4 7�4 7-7-12 0-8- Scale=1:82.3 6x10 = 5x6 = 2x6 I 5x6 = 6x10 _ 8.00 12 - 5 6 0 31 7 32 8 33 9- A 25 x — 74x86x12 = 25 4x6 5xl0 = 1034 0 12-0-0 'o35 1 12 1)f3 i 8x8 = 24 23 22 21 20 19 18 15 8x8 = 2x6 I 6xB 4x1O —_ 7x10 MT18HS = 3xl2 [' 1716 2x6 11 14 3x12 II 410 = 6xB 7-7-12 15-1-11 }6-104 29-1-12 $0-19 38-44 46-0-0 7-7-12 7-5-15 1-8-9 12-3-8 1 8-9 7-5-15 7-7-12 Plate Offsets(X,Y)-- [2:0-0-0,0-3-5],[12:0-0-0,0-3-5],[26:0-6-0,0-0-14],[27:0-6-0,0-0-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.32 19-21 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(CT) '-0.48 19-21 >827 180 MT18HS `244/190 TCDL 10.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.07 12 n/a n/a BCLL 20.0 Code IBC2015ITP12014 Matrix-SH Attic ' -0.22 19-21 684 360 Weight:390 lb FT=20% BCDL 10.0 LUMBER- BRACING- [MCT] TOP CHORD 2x6 SP M 23 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purins, BOT CHORD 2x8 SP M 23 except WEBS 2x4 SPF-S No.2*Except* 2-0-0 oc purlins(4-6-9 max.):5-9. 26-27,7-25,22-26,18-27,6-25,8-25,9-27,5-26:2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 3-22,5-22,9-18,22-26,18-27 Left:2x4 SP No.3,Right:2x4 SP No.3 JOINTS 1 Brace at Jt(s):25,26,27 REACTIONS. All bearings 0-5-8 except Qt=length)15=10-4-0,17=0-3-8. (lb)- Max Horz 2=436(LC 10) Max Uplift All uplift 100lb or less atjoint(s)except 2=-712(LC 11),15=-487(LC 12), 12=-355(LC 11),17=-194(LC 7),14=-147(LC 12) Max Grav All reactions 250 lb or less at joint(s)except 2=2788(LC 3),15=1679(LC 4),12=1236(LC 22),17=444(LC 4),14=413(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4088/983,3-5=-3385/936,5-6=-4219/1154,6-7=-3723/1321,7-8=-3723/1321, 8-9=-2064/603,9-11=-2638/772,11-12=71924/598 BOT CHORD 2-24=-887/3267,22-24=-887/3267,21-22=-523/2594,19-21=-517/2606,18-19=-519/2578, , 17-18=-357/1482,15-17=-357/1482,14-15=-357/1482,12-14=-357/1482 WEBS 3-24=0/444,3-22=-818/511,21-26=0/1308,6-26=-498/520,19-27=0/1782, 8-27=-977/566,9-18=-605/1424,11-18=-128/990;11-15=-1544/634,25-26=-407/1639, 25-27=-659/356,7-25=-513/312,22-26=-505/664,18-27=-2459/471,6-25=-736/523, 8-25=-769/1856,9-27=-529/436,5-26=-438/2291 NOTES- (10-11) r 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 3-11-3,Interior(1)3-11-3 to 8-6-12,Exterior(2)8-6-12 to 21-6-14, Interior(1)21-6-14 to 24-5-2,Exterior(2)24-5-2 to 37-5-4,Interior(1)37-5-4 to 42-0-13,Exterior(2)42-0-13 to 46-8-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,WIeft=23-8-0,Wright=23-8-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.19-21 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 712 lb uplift at joint 2,487 ib uplift at - joint 15,355 lb uplift at joint 12,194 lb uplift at joint 17 and 147 lb uplift at joint 14. 8)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 10) Dimensions are in feet-inches-sixteenths 11 Drawinq orepared exclusively for manufacturing by Boise Cascade. ®WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.f 0103a0f 5 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' •is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty, Ply THE WOOD LUMBER 10/9/2018 CG C o n d 3 135910075 690423 004- ATTIC 18 1 B PMT e136130 10/2/2018 12:32:30 PM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:51 2019 Page 1 ID:4SbMIABz1 HV71_BPwxwJ8Hyo_mJ-oQFUFG3n85lp9jlfX98psi5FMNgEkQatHXN4M8zsrWg -Or8�0 7-7-12 15-0-0 16-10-4 23-0-0 29-1-12 ,31-0-0, 38-4-4 46-0-0 4f-STO -7-12 7�-4 -10-4 6-1-12 6-1-12 -10-4 7-4-4 7-7-12 0M Scale=1:83.8 6x10 = 5x6 = 2x6 I I 5x6 = 6x10 = 8.00 12 - 5 6 0 31 7 3 8 33 9 4x8 G x — T7 - 4x8 4x6 -i 6x12•= 25 - 10 4x6 Q 2� 5x10 = 34 3 11 . N Q 28 35 12-0-0 2 1 12 Sx8 = 23 20 19 18 17 16 15- 14 - 8x8 = 24 2x6 II 2221 4x10 = 7x10 MT18HS-= 3x12 I - 6x8 2x6 I 6x8 = 3x12 I 4xl0 = 7-7-12 15-1-11 1,6-104 29-1-12 a0-10-$ 38-4-4 46-0-0 7-7-12 7-5-15 1-8-9 12-3-8 1-8-9 7-5-15 7-7-12 Plate Offsets(X,Y)-- [2:0-0-0 0-3-5] [12:0-0-0 0-3-5] [26:0-6-0 0-0-14] (27:0-6-0 0-0-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in.(loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.32 17-19 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.48 17-19 >827 180 MT18HS 244/190 TCDL 10.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.07 12 n/a n/a BCLL 20.0 Code IBC2015/TPI2014 Matrix-SH Attic -0.22 17-19 684 360 Weight:390 lb FT=20% BCDL 10.0 LUMBER- BRACING- [MCT] TOP CHORD 2x6 SP M 23 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins, BOT CHORD 2x8 SP M 23 except. WEBS 2x4 SPF-S No.2*Except* 2-0-0 oc purlins(4-6-9 max.):5-9. 26-27,7-25,20-26,16-27,6-25,8-25,9-27,5-26:2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-20,9-16,11-16,20-26,16-27 Left:2x4 SP No.3,Right:2x4 SP No.3 JOINTS 1 Brace at Jt(s):25,26,27 REACTIONS. All bearings 0-5-8 except Qt=length)23=10-4-0,21=0-3-8. (lb)- Max Horz 2=436(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)except 2=-399(LC 12),23=-535(LC 11), 12=-720(LC 12),21=-200(LC 8),24=-148(LC 11) Max Grav All reactions 250 lb or less at joint(s)except 2=1284(LC 23),23=1679(LC 3),12=2788(LC 4),21=444(LC 3),24=414(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1993/670,3-5=-2638/772,5-6=-2064/603,6-7=-3723/1321,7-8=-3723/1321, 8-9=-4219/1149,9-11=-3386/936,11-12=-4088/994 BOT CHORD 2-24=-149/1482,23-24=-149/1482,21-23=-149/1482,20-21=-149/1482,19-20=-237/2578, 17-19=-235/2606,16-17=-241/2594,14-16=-612/3178,12-14=-612/3178 WEBS 3-23=-1544/683,3-20=-120/990,5-20=-604/1424,19-26=0/1782,6-26=-977/553, 17-27=0/1308,8-27=-498/508,11-16=-818/511,11-14=0/444,25-26=-659/334, 25-27=-382/1639,7-25=-513/312,20-26=2459/454,16-27=469/664,6-25=-745/1856, 8-25=-709/523,9-27=-410/2291,5-26=-529/413 " r NOTES- (10-11) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 3-11-3,Interior(1)3-11-3 to 8-6-12,Exterior(2)8-6-12 to 21-6-14, Interior(1)21-6-14 to 24-5-2,Exterior(2)24-5-2 to 37-5-4,Interior(1)37-5-4 to 42-0-13,Exterior(2)42-0-13 to 46-8-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10,Weft=23-8-0,Wright=23-8-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. - t 6)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.17-19 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 399 lb uplift at joint 2,535 lb uplift at - joint 23,720 lb uplift at joint 12,200 lb uplift at joint 21 and 148 lb uplift at joint 24. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 10) Dimensions are in feet-inches-sixteenths 11 Drawing prepared exclusively for manufacturing by Boise Cascade. ®WARNING-VeMy design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1 V03120f 5 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IV I iTeka is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910076 690423 006 ATTIC 1 2 B_MCO_El39353_8/27/2018 11:26:21 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:53 2019 Page 1 ID:4SbMIABz1 HV71—BPwxwJ8Hyo_mJ-kpNEgy42fi?X01 S1 faBHx7AegBZIC09A1gsBROzsrWe 7-7-12 15-0-0 16-10A 23-0-0 29-1-12 31-0-0 33-5-8 , 38A-0 7-7-12 7 A 1-1.0-4 6-1-12 6-1-12 1-10-4 2-5-9 4-10-8 6x8 = Scale=1:74.5 •44 = 2x6 I 3x10 = 10x10 8.00 12 4 5 UZI 26 6 26 7 8 *. 0 6x6 = 9 ' 4x6 �i 25 9 4x12 = 21 12xl2 I 3x6 �i 3 4x12 = 10 v 12-0-0 ao 23 22 1 6x8 11 18 17 16 15 14 a , - 13 12 11 2x6 II 6x8 = 6x8 =2x6 II '6x8 = 3x12 II 3x8 II r - • - 6x8 = 7-7-12 15-1-11 16-10-4, 29-1-12 30-10A, 33-5-8 , 7-7-12 7-5-15 1 -9 12-3-8 1 8-8 2-7 4 Plate Offsets(X,Y)— [1:0-0-15,0-1-6],[1:0-1-14,0-6-5],[7:0-3-8,0-1-8],[8:0-7-8,0-3-12],[9:0-2-8,0-3-8],[19:0-5-8,0-0-0],[20:0-0-12,0-6-0];[21:0-4-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES• GRIP TCLL 30 10) Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.24 13-15 >999 240 MT20 169/123 (Roof Snow=3 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.35 13-15 >999 180 TCDL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 11 n/a n/a BCDL 0.0 1 BCDL 0.0 Code IBC2015/TP12014 Matrix-SH Attic -0.12 13-15 1181 360 Weight:683 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x6 SP M 23*Except* TOP CHORD , Structural wood sheathing directly applied or 6-0-0 oc purlins, 8-10:2x10 SP M 23 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-8. BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF-S No.2*Except* 6-0-0 oc bracing:11-12. 7-13,19-20,9-11,8-20,12-20:2x4 SPF 165OF 1.5E WEBS. 1 Row at midpt 2-16,4-16,15-19,8-12,9-11,12-20,5-21 WEDGE JOINTS 1 Brace at Jt(s):19,20,21 Left:2x4 SPF-S No.2 REACTIONS. (lb/size) 1=1708/Mechanical,11=2264/0-3-8 Max Horz 1=521(LC 11) Max Uplift 1=-420(LC 11),11=-402(LC 8) Max Grav 1=2373(LC 37),11=2956(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3512/710,2-4=-2486/643,4-5=-4105/1057,5-6=-2781/925,6-7=-2781/925, 7-8=-337/1297,8-9=-796/638,9-10=0/383,9-11=-2906/894 BOT CHORD 1-18=-790/2868,16-18=-790/2868,15-16=-253/1636,13-15=-246/1638,12-13=-245/1595 WEBS 2-18=0/479,2-16=-1288/562,4-16=-1601/342,15-19=-144/999;5-19=361/1101,- 13-20=0/2280,7-20=-1738/595,8-12=-978/1887,19-21=-579/2496,20-21=-2565/660, 4-19=-621/3209,8-20=-2383f745,6-21=-806/304,9-12=-306/2528,12-20=-5111/861, ` 16-19=-819/2623,5-21=-2527/345,7-21=-1 012/3475 NOTES- (13-14) ` w 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x10-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. y�P `r9 Bottom chords connected as follows:2x8-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. XUEGtANG } ' 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. tU. STRUCTURAL, cn 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;,Cat.11;Exp C;Enclosed; No 43283 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-4-14,Interior(1)3-4-14 to 10-4-1,Exterior(2)10-4-1 to 19-9-10, A 9` O :Q• Interior(1)19-9-10 to 31-0-0,Exterior(2)31-0-0 to 38-4-0 zone;cantilever left and right exposed;C-C for members and forces& is MWFRS MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ` FSS/gNAt EaG 4)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.13-15 9)Refer to girder(s)for truss to truss connections. January 22,2019 ®WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. ° Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall * m building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - " iTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swngley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG t 135910076 690423 006 ATTIC 1 B MCO_E139353_8127/2018 11:26:21 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:53 2019 Page 2 ID:4SbMIABz1 HV71_BPwxwJ8Hyc_mJ-kpNEgy42fi?X01 S1faBHx7AegBZIC09AIgsBROzsrWe NOTES- (13-14) 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 420 Ib uplift at joint 1 and 402 lb uplift atjoint 11. 11)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 13) Dimensions are in feet-inches-sixteenths 14) Drawing prepared exclusively for manufacturing by Boise Cascade. / ®WARNING-Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - pal* i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite M2,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply THE WOOD LUMBER 10/9/2018 CG 135910077 690423 007 ATTIC 8 1 B_MOHC_E139353_8127/2018 11:26:16 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:56 2019 Page 1 I DASbMIABz1 HV71_BPwxwJ8Hyo_mJ-902NI-7wydO6FVBcKjk_Zlol sOXcPjMcRo5r2LzsrWb 7-7-12 15-0-0 16-10�, 23-0-0 29-1-12 31-0-0, 38�4 46-0-0 4fj�,0 7-7-12 7 4 4 10-0 6-1-12 6-1-12 10 4 7--4 4 7-7-12 018- Scale=1:82.3 6x10 4x6 = 2x6 II 46 = 6x10 = 8.00 12 r 4 5 g 630 3 7 g 4x8 �i ! 3 4x8 5x10 = 24 5x10 = 4x6 5x12 MT20HS 9 32 4x6 2 10 4 27 33 4 26 12-0-0 9 34 25 35 1 11 Bx8 = 21 20 .19 18 t7 16 15 14 13 8x8 = 2x6 16x8 = 48 = 7x10 MT18HS = 3x12 I 6x8 2x6 I 3x12 II 48 = 7-7-12 15-1-11 16-10-0 5,29-1-12 $0-10- 38AA 46-M 7-7-12 7-5-15 1-8-9 12-3-8 1�-9 7-5-15 7-7-12 Plate Offsets X,Y)— [1:0-0-0,0-3-51,[9:0-0-0,0-0-01,[11:0-0-0,0-3-51,[22:0-4-8,0-0-121,[23:0-4-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP ' TCLL 30.0 Plate Grip DOL . 1.15 TC 0.58 Vert(LL) -0.39 16-18 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.58 16-18 >949 180 MT20HS 127/93 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.11 11 n/a n/a MT18HS 244/190 BCLL 20.0 Code IBC2015/TP12014 Matrix-SH Attic -0.21 16-18 689 360 Weight:351 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purins; BOT CHORD 2x8 SP M 23 except WEBS 2x4 SPF-S No.2 2-0-0 oc purlins(3-7-13 max.):4-8. WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left:2x4 SP No.3,Right:2x4 SP No.3 WEBS 1 Row at midpt 2-19,4-19,8-15,10-15,19-22,15-23 JOINTS 1 Brace at Jt(s):22,23,24 REACTIONS. (lb/size) 1=2407/Mechanical,11=2481/0-5-8 t Max Horz 1=-436(LC 7) Max Uplift 1=-669(LC 11),11=-705(LC 12) e Max Grav 1=3327(LC 37),11=3391(LC 37) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-5097/1161,2-4=-4164/1107,4-5=-4169/1142,5-6=-5134/1525,6-7=-5134/1525, 7-8=-4114/1124,8-1 0=-4142/1098,10-11=-5041/1137 BOT CHORD 1-21=-899/4039,19-21=-899/4039,18-19=-441/3518,16-18=-438/3537,15-16=-441/3518, 13-15=-734/3912,11-13=-734/3912 WEBS 2-21=0/435,2-19=-1134/532,4-19=-600/1234,18-22=0/1462,5-22=-1105/616, 16-23=0/1473,7-23=-1121/617,8-15=-604/1263,10-15=-1064/516,10-13=0/425, 22-24=-431/910,23-24=-422/864,4-22=-472/1491,8-23=-461/1440,6-24=-809/307, 5-24=-876/1261,7-24=-879/1306,19-22=1384/704,15-23=-1443/701 NOTES- (12-13) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 4-7-15,Interior(1)4-7-15 to 8-6-12,Exterior(2)8-6-12 to 21-6-14, CN OF MAS Interior(1)21-6-14 to 24-5-2,Exterior(2)24-5-2 to 37-5-4,Interior(1)37-5-4 to 42-0-13,Exterior(2)42-0-13 to 46-8-0 zone;cantilever s9; left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 � ' XWEGANG N 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 0 i LIP 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 6. STRUCTURAL: rn non-concurrent with other live loads. Np,45283 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. ���0/k iTE 7)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.16-18 NAt ENG? 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 669 lb uplift at joint 1 and 705 lb uplift at joint 11. 10)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 12) Dimensions are in feet-inches-sixteenths ) 13) Drawing prepared exclusively for manufacturing by Boise Cascade. _ January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1 M03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MlTeks is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIFrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910078 690423 008 GEDRP 1 1 D_MGE_El39353_8/2712018 11:26:39 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:57 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-dacIWK7YjxWztempuQFD6zLKuo_r81GmgSgOanzsrWa 4 8-0 11-0-0 23-0-0 2,3-8-Q d-8-d 11-6-0 11-6-0 -8 4x4 = , Scale=1:49.4 7•, 6 S ' 25 8.00 12 24 g 1 5 4 10 3 2i8l y 12 13Io 3x4 = 23 22 21 20 19 18,. 17 16 15 14 3x4 = 3x6 = 23-0-0 23-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 12 n/r 180 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 12 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 12 n/a n/a BCDL 0.0 1 BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:100 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 23-0-0. (lb)- Max Horz 2=-337(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)2,22,15,12 except 19=-135(LC 12),20=-153(LC 12), 23=-254(LC 12),17=-130(LC 13),16=-155(LC 13),14=-252(LC 13) Max Grav All reactions 250 lb or less at joints)22,15,12 except 2=289(LC 23),18=302(LC 25),19=291(LC 3), 20=298(LC 22),23=495(LC 22),17=291(LC 4),16=300(LC 23),14=493(LC 23) y FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-286/248,6-7=-255/299,7-8=255/299 BOT CHORD 2-23=-146/257,22-23=146/257,20-22=-146/257,19-20=-146/257,18-19=-146/257, 17-18=-146/257,16-17=-146/257,15-16=-146/257,14-15=-146/257,12-14=-146/257 WEBS 3-23=-311/264,11-14=311/262 NOTES- (12-13) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; } MWFRS(envelope)gable end zone and C-C Corner(3)-0-8-0 to 2-4-0,Exterior(2)2-4-0 to 8-6-0,Corner(3)8-6-0 to 14-6-0, Exterior(2)14-6-0 to 20-8-0,Corner(3)20-8-0 to 23-8-0 zone;Cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIIfPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 �(H OF MqS 4)Unbalanced snow loads have been considered for this design. y>P `S9�,h 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.6 psf on overhangs Q XU EGANG 'G non-concurrent with other live loads. 5 I/(P 6)All plates are 1.5x4 MT20 unless otherwise indicated. LIU —{ 7)Gable requires continuous bottom chord bearing. t '; STRUCTURAL 105 8)Gable studs spaced at 2-0-0 oc. Nos_43283 ! 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9�� �O/S7EP� will fit between the bottom chord and any other members,with BCDL=10.Opsf. ASS/ONAt ENS, 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,22,15,12 except(jt=lb)19=135,20=153,23=254,17=130,16=155,14=252. + 12)Dimensions are in feet-inches-sixteenths 13) Drawing prepared exclusively for manufacturing by Boise Cascade. January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1 NO3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ee . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910079 690423 009 COMMON 1 1 D_PMT_E139353_8/27/2018 11:26:36 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:58 2019 Page 1 ID:4SbMIABz1HV71 BPwxwJ8Hyo_mJ-5mA7jf8AUEegVoK?R8mSeAuO8C8_thRvu6ay6EzsrWz 5-10-12 11-6-0 17-TA 23-0-0 2,3-8-p d-8-d 5-10-12 5-7-4 - 5-7-4 5-10-12 $- 4x6 = Scale=1:50.6 5 22 23 8.00 12 21 24 1.5x4 1.5x4 �i •; 4 6 5x6 20 25 5x6i 3 7 2 8 91 11 - 10 6x12 II 3x8 = 3x6 6x12 I 11-0-0 23-0-0 it-" 11-6-0 - Plate Offsets(X,Y)— [2:0-3-8,Edge],[8:0-7-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) , -0.39 11-18 >713 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.58 11-18 >476 180 TCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.04 8 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-MSH Weight:94 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10:2x4 SPF 210OF 1.8E WEBS 2x4 SPF-S No.2 SLIDER Left 2x8 SP M 23 2-0-0,Right 2x8 SP M 23 2-0-0 REACTIONS. (lb/size) 2=1203/0-5-8,8=1203/0-5-8 , Max Horz 2=-337(LC 10) Max Uplift 2=-377(LC 12),8=-377(LC 13) Max Grav 2=1438(LC 22),8=1438(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-1569/526,4-5=-1346/469,5-6=-1346/469,6-8=-1569/526 BOT CHORD 2-11=-453/1497,8-11=257/1280 WEBS 5-11=-242/983,6-11=-478/419,4-11=-476/418 NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 2-4-0,interior(1)2-4-0 to 8-6-0,Exterior(2)8-6-0 to 14-6-0, Interior(1)14-6-0 to 20-8-0,Exterior(2)20-8-0 to 23-8-0 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of,16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Xl1 EGANCa f will fit between the bottom chord and any other members,with BCDL=10.Opsf. ! LIU 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) CU. STRUCTURAL:. V) 2=377,8=377. Noi.43283 i 8)Dimensions are in feet-inches-sixteenths C9 9F �O, Q 9)Drawing prepared exclusively for manufacturing by Boise Cascade. Or G/STER a Vw1 U " January 22,2019 ®WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.11003/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �//�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IVI ITe�e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910080 690423 010 Monopitch 3 1 G_PMT_E139353_8/27/201811:27:05 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:20:59 2019 Page 1 IDASbMIABz1 HV71_BPwxwJBHyo_mJ-ZzkVM?9pFYmh6yvB?rlhB0QcvbfgcGN27mJVegzsrWY 801 2-9 7-8-0 0-8-0 2-9-8 4-10-8 Scale=1:34.1 4 8.00 12 - 6 3x10 II Ic 3 f � d . L N. 1 2 4x8 I 5 - 2x6 II , 298 2-9-8 Plate Offsets(X,Y)— [2:0-0-2,0-0-3],[2:0-0-3,0-5-13],[2:Edge,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30 10) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.00 2-5 >999 240 MT20' 169/123 (Roof Snow=3 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 . 2-5 >999 180 BCDL 0.0 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL BCDL 0.0 Code IBC2015/TP12014 Matrix-P Weight:38 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP M 23 TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 5=926/0-3-8,2=-211/0-5-8 Max Horz 2=267(LC 12) Max Uplift 5=-796(LC 12),2=-363(LC 19) Max Grav 5=1044(LC 19),2=574(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1064/369,3-4=-260/0,3-5=-1020/1639 NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-8-0 to 2-7-8,Interior(1)2-7-8 to 4-8-0,Exterior(2)4-8-0 to 7-8-0 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip D OL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��N OF MAS 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wider will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) g, XlJ EGANG N. t LIU s m� x; 5=796,2=363. O, 8)Dimensions are in feet-inches-sixteenths S. STRUCTURAL, i 9)Drawing prepared exclusively for manufacturing by Boise Cascade. x NO i.4328'3 " 90 9F /STIE �s/ONAC Y� January 22,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall lei' . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing MiTek ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, - Chesterfield,MO63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 01912 01 8 CG 135910081 690423 013 MONOPITCH 2 1 G_MGMT_El39353_8/27/2018 11:27:07 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:00 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-19lu8LAROsuYk6UNZYpwjbzoO?ykLf4CMQ32B6zsrWX 4-0-0 9-2-8 4-0-0 4-10-8 1 .. - • Scale=1:65.2 3 6 II 8.00 112 ' 6x6 = .6.. 2 v 7 3 N Y 5 8 4 ` 6x6 = 1.5x4 yII 4F- { 4A0-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.05 4-5 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.06 4-5 >784 180 BCDL 10.0 Rep Stress Incr YES WB 0.29 Horc(CT) -0.00 4 n/a n/a BCDL 20.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:70 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP M 23 TOP CHORD. Structural wood sheathing directly applied or 4-4-0 oc puffins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF-S No.2*Except* BOT CHORD Rigid ceiling direcfly applied or 6-0-0 oc bracing. 2-4:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 1-5,2-4 REACTIONS. (lb/size) 5=-49/Mechanical,4=853/0-3-8 Max Horz 5=-285(LC 12) Max Uplift 5=-643(LC 13) Max Grav 5=182(LC 4),4=932(LC 25) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-351/238,2-3=0/264,2-4=-872/166 WEBS 2-5=0/1285 NOTES- (9-10) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)interior zone and C-C Exterior(2)0-2-0 to 3-2-0,Interior(1)3-2-0 to 6-2-8,Exterior(2)6-2-8 to 9-2-8 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially,Exp.;Ct=1.10 _ 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �ZH�F MAS will fit between the bottom chord and any other members,with BCDL=10.0psf. �PI `r9�, 7)Refer to girder(s)for truss to truss connections. Q= XW EGANG .hG 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �j 4/ 5=643. 0 LIU 'r 9)Dimensions are in feet-inches-sixteenths v. STRUCTURAL. k6 10)Drawing prepared exclusively for manufacturing by Boise Cascade. 9NOj 432830 Q /S7EP�. � MA January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 , Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG' 135910082 690423 102 ROOF TRUSS • 8 1 E_MGMT El 393538/27/2018 11:26:59 AM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:01 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-VLsGLhB3ngOPMG3a7GK9GpV19PLB4AtLb4ocjZzsrWW 2-0-0 4-0-0 2-M 2-0-0 3x6 = Scale=1:9.4 3 8.00 12 - - 4 2 5 1 2x6 = 2x6 4-M 4-M Plate Offsets(X,Y)— [3:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft/ Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00- Horz(CT) 0.00 5 n/a n/a BCLL 20.0 Code IBC2015ITP12014 Matrix-P Weight:8 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-0-0. (lb)- Max Horz 1=-48(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)1,5,2,4 Max Grav All reactions 250 lb or less atjoint(s)1,5,2,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (12-13) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber.DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,WIeft=17-8-0,Wright=17-8-0 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas_where a rectangle 3-6-0 tall by 2-0-0 wide _ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,5,2,4. ��N OF 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. XUEGANG'` VI . 11)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 2-0-0 from joint 1 and has a slope of 0.j L[U I( 8.000 on the left and-8.000 on the right. 12)Dimensions are in feet-inches-sixteenths t3 STRUCTURAL, kid 13) Drawing prepared exclusively for manufacturing by Boise Cascade. Not 43283 FSS/ANAL r JAA January 22,2019 ®WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ._ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 SWngley Ridge Rd + Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 , Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910083 690423 103 GESI 2 1 E_MGE_E139353_8/27/2018 11:26:55 AM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:02 2019 Page 1 I D:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-zYQeZ1 BhYT8GzQemgzrOpO2A7piWpcxVpkY9F?zsrWV 8-0-0 16-0-0 r 8-0-0 8-0-0 4x4 - Scale:3/8"=1' 5 4 6 8.00 12 18 17 3 7 16 19 a"15 20 - 8. 12 9 0 I7 0 3x4 = 14 13 12 11 10 3x4 = • a 16-0-0 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES, GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 20.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=-214(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)except 1=-268(LC 22),9=-178(LC 23),2=-182(LC 12),8=-130(LC 13),13=-124(LC 12),14=-202(LC 12),11=-123(LC 13),10=-202(LC 13) Max Grav All reactions 250 lb or less at joint(s)1,9 except 2=492(LC 22),8=434(LC 23),12=256(LC 25), 13=290(LC 19),14=428(LC 3),11=290(LC 20),10=428(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-264/301 WEBS 4-13=-261/148,3-14=-352/228,6-11=-261/146,7-10=-352/228 NOTES- (13-14) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-3-2 to 3-3-2,Interior(1)3-3-2 to 5-0-0,Exterior(2)5-0-0 to 11-0-0, Interior(1)11-0-0 to 12-8-14,Exterior(2)12-8-14 to 15-8-14 zone;cantilever left and right exposed;C-C for members and forces& a MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI.1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,Wleft=23-8-0,Wright=23-8-0 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated: ( OF MAS 6)Gable requires continuous bottom chord bearing. y1�P Sgcy 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fl XUEGANG 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �" UP —t '0 —t will fit between the bottom chord and any other members,with BCDL=10.Opsf. b STRUCTURAh. iof 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 268 lb uplift atjoint 1,178 lb uplift at I No.43283 t joint 9,182 lb uplift atjoint 2,130 lb uplift atjoint 8,124 lb uplift atjoint 13,202 lb uplift atjoint 14,123 lb uplift atjoint 11 and 202 lb C 9 O c 2 uplift atjoint 10. 9Q� FO/STER� 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified buildingF`SS/ONAL E�\ designer. 12)The loading on this truss has been modified to reflect the roof profile,the ridgeline is locate_d 8-0-0 from joint 1'and has a slope of 8.000 on the left and-8.000 on the right. I 13) Dimensions are in feet-inches-sixteenths (%1 14) Drawing prepared exclusively for manufacturing by Boise Cascade. January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - "iTek' is always required for stability and to prevent collapse vdth possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Svvingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. . Chesterfield,MO 63017 - Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910084 690423 104 ROOF TRUSS 27 1 E_PMT_El39353_8127/2018 11:26:50 AM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:04 2019 Page 1 I D:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-wwXP_j Dx440zDjo9oOtsu R7UIcNBHVboH21 G KtzsrWT 8-0-0 16-M 8-M 8-0-0 4x4 = Scale=1:32.8 4 8.00 12 14 1.5x4 13 - 1.5x4 II ' 3 5 1 15 2 t 11 16 6 12 7 0 I� o 3x4 = 10 9 8 3x4 = 1.5x4 I 1.5x4 II 1.5x4 II 16-0-0 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 11 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 6 n/a n/a BCDL 20.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-SH Weight:47 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD- Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directy applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=-214(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)6 except 1=-204(LC 22),7=-115(LC 23),2=-137(LC 12),10=-294(LC 12),8=-293(LC 13) Max Grav All reactions 250 lb or less atjoint(s)1,7 except 2=407(LC 22),6=350(LC 23),9=420(LC 22), 10=619(LC 19),8=619(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-254/282 WEBS 3-10=-541/335,5-8=-541/333 NOTES- (12-13) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6:Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-3-2 to 3-3-2,1nterior(1)3-3-2 to 5-0-0,Exterior(2)5-0-0 to 11-0-0, Interior(1)11-0-0 to 12-8-14,Exterior(2)12-8-14 to 15-8-14 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10,WIeft=23-8-0,Wright=23-8-0 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. �•,H OF MA, ' 6)Gable studs spaced at 4-0-0 oc. � s9� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide XU EGANG; rd m will fit between the bottom chord and any other members,with BCDL=10.Opsf. 0 y LIU 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) tJ. STRU- TU.RAI 46 1=204,7=115,2=137,10=294,8=293. Nor 43283 . 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building - designer. O�•;GISTER ��• 11)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 8-0-0 from joint 1 and has a slope of FS5/QNA� 8.000 on the left and-8.000 on the right. ' 12)Dimensions are in feet-inches-sixteenths 13) Drawing prepared exclusively for manufacturing by Boise Cascade. January 22,2019 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 NO3/201 S BEFORE USE. �' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MlTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 0/912 01 8 CG 135910085 690423 105 GIRDER 2 E_MCO_EI39353_8/27/2018 11:26:52 AM % Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:06 2019 Page 1 I DASbMIABz1 HV71_BPwxwJ8Hyo_mJ-sJf900ECciehS l yXvpwKzsDrgQ3zl Pb4kM WNOmzsrWR 8-0-0 16-0-0 8-0-0 8-0-0 44 — M Scale=1:32.8 8.00 12 4 1.5x4 II - 1.5x4 5 3 1 5 � ' 11 16 6 12 7 0 I� 0 3x4 = 10 9 8 3x4 = 1.5x4 I I 1.5x4 I I 1.5x4 I { 16-" 16-0-0 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft Ud 'PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 6 n/a n/a BCDL 20.0 *BCDL 10.0 Code IBC20151TP12014 Matrix-SH Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins(6-0-0 max.) BOT CHORD 2x4 SPF 165OF 1.5E (Switched from sheeted:Spacing>2-8-0). OTHERS 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=-321(LC 8) „ Max Uplift All uplift 100 lb or less atjoint(s)except 1=-305(LC 22),7=-172(LC 23),2=-205(LC 12),6=-127(LC 13),10=-441(LC 12),8=-439(LC 13) Max Grav All reactions 250 lb or less atjoint(s)1,7 except 2=611(LC 22),6=525(LC 23),9=630(LC 22), 10=928(LC 19),8=928(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-381/423,2-3=-304/215,34=351/283,4-5=-351/259 WEBS 4-9=-368/35,3-10=-812/502,5-8=-812/500 NOTES- (15-16) 1)2-ply truss to be connected together with 1 Did(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-3-2 to 3-3-2,Interior(1)3-3-2 to 5-0-0,Exterior(2)5-0-0 to 11-0-0, Interior(1)11-0-0 to 12-8-14,Exterior(2)12-8-14 to 15-8-14 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 LTN OF MqS 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industryy�P9Cy Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. O XUEGAtIG; G 5)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10,Weft -8-0,Wright=23-8-0 gl , 6)Unbalanced snow loads have been considered for this design. + LIU ;, p �. . 7)Gable requires continuous bottom chord bearing. t3. 'STRUCTURAL;.. X6( ; 8)Gable studs spaced at 4-0-0 oc. Noj 8283 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 90,t FGLSTS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 305 lb uplift at joint 1 172 lb uplift at joint 7,205 lb uplift at joint 2,127 lb uplift at joint 6,441 lb uplift at joint 10 and 439 lb uplift at joint 8. . 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building w designer. 13)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 8-0-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. January 22,2019 ®WARNING-Verf1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not n a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r►/� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i1AiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910085 690423 105 GIRDER 2 E_MCO_E139353_8/27/2018 11:26:52 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:06 2019 Page 2 I D:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-sJf900 ECciehSl yXvpwKzsDrgQ3zl Pb4kM WNOmzsrWR 15) Dimensions are in feet-inches-sixteenths 16)Drawing prepared exclusively for manufacturing by Boise Cascade. r ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 0/912 01 8 CG 135910086 690423 301 ATTIC GIRDER 2 B_MGMT_el36130_10/2/2018 12:32:43 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:08 2019 Page 1 7-7- - I DASbMIABz1 HV71_BPwxwJ8Hya_mJ-oinvp4GS7JuPhL5w1�Eyo2H16 5DdLDAeNCg?TTfzsrWP 7-7- 5-00 16-10-4 23-0-0 2 33-5-8 10- 6-1-12 2-912 7 1 06 3 -0 6x8 = .. Scale=1:70.8 3x10 = - 2x6 II 4x10 = 6x6 = 8.00 12 _ q 5 0 6 7 21 6x12 II 1 9 4x6 �i Sx = 9 6x10 = 4x6 �i 3 5 14 = 2 q 4 m m 12 0-0 1 5x8 = 22 16 - 15 14 13 12 11 23 10 3x10 I 6x8 6x10 =2x6 •6x8 = - 12x12 = 3x8 II 7-7-1212 15-1-11 16-10-4, 29-1-12 %5-8 77 7- 7-5-15 1 8-9 12-3-8 4-3-12 Plate Offsets(X,Y)— [1:0-0-0,0-1-1],[4:0-5-4,0-3-0],[5:0-3-8 0-1-8],[7:0-3-8 0-2-0],[11:0-3-8 0-6-0] [17:0-4-8 0-0-12] [18:0-2-12,0-2-12] [19:0-5-0 0-2-8] LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) `-0.35 11-13 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) ,-0.52 11-13 >762 180 BCDL 10.0 Rep Stress Incr NO WB 0.70 Horz(CT) 0.04 10 n/a n/a BCDL 20.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Attic -0.19 11-13 778 360 Weight:568 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins(4-8-12 max.), except end verticals BOT CHORD 2x8 SP M 23 - (Switched from sheeted:Spacing>2-8-0). WEBS 2x4 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.' 2-16,2-14,4-14,14-17,4-17:2x4 SPF-S No.2 WEBS 1 Row at midpt 2-14;4-14,11-18,18-19,9-10,5-19 WEDGE JOINTS 1 Brace at Jt(s):4,8,17,18,9,19 Left:2x4 SP No.3 REACTIONS. (lb/size) 1=3032/Mechanical,10=3377/0-3-8 Max Horz 1=926(LC 10) - Max Uplift 1=-489(LC 10),10=-1027(LC 10) r Max Grav 1=4758(LC 3),10=4806(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-'All forces 250(lb)or less except when shown. TOP CHORD 1-2=-6784/715,24=4930I700,4-5=-6828/920,5-6=2826/1172,6-7=-2826/1172, 7-8=-1042/3953,8-9=-835/3116,9-10=-5282/1004 BOT CHORD 1-16=-1215/5402,14-16=-1215/5402,13-14=-567/3352,11-13=-558/3354 WEBS 2-16=0/1849,2-14=-2158/695,4-14=-1267/348,14717=-821/3369,13-17=-64/1587, 5-17=-62/1570,11-18=-4674/1197,7-18=-2751/829,9-18=-5697/1041,9-11=-1292/7785, 17-19=-411/3521,18-19=-7149/1469,6-19=-758/480,5-19=-4780/541,7-19=-1432/6653, 4-17=-345/4437,8-18=2167/625 NOTES- (16-17) 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows:: Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. OF MAS S; Bottom chords connected as follows:2x8-2 rows staggered at 1-0-0 oc. ' •rya � 9�,y Webs connected as follows:2x4 1 row at 1-0-0 oc. Q XUEGANG` r' 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 00 —t 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; STRUCTURAL„ ,N MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 N0;43283 4)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10,WIeft=23-8-0,Wright=23-8-0 5)Unbalanced snow loads have been considered for this design. z 0�. �U'/STER� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �SS�ONAC ENS, 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)Ceiling dead load(5.0 psf)on member(s).17-19,18-19; Wall dead load(5.0psf)on member(s).13-17,11-18 _ 9)Bottom chord live load(50.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.11-13 10) Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 489 lb uplift at joint 1 and 1027 lb uplift at joint 10. January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall eel' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MlTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component - 16023 Swingley Ridge Rd - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, - - Chesterfield,NO 63017 ' - Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910086 690423 301 ATTIC GIRDER 2 B_MGMT_el36130_10/2/2018 12:32:43 PM Job Reference (optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:08 2019 Page 2 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-oinvp4GS7JuPhL5w1 Eyo2H165DdLDAeNCg?TTfzsrWP NOTES- (16-17) 12) Load case(s)1,2,3,4,6,7,8,9,10,11.12,13.14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,44,45 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)330 lb down and 848 lb up at 29-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 16) Dimensions are in feet-inches-sixteenths 17) Drawing prepared exclusively for manufacturing by Boise Cascade. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-120,4-8=-120,8-9=-120,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-274(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-97,4-8=-98,8-9=-98,1-22=-170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15, Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-330(F) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-97,4-20=-98,6-20=-159,6-8=-50,8-9=-50,1-22=-170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-330(F) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-50,4-6=-50,6-21=-159,8-21=-98,8-9=-98,1-22=-170(F=-95),16-22=-215(F=95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) j Vert:11=-330(F) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) , Vert:1-4=-25,4-8=79,8-9=37,1-13=-38(F=-20),11-13=-36,10-11=18,17-18=-9 Horz:1-4=7,8-9=55 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=836(F) 4 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=37,4-8=79,8-9=-25,1-13=-38(F=-20),11-13=-36,10-11=-18.17-18=-9 Horz:1-4=-55,8-9=-7 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=836(F) �. 8)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) - Vert:1-4=-65,4-8=39,8-9=-3,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Horz:1-4=35,8-9=27 Drag:13-17=-15,11-18=-15 ' Concentrated Loads(lb) Vert:11=848(F) 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-3,4-8=39,8-9=-65,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Horz:1-4=-27,8-9=-35 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=848(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=79,4-6=79,6-8=37,8-9=37,1-13=-38(F=-20),,11-13=-36,10-11=-18,17-18=-9 ° Horz:1-4=-97,8-9=55 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=836(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=37,4-6=37,6-8=79,8-9=79,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 w . Horz:1-4=-55,8-9=97 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=836(F) , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED.MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. ` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910086 690423 301 ATTIC GIRDER 2 A B_MGMT_e136130_1 0/2/2018 1 2:32:43 PM L Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:08 2019 Page 3 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-oinvp4GS7JuPhL5w1 Eyo2H165DdLDAeNCg?TTfzsrWP LOAD CASE(S) Standard 12) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 ' Uniform Loads(plf) Vert:1-4=50,4-6=50,6-8=25,8-9=25,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 Horz:1-4=-68,8-9=43 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=836(F) 13) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=25,4-6=25,6-8=50,8-9=50,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 Horz:1-4=-43,8-9=68 Drag:13-17-15,11-18=-15 Concentrated Loads(lb) Vert:11=836(F) 14) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=39,4-6=39,6-8=-3,8-9=-3,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=15 Horz:1-4=-69,8-9=27 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=848(F) 15) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:14=-3,4-6=-3,6-8=39,8-9=39,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Horz:14=-27,8-9=69 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=848(F) 16) Dead+Uninhab.Attic Storage+Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-30,4-8=-30,8-9=-30,1-22=-210(F=-120),16-22=-270(F=-120),13-16=-210(F=-120),11-13=-210,11-23=-90,10-23=-150,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) ' Vert:11=-193(F) r 17)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:14=-120,4-20=-120,6-20=-202,6-8=-57,8-9=-57,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=15 Drag:13-17-15,11-18=-15 Concentrated Loads(lb) Vert:11=-274(F) , 18) Dead+Snow(Unbal.Right)<Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-57,4-6=-57,6-21=-202,8-21=-120,8-9=-120,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-274(F) 19) Dead+Uninhabitable Attic Storage:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-30,4-8=-30,8-9=-30,1-22=-210(F=-120),16-22=-270(F=,--120),13-16=-210(F=-120),11-13=-210,11-23=-90, 10-23=-150,17-18=-15- Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-193(F) 20) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-124,4-8=-46,8-9=-77,1-22=-170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75, 10-23=-120,17-18=-15 Horz:14=26,8-9=20 _ Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=539(F) 21)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-77,4-8=-46,8-9=-124,1-22=-170(F=95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75, 10-23=-120,17-18=-15 Horz:1-4=-20,8-9=-26 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=539(F) 22) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �• - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing {►" !Tek' - t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,.see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component- n 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Ply THE WOOD LUMBER 10/9/2018 CG 135910086 690423 301 ATTIC GIRDER 2 n B_MGMT_e136130_10/2/2018 12:32:43 PM L Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:08 2019 Page 4 IDASbMIABz1 HV71_BPwxwJ8Hyo_mJ-oinvp4GS7JuPhL5w1 Eyo2H165DdLDAeNCg?TTfzsrWP LOAD CASE(S) Standard Uniform Loads(plf) Vert:14=46,4-6=-46,6-8=-77,8-9=-77,1-22=-170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Horz:1-4=-52,8-9=20 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=539(F) 23) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-77,4-6=-77,6-8=-46,8-9=-46,1-22=-170(F=-95),16-22=-215(F=95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Horz:1-4=-20,8-9=52 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=539(F) 24) Reversal:Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-120,4-8=-120,8-9=-120,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=210(F) 25) Reversal:Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-97,4-8=-98,8-9=-98,1-22=-170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=79(F) 26) Reversal:Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) , Vert:1-4=-97,4-20=-98,6-20=-159,6-8=-50,8-9=-50,1-22=-170(F=-95),16-22=-215(F=95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Drag:13-17-15,11-18=-15 - Concentrated Loads(lb) Vert:11=79(F) 27) Reversal:Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1:15 Uniform Loads(plf) Vert:1-4=-50,4-6=-50,6-21=-159,8-21=-98,8-9=-98,1-22=-170(F=-95),16-22=-215(F=95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Drag:13-17-15,11-18=-15 Concentrated Loads(lb) Vert:11=79(F) 28) Reversal:Dead+Uninhab.Attic Storage+Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-30,4-8=-30,8-9=-30,1-22=-210(F=-120),16-22=-270(F=-120),13-16=-210(F=-120),11-13=-210,11-23=-90,10-23=-150,17-18=-15 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-133(F) 29) Reversal:Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-120,4-20=-120,6-20=-202,6-8=-57,8-9=-57,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) ` Vert:11=210(F) 30) Reversal:Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Incre_ase=1.15 Uniform Loads(plf) Vert:1-4=-57,4-6=-57,6-21=-202,8-21=2120,8-9=-120,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=210(F) 31) Reversal:Dead+Uninhabitable Attic Storage:Lumber Increase=1.00,Plate Increase=1.00 " Uniform Loads(plf) Vert:1-4=-30,4-8=-30,8-9=-30,1-22=-210(F=-120),16-22=-270(F=-120).13-16=-21D(F=-120),11-13=-210,11-23=-90, 10-23=-150,17-18=-15 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-133(F) 32) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber.Increase=1.60,Plate Increase=1.60 r Uniform Loads(plf) Vert:1-4=-25,4-8=79,8-9=37,1-13=-38(F=-20),11-13=-36,10-11-18.17-18=-9 Horz:1-4=7,8-9=55 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-155(F) 33) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=37,4-8=79,8-9=-25,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 " Horz:1-4=-55,8-9=-7 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-155(F) - �onfinW20 on Raga 5 i ®WARNING-Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not _ �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component _ 16023 Swingley Ridge Rd - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910086 690423 301 ATTIC GIRDER 2 B_MGMT_el36130_10/2/2018 12:32:43 PM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:08 2019 Page 5 I D:4SbMIABz 1 HV71_BPwxwJ8Hyo_mJ-oinvp4G S7JuPhL5w1 Eyo2H165Dd LDAeNCg?TTfzsrWP LOAD CASE(S) Standard 34) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-65,4-8=39,8-9=-3,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Horz:1-4=35,8-9=27 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-143(F) 35) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-3,4-8=39,8-9=-65,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Horz:1-4=-27,8-9=-35 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-143(F) 36) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60r Uniform Loads(plo Vert:1-4=79,4-6=79,6-8=37,8-9=37,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 Horz:1-4=-97,8-9=55 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-155(F) 37) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=37,4-6=37,6-8=79,8-9=79,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 - Horz:1-4=-55,8-9=97 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-155(F) 38) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=50,4-6=50,6-8=25,8-9=25,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 Horz:1-4=-68,8-9=43 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-155(F) 39) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-4=25,4-6=25,6-8=50,8-9=50,1-13=-38(F=-20),11-13=-36,10-11=-18,17-18=-9 Horz:1-4=-43,8-9=68 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-155(F) 40) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=39,4-6=39,6-8=-3,8-9=-3,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 Horz:1-4=-69,8-9=27 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-143(F) 41) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-3,4-6=-3,6-8=39,8-9=39,1-13=-50(F=-20),11-13=-60,10-11=-30,17-18=-15 ' Horz:1-4=-27,8-9=69 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) - Vert:11=-143(F) 42)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left): Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-124,4-8=-46,8-9=-77,1-22 170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75, 10-23=-120,17-18=-15 Horz:1-4=26,8-9=20 a Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-211(F) 43) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg:Int)Right): Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo ' Vert:1-4=-77,4-8=-46,8-9=-124,1-22=-170(F=95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75, 10-23=-120,17-18=-15 Horz:1-4=-20,8-9=-26 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-211(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - t. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd r Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. s Chesterfield,MO 63017 f Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910086 690423 301 ATTIC GIRDER 2 2 B_MGMT_el36130_10/2/2018 12:32:43 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:08 2019 Page 6 ID:4SbM1ABz1 HV71_BPwxwJ8Hyo_mJ-oinvp4GS7JuPhL5wl Eyo2H165DdLDAeNCg?TTf7srWP LOAD CASE(S) Standard 44)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-4=-46,4-6=-46,6-8=-77,8-9=-77,1-22=-170(F=-95),16-22=-215(F=-95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Horz:1-4=-52,8-9=20 Drag:13-17=-15,11-18=-15 Concentrated Loads(lb) Vert:11=-21 1(F) t ' 45)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 ' Uniform Loads(plf) Vert:1-4=-77,4-6=-77,6-8=-46,8-9=-46,1-22=-170(F=-95),16-22=-215(F=95),13-16=-170(F=-95),11-13=-173,11-23=-75,10-23=-120,17-18=-15 Horz:1-4=-20,8-9=52 Drag:13-17=15,11-18=-15 Concentrated Loads(lb) Vert:11=-211(F) r 1 - s ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �s a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (,AAYl iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910087 690423 302 GIRDER 1 D_MGMT_ell 36130_10/212018 12;32:50 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:09 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-GuLll QH4udOGJUg6bxT1 bVrMGd_OyZ6XQKkl?5zsrWO 46 6 8-0-3 11-6-0 1±1li13 18-5-10 23-0-0 ` 46-6 3-5-13 3-5-13 3-5-13 3-5-13 4-8-0 - 8x10 _ Scale=1:51.7 4 '8x8 i - 8.00 12 58x8 \� 3 , 2x6 \\ 2x6oi 2 6 1 7 . 12 13 11 14 10.15 9 16 .17 8 18 19 20 8x10 = 5x14 18x10 MT20HS = - 5x14 I 8x10 = Sx14 � , 6-3� 11-0-0 16 8-12 23-0-0 6-3-4 5-2-12 5-2-12 6-3-4 Plate Offsets(X,Y)-- [1:0-5-0,Edge],[3:0-3-8,0-4-0],[4:0-4-12,0-4-0],[5:0-3-8 0-4-0],[7:0-5-0 Edge] [8:0-8-0 0-2-8] [9:0-8-0 0-4-0] [11:0-8-0 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES_ GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.14 9-11 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.21 9-11 >999 180 MT20HS 187/143 BCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.07 7 n/a n/a BCDL 20.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:713 lb FT=20% LUMBER- BRACING- TOP CHORD 2x10 SP M 23 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc pudins. BOT CHORD 2x10 SP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S No.2`Except` WEBS 1 Row at midpt 3-9,5-9 4-9:2x4 SPF 165OF 1.5E REACTIONS. (lb/size) 1=13315/0-5-8,7=16342/0-5-8 Max Horz 1=-325(LC 23) Max Uplift 1=-3073(LC 10),7=-4000(LC 11) Max Grav 1=16456(LC 2),7=19356(LC 2) _ FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-24377/4689,2-3=24192/4714,3-4=17434/3672,4-5=17426/3670, 5-6=-24464/5087,6-7=-24642/5055 BOT CHORD 1-11=-3861/19553,9-11=-3389/17326,8-9=-3437/17398,7-8=-4008/19976 WEBS 2-11=-330/780,3-11=-1434/8622,3-9=-3976/803,4-9=-3435/16718,5-9=-4110/1094, + 5-8=-1923/8983,6-8=-273/371 ' NOTES- (11-12) 1)3-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x10-2 rows staggered at 1-0-0 oc., Bottom chords connected as follows:2x10-5 rows staggered at 0-4-0 oc. 4 Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. or*4 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 Q X4JEGANG 1 L 4)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 0_ 6)All plates are MT20 plates unless otherwise indicated. z). STRUCTURAL. , 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I NO!;.43283 !` 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AA q p Q will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3073 lb uplift at joint 1 and 4000 lb uplift EN at joint 7. ONA� 10) Hanger(s)or other connection device(s)shall be provided sufficient to supp5rt concentrated load(s)4683 lb down and 51,9 lb up at 4-3-8,2323 lb down and 440 lb up at 5-7-8,3277 lb down and 689 lb up at 7-6-12,3277 lb down and 689 lb up at 9-6-12,3277 lb down and 689 lb up at 11-6-12,3277 lb down and 689 lb up at 13-6-12,3277 lb down and 689 lb up at 15-6-12,3277 lb down and 689 lb up at 17-6-12,and 3277 lb down and 689 lb up at 19-6-12,and 3277 lb down and 689 lb up at 21-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) Dimensions are in feet-inches-sixteenths January 22,2019 d exclusivelX for manufacturing by Boise Cascade. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use onty with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - - �• F a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see .ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910087 690423 302 GIRDER 1 D_MGMT_e136130_10/2/2018 12:32:50 PM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:10 2019 Page 2 ID:4SbMIABz1HV71_BPwxwJ8Hyo_mJ-k4vgEmHifw87xeFl8f G7iNW01KdhOMgf UaXXzsrWN LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-20,1-4=-80,4-7=-80 Concentrated Loads(lb) Vert:9=-2789(F)12=-3088(F)13=-2005(F)14=-2789(F)15=-2789(F)16=-2789(F)17=-2789(F)18=-2789(F)19=-2789(F)20=-2789(F) • - r ®WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �s a truss system..Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing AITe R4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - - - Chesterfield,MO 63017. , Job Truss Truss Type city Ply THE WOOD LUMBER 10/9/2018 CG 135910088 690423 303 FLAT GIRDER 1 1 O O E137787 10/2/2018 1:53:39 PM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:10 2019 Page 1 ID:4SbMIABzlHV71_BPwxwJ8Hyo_mJ-k4vgEmHifw87xeF18f G7iNY11QrhE6gf_UaXXzsrWN 3-8-8 3-8-8 Scale=1:65.4 1 2 II y 4 5 63 4 s 3x6 II 5x6 = , 3r- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.01 3-4 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(CT) 0.01 3-4 >999 180 BCDL 10.0 10.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1 BCDL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins:1-2, except end verticals: BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S No.2 WEBS 1 Row at midpt 1-4,2-3 REACTIONS. (lb/size) 4=268/Mechanical,3=304/Mechanical Max Uplift 4=-628(LC 6),3=-818(LC 6) Max Grav 4=312(LC 2),3=360(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. + NOTES- (12-13) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 c 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 _ 3)Unbalanced snow loads have been considered for this design. �. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 628 lb uplift at joint 4 and 818 lb uplift at joint 3. 1 9)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)134 lb down and 654 lb up at ; OF MqS 1-1-4,and 145 lb down and 654 lb up at 3-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Q XUEGANG 12) Dimensions are in feet-inches-sixteenths �.t !/tP 13)Drawing prepared exclusively for manufacturing by Boise Cascade. + LIU mt .0 STRUCTURAL. . LOAD CASE(S) Standard No 43283 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) �T F�/•S7EP �i� Vert:1-2=-80,3-4=-20 Concentrated Loads(lb) Vert:5=-113(F)6=-117(F) January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ° a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - i�//���T Ip` k° building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (y, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 - t Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910089 690423 401 Valley 1 1 C_MGMT_El39353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:11 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-DHS2S61KQEH_YogViMVVgwwfrRkgQftqueD84zzsrWM 9-9-6 19-6-12 9-9-6 9-9-6 ' 4x4 = - Scale=1:39.7 c 3 8.00 12 12 1.5x12'� II 11 1.5x4 11 4 1 Ic 1 .. 10 3 5 4 •4 0 0 3x4 G 9 14 8 7 15 6 3x4 1.5x4 II 3x6 = 1.5x4 II 1.5x4 II OX 19-6-12 0 -6 19-" LOADING (psf) SPACING- 2-0-0 CS]. _ DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.01 5 n/a n/a BCLL 20.0 Code IBC2015/TPI2014 Matrix-P Weight:60 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 m REACTIONS. All bearings 19-6-0. (lb)- Max Horz 1=-258(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)1,5 except 9=-413(LC 12),6=-413(LC 13) Max Grav All reactions 250 lb or less atjoint(s)except 1=299(LC 22),5=265(LC 22),7=475(LC 24),9=858(LC 21),6=857(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-551/482,4-6=-551/482 .K NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-5-12 to 3-5-12,Interior(1)3-5-12 to 6-9-6,Exterior(2)6-9-6 to 12-9-6, ` Interior(1)12-9-6 to 16-0-15,Exterior(2)16-0-15 to 19-0-15 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. e 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. - 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except at=lb) �(FH,OF MgSS 9=413,6=413. 8)Dimensions are in feet-inches-sixteenths O kUEGANG G 9)Drawing prepared exclusively for manufacturing by Boise Cascade. LIP cis. STRUCTURAL. Mot 43283, /STEP r V V✓! January 22,2019 ®WARNING-Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1010312015 BEFORE USE. ° Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notNil a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI iTek' " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd , Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG \ 135910090 690423 402 Valley 1 1 C_MGMT_E139353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:12 2019 Page 1 ID:4SbMIABz1HV71_BPwxwJ8Hyo_mJ-hTOQfSJzBYPrAyPhG41kD7TsVr6997?z6lzhcQzsrWL 7-9-6 15-6-12 7-9-6 7-9-6 4x4 = Scale:3/8"=l' 8.00 12 11 10 12 1.5x4 I 9 " - 1.5x4 II 2 4 5 1 q Fl g o0 3x4 8 ' - 7 6 3x4 1.5x4 II .1.5x4 II 1.5x4 II 15-" 15512 15-6-6 0 -6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL • 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-P BCDL 10.0 Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 15-6-0. (lb)- Max Horz 1=-202(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)1,5 except 8=-326(LC 12),6=-326(LC 13) Max Grav All reactions 250 lb or less atjoint(s)1,5 except 7=386(LC 21),8=618(LC 21),6=618(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-8=-432/375,4-6=-432/375 NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-5-12 to 3-9-6,Interior(1)3-9-6 to 4-9-6,Exterior(2)4-9-6 to 10-9-6, Interior(1)10-9-6 to 11-9-6,Exterior(2)11-9-6 to 15-0-15 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp:;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. - 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except Ot=1b) 8=326,6=326. �ZN OF Mqs 8)Dimensions are in feet-inches-sixteenths 9)Drawing prepared exclusively for manufacturing by Boise Cascade. gQ MEGANGI, /N . LIU ° cam): STRUCTURAL w. \ � • I Noi.43283 /.STE4 ' NA ti January 22,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED.MITEK REFERENCE PAGE M11-7473 rev.1 M03/2015 BEFORE USE. �° Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . ° - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,, - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - 1VIITri'C° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterreld,M063017 Job Truss Truss Type city Ply THE WOOD LUMBER 10/9/2018 CG 135910091 690423 403 Valley 1 1 C_MGMT_E139353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:13 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-9faosoKbyrXio6_tgnYzlL?yUEOguaM6LyiE8szsrWK 5-9-6 11-6-12 5-9-6 5-9-6 . 44 = Scale=1:24.4 2 8.00:A1 6 -6 .. a i 1 - 3 o =o 0 0 3x4 1.5x4 41 3x4 Q y 0 11-6-12. - - 0 6 11-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30 10) Plate Grip DOL 1.15 TC 0.52 Vert(LL) n/a n/a 999 . MT20 169/123 (Roof Snow=3 Lumber DOL 1.15 BC 0.28 Vert(CT) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 20.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-P - Weight:31 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. (lb/size) 1=300/11-6-0,3=300/11-6-0,4=460/11-6-0 Max Horz 1=147(LC 9) Max Uplift 1=-131(LC 12),3=-150(LC 13),4=-64(LC 12) Max Grav 1=330(LC 21),3=351(LC 22),4=625(LC 21) , FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-327/174 NOTES- (8-9) 4 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=lb) 1=131,3=150. 8)Dimensions are in feet-inches-sixteenths 9)Drawing prepared exclusively for manufacturing by Boise Cascade. � r Sq�y . XUEGANG LIU ° mt 0. STRUCTURAL, No;.48283 SS�ONAk ENG January 22,2019 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910092 690423 404 Valley 1 1 C_MGMT_E139353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:14 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-dr8B48LDjWPGZ4NV3CIYYDZenbd2ZGacSoglzsrWJ 3-9-6 7-6-12 3-9-6 , 3-9-6 4x4 = _ Scale=1:17.3 7-6-0 r , 2 6 ' 8.00 12 5 , s 3 - 1 Li 4 V 0 0 4 - 2x6 1.5x4 11 2x6 O 6 7-6-12 0 7-6-6 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 . TC 0.18 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 20.0 BCDL 10.0 Code IBC2015rTP12014 Matrix-P Weight:19 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. (lb/size) 1=187/7-6-0,3=187/7-6-0,4=286/7-6-0 + Max Horz 1=-91(LC 8) Max Uplift 1=-82(LC 12),3=-93(LC 13),4=-40(LC 12) Max Grav 1=206(LC 21),3=219(LC 22),4=389(LC 21) r FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I 2)TCLL:ASCE 7-10;Pf=30.0 psf(Flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle.3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 8)Dimensions are in feet-inches-sixteenths 9)Drawing prepared exclusively for manufacturing by Boise Cascade. OF Il7gs r XUEGANGN ;j L'IU x�. STRUCTURA.L, Not 43283 . /STEA�O'tvQ i F�S�OM-ENa Janua 22 2019 • ry ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1 NO3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " ITe ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 I Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 0/912 0 1 8 CG t 135910093 690423 405 Valley 1 1 C_MGMT_El39353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:15 2019 Page 1 IDASbMIABzl HV71_BPwxwJ8Hyo_mJ-52iZHTLrUTnP1 P8GxCaRgm5Q]27KMVLPpGBLDlzsrW1 1-9-6 3-6-12 ' 1-gam - - 1-9-6 S X6 Scale=1:8.7 2 8.00 12 .. _ • 3 II a =Q 0 0 2x6 2x6 N0-0 6 &8-12 6 3-6-6 Plate Offsets(X,Y)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 •197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a .n/a BCDL 20.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puriins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=130/3-6-0,3=130/3-6-0 r Max Horz 1=-36(LC 8) Max Uplift 1=-40(LC 12),3=-40(LC 13) Max Grav 1=158(LC 21),3=158(LC 22) * " FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ' NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,3. - 8)Dimensions are in feet-inches-sixteenths - 9)Drawing prepared exclusively for manufacturing by Boise Cascade. OF Mgssq� XUEGANGl_ yN 3 LIP STRUCTURAL: ' = Noy 43283 NA- -January 22,2019 ®WARNING-Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall {►i��11,, � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MITeR is always required for stability and to prevent collapse with possible personal injury and property damage..Eor general-guidance-regarding the. _ .. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910094 690423 406 Valley 1 1 C_PMT_El39353_8/27/2018 11:26:28 AM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:16 2019 Page 1 I D:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-ZEGxVpMTFmvGfZiSVv5g NzdbwS UC5vYZl vxvlBzsrWH 114-14 22-9-12 I I A-14 114-14 I 24gjr3— - 1 Scale=1:42.9 6 5 7 8.00 12 23 ` 24 10-6-9 10-6-9 4 3 9 22 25 2 10 Z 1 11 g _v d o 3x4 i 21 20 119 18 17 16 15 14 13' 12 3x4 3x6 = p-10-5 22-9-12 b-10-S r 21-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.20 1 Horz(CT) 0.01 11 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-P Weight:83 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 21-1-3. (lb)- Max Horz 1=-280(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)1,11 except 17=-153(LC 12),18=-141(LC 12),20=-134(LC 12), 21=-162(LC 12),15=-152(LC 13),14=-142(LC 13),13=-133(LC 13),12=-163(LC 13) ' Max Grav All reactions 250 lb or less atjoint(s)1,11 except 16=276(LC 24),17=301(LC 21),18=280(LC 21), 20=269(LC 21),21=327(LC 21),15=299(LC 22),14=281(LC 22),13=269(LC 22),12=328(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-280/216 NOTES- (9-10) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;Enclosed; ' MWFRS(envelope)gable end zone and C-C Exterior(2)1-3-11 to 4-3-11,Interior(1)4-3-11 to 8-4-14,Exterior(2)8-4-14 to 14-4-14, Interior(1)14-4-14 to 18-6-1,Exterior(2)18-6-1 to 21-6-1 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '• 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. ; 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide H OF MqS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,11 except , o XUEGANG; , Qt=lb)17=153,18=141,20=134,21=162,15=152,14=142,13=133,12=163. 3 L , IU 9)Dimensions are in feet-inches-sixteenths 0 10) Drawing prepared exclusively for manufacturing by Boise Cascade. cS. STRUCTURAL, . No.43283 ? 9Q CFO/STEQ�� �v�Q FSS/ONAk ENS, L�A January 22,2019 ®WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.f 010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {(►��� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component t 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 ' Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 0/912 01 8 CG 135910095 690423 407 Valley 1 1 C_MGMT_E139353_8/2712018 11:26:28 AM Job Reference optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:17 2019 Page 1 IDASbMIABz1 HV71_BPwxwJ8Hyo_mJ-1 QgJi9N50417GjHf3dcvwBAhesnhgNaiGZgSHdzsrWG 9-4-14 18-9-12 9A-14 9A-14 4x4 = - - Scale=1,38.1 1839-0 8.00 12 12 1.5x4 II 11 1.5x4 II 2 4 a 10 13 • 5 171 1 0 4 d o 3x4 �i 9 14 8 7 15 6 3x4 . 1.5x4 II 3x6 = 1.5x4 II 1.5x4 I 0(�6 18-9-12 0 6 18-9-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) n/a n/a 999 MT20 1691123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 1 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 18-9-0. (lb)- Max Horz 1=-247(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)1,5 except 9=-395(LC 12),6=-395(LC 13) Max Grav All reactions 250 lb or less at joint(s)5 except 1=281(LC 22),7=481(LC 24),9=806(LC 21),6=806(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-525/459,4-6=-525/459 NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-5-12 to 3-5-12,Interior(1)3-5-12 to 6-4-14,Exterior(2)6-4-14 to 12-4-14, Interior(1)12-4-14 to 15-3-15,Exterior(2)15-3-15 to 18-3-15 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except Qt=lb) Or MASS. 9=395,6=395. qCy 8)Dimensions are in feet-inches-sixteenths O XUEGANG; ut . 9)Drawing prepared exclusively for manufacturing by Boise Cascade. �t d ttt x= LIU STRUCTURAL• io Nod 43283 1 is January ` , FSS�ONA�•LNG. f January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS.AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component- 16023 Swingley Ridge Rd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910096 690423 408 Valley 1 1 C_MGMT_El39353_8/27/2018 11:26:28 AM Job Reference o tional Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc:Tue Jan 22 09:21:18 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-VdOhwVOjnO9_utsrcK78SOju2F9VZrcrVDQ?p4zsrWF 7-4-14 14-9-12 l 7414 -t'r$- 74'4 4x4 = Scale=1:29.9 3 8.00 12 11 - 10 ' 12 1.5x4 II 9 1.5x4 II 4 2 5 1 4 0 0 3x4 �i 8 7 6 3x4 1.5x4 . 1.5x4 11 1.5x4 I 0G 14-9-12 0�'� 14-9� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30 10) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=3 Lumber DOL 1.15 BC 0.11 Vert(CT) •n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 ' 5 n/a n/a BCLL 20.0 Code IBC2015/TPI2014 Matrix-P Weight:43 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. OTHERS 2x4 SPF-S No.2 REACTIONS. All bearings 14-9-0. (lb)- Max Horz 1=-192(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)1,5 except 8=-314(LC 12),6=-31.4(LC 13) Max Grav All reactions 250 lb or less atjoint(s)1,5 except 7=393(LC 21),8=589(LC 21),6=589(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-8=-416/360,4-6=-416/360 NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-5-12 to 3-4-14,Interior(1)3-4-14 to 4-4-14,Exterior(2)4-4-14 to 10-4-14, - Interior(1)104-14 to 11-3-15,Exterior(2)11-3-15 to 14-3-15 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,5 except of=lb) 8=314,6=314. MAs 8)Dimensions are in feet-inches-sixteenths `s9cy 9)Drawing prepared exclusively for manufacturing by Boise Cascade. « XUEGANG; , j cp LIP. 0`_. STRUCTURAL. 403 1 Nm 4328'3 } Sg�ONALENC> January 22,2019 ®WARNING-Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 NO3/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITe�e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 - m Job Truss Truss Type Qty Ply THE WOOD LUMBER 1 0/912 01 8 CIS 135910097 690423 409 Valley 1 1 C_MGMT_E139353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:19 2019 Page 1 I D:4SbMIABz1 HV71_BPwxwJ8Hyo_mJ-_px47rOMYh HrW1 R 1 A2fN?cFOCfTh l l5?jt9ZM WzsrWE 5A-14 10-9-12 5A-14 5A-14 1 -� - Scale=1:22.8 2 µ 8.00 12 6 5 3 1 e •O O O 2x6 �i 4 11 2x6 1.5x4 10-9-6 10-9r12 10-9-6 0 -6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(CT) n/a n/a 999 BCDL 10.0 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 1 BCDL 0.0 * Code IBC2015ITP12014 Matrix-P Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 REACTIONS. (lb/size) 1=279/10-9-0,3=279/10-9-0,4=427/10-9-0 Max Horz 1=136(LC 9) Max Uplift 1=-122(LC 12),3=-139(LC 13),4=-60(LC 12) Max Grant 1=307(LC 21),3=326(LC 22),4=580(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-304/163 NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 , 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) , 1=122,3=139. 8)Dimensions are in feet-inches-sixteenths (H of 104 9)Drawing prepared exclusively for manufacturing by Boise Cascade. o XWEGANG 11#,U, U'u . STRUCTURAL a ; 1 No.43283, lam . January 22,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must.verify the applicability of design parameters and properly incorporate this design into the overall ■��■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeks is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Svringley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910098 690423 410 Valley 1 1 C_MGMT_El39353_8/27/2018 11:26:28 AM Job Reference optional) Boise Cascade BMD, Saco ME a 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:19 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-_px47rOMYhHrW1 R1A2fN?cF4yfV8IJt?jt9ZM WzsrWE 3-4-14 - 6-9-12 3-4-14 34-14 4x4 = Scale:3/4"=1' 690 2 - - - 6 8.00 12 3 ' q 1 O .o 4 2x6 1.5x4 II 2x6 Q Q 6 6-9-12 00 6 6-9-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30 10) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 ' MT20 169/123 (Roof Snow=3 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCDL 0.0 1 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 0.0 Code IBC2015/TPI2014 Matrix-P BCDL 0.0 Weight:17 lb FT=20% LUMBER- BRACING- h TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOTCH ORD, Rigid ceiling directly applied or 10-0-0 oc bracing.,- OTHERS 2x4 SPF-S No.2 REACTIONS. (lb/size) 1=166/6-9-0,3=166/6-9-0,4=254/6-9-0 Max Horz 1=-81(LC 8) Max Uplift 1=-72(LC 12),3=-83(LC 13),4=-36(LC 12) Max Grav 1=182(LC 21),3=194(LC 22),4=345(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; " MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 8)Dimensions are in feet-inches-sixteenths 9)Drawing prepared exclusively for manufacturing by Boise Cascade. P�(H or- .Mgss9 LI,U ; o., STRUCTURAL. 0 . I ,. FPS/QM--ENS? January 22,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - _ iA��` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing. IVI�Teke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Chesterfield,MO 63017 Job Truss Truss Type Qty Ply THE WOOD LUMBER 10/9/2018 CG 135910099 690423 411 Valley 1 1 C_MGMT_E139353_8/27/2018 11:26:28 AM Job Reference(optional) Boise Cascade BMD, Saco ME 8.220 s Nov 16 2018 MiTek Industries,Inc. Tue Jan 22 09:21:20 2019 Page 1 ID:4SbMIABzl HV71_BPwxwJ8Hyo_mJ-S?VSKBP_I?Pi7BODk1AcXpoHf3r51ma8yXv6uyzsrWD 1-4-14 1 i 2-9-12 ' 1-4-14 1 A-14 2-9-0 i - 3x6 = Scale=1:7.4 :2- y. 8.00 12 3 1 „ 3 to 0 0 2x6 2x6 N6 2-9-12 2-9-6 Plate Offsets(X,Y)— (2:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 / TCDL 10.0 Rep Stress Incr YES WB 0.00 'Horz(CT) 0.00 3 n/a n/a BCLL 20.0 Code IBC2015/TP12014 Matrix-P Weight:6 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E .TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc pudins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=92/2-9-0,3=92/2-9-0 - Max Horz 1=-26(LC 8) Max Uplift 1=-28(LC 12),3=-28(LC 13) Max Grav 1=112(LC 21),3=112(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ° NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. r 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Y will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,3.' 8)Dimensions are in feet-inches-sixteenths 9)Drawing prepared exclusively for manufacturing by Boise Cascade. Wit? XUEGANG )CP LIU' �'. STRUCTURAL. 0 '{ No.432,83 I" ,e " 9Q 9F�jSTE4�O ��Q • -, F�/pNA�.Eat'\ i.� January 22,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. ° Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily,the applicability of design parameters and properly incorporate this design into the overall Ak' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTe fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component ', 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure io Follow Could Cause Property ' offsets are indicated. (Drawings not to scale) ." Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. 0'11611 c1-2 c2a 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves w' 0 WEBS `" oaq 4 may require bracing,or alternative Tor I bracing should be cons ere Od. 2 " e O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7-8 csa css designer,erection supervisor,property owner and For 4 x 2 orientation,locate s P P P Y plates 0- 'l+8'from outside BOTTOM CHORDS all other interested parties.' edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each ' This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in _ AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO -locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. - 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software Or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. ` PLATE SIZE _ PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. ' : - - , The first dimension Is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is- ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified: - by text in the bracing section of the truss unless otherwise shown. I I13.Top chords must be sneatned or puriins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 1a.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Qp 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. W1 hfiffek is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 Anderson 781-857-1000 .Fax 781-857-1054 nsulation, Inc. www.andersoninsul,com 706 Brockton Ave PO Box 2003 Abington, MA 02351 Insulation Certificate WORK AREA ITEM INSTALLED EXT.Walls 2x6 R-20 5 1/2 X 15 Unfaced Fiberglass Batts HD EXT.Walls 2x6 4 Mil Polyethylene Vapor Barrier Basement Stairway Walls R-20 5 1/2 X 15 Kraft faced Fiberglass Batts HD Understairs R-30 10 X 16 Kraft Faced Fiberglass Batts Basement Ceiling R-30 10 X 16 Kraft Faced Fiberglass Batts Windows and Doors Foamed EZ Flo Min Expansion Foam Basement Ceiling 16in Wire Supports Underside of Roof R-38 Icynene Classic Plus Open Cell Spray foam -9.5in Gable End Walls R-20 Icynene Classic Plus Open Cell Spray Foam Nominal Sin(No Shaving) Underside of Roof DC 315 Sprayed on Thermal Barrier 24 Mils Wet Gable End Walls DC 315 Sprayed on Thermal Barrier 24 Mils Wet Blockers/Rim Joist R-20 Icynene Classic Plus Open Cell Spray Foam Nominal Sin(No Shaving) Basement Blockers&Runners R-20 Icynene Classic Plus Open Cell Spray Foam Nominal Sin(No Shaving) Basement Blockers&Runners DC 315 Sprayed on Thermal Barrier 24 Mils Wet Customer: Silvia and Silvia LLC Job Number: 604985 Job Address 1575 Iyannough Road-Hyannis `Date Completed Installer Signature r 1 ICC E EVALUATION SERVICE W11" Innovation RESEARCH LASS . . . . ReportICC Reissued 1 1 Revised10/2018 :11 . " 1543 1 www.icc-es.org This report • . renewal 1 1 DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 2100—THERMAL INSULATION REPORT HOLDER: ICYNENE, INC. EVALUATION SUBJECT: ICYNENE CLASSIC, CLASSIC ULTRA, CLASSIC ULTRA SELECT AND CLASSIC PLUS ICC MID PMG , L/STF.D . �\ alarm ` "2014 Recipient of Prestigious Western States Seismic Policy Council on (WSSPC)Award in Excellence" A Subsidiary ofIN'CODEcauNCAL ICC-ES Evaluation Reports.are not to be construed as representing aesthetics or any other attributes not,specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, ,express or implied, as to any finding or other matter in this report, or as to any product covered by the report. isoAEC 17065 t Pmduct CeNpwtlon Bodv ' K1000 Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. ESIN L ".t Most Widely Accepted and Trusted IMES Evaluation Report ESR-1826 Reissued February 2018 Revised October 2018 This report is subject to renewal February 2019. wwwAcc-es.orci 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE insulation in buildings and to seal areas such as plumbing PROTECTION and conduit penetrations against air infiltration. The Section: 07 21 00—Thermal Insulation insulations are for use in wall cavities and floor assemblies; and in attic and crawl space installations as described in REPORT HOLDER: Section 4.4. ICYNENE, INC. The Classic, Classic .Ultra and Classic Ultra Select insulations are for use in Type V construction under the EVALUATION SUBJECT: IBC and dwellings under the IRC; fire-resistance-rated construction when installed in accordance with Section 4.5; ICYNENE CLASSIC, CLASSIC ULTRA,CLASSIC and in Types I through IV construction when installed in ULTRA SELECT AND CLASSIC PLUS accordance with Section 4.6. The Classic Plus insulation is for use in nonfire- 1.0 EVALUATION SCOPE The construction under the IBC and IRC and 1.1 Compliance with the following codes: in Types I through IV construction when installed in accordance with Section 4.6. ■ 2015,2012 and 2009 International Building Code°(IBC). The attributes of the insulations have been verified as ■ 2015, 2012 and 2009 International Residential Codee conforming to the provisions of ICC 700-2008 Section (IRC) 703.2.1.1.1(c) as an air impermeable insulation. Note that ■ 2015, 2012 and 2009 International Energy Conservation' decisions on compliance for those areas rest with the user Code'(IECC) of this report. The user is advised of the project-specific ; provisions that may be contingent upon meeting specific ■ 2013 Abu Dhabi International Building Code(ADIBC)t conditions, and the verification of those conditions is tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced outside the scope of this report. These codes or standards in this report are the same sections in the ADIBC. often provide supplemental information as guidance. Properties evaluated: 3.0 DESCRIPTION ■ Surface burning characteristics 3.1 General: ■ Physical properties 3.1.1 Classic, Classic Ultra and Classic Ultra Select: ■ Thermal performance (R-values) Icynene Classic, Classic Ultra and Classic Ultra Select are low-density, open-cell, , polyurethane foam plastic ■ Attic and crawl space installation insulations and air barrier systems that are 100 percent ■ Fire—resistance-rated construction water-blown with an installed nominal density of 0.5 pcf (8 kg/m3). The insulations are two-component, spray- ■ Air permeability applied products.The two components of the insulation are ■ Exterior walls of Types I—IV construction polymeric isocyanate (A-Component,,also known as Base Seal ) and proprietary resin (B-Component, Classic, 1.2 Evaluation to the following green standard: Classic Ultra or Classic Ultra Select Resin). When stored 2008 ICC 700 National Green' Building Standard TM at temperatures between 50°F (10°C) and 100°F (38°C), (ICC 700-2008) the components have a shelf life of six months. Attributes verified: - 3.1.2 Classic Plus: The Icynene Classic Plus. foam plastic insulation is two-component, low density, open cell, See Section 2.0. spray-applied, foam plastic with a nominal density of 2.0 USES 0.7 pcf(11 kg/m3). The polyurethane foam is produced by . combining a polymeric isocyanate (A component) and Icynene Classic, Classic Ultra, Classic Ultra Select proprietary resin, Classic Plus/(B component). When (replaces Classic Max and Classic Max Select, stored at temperatures between 50°F (10°C) and 100°F respectively) and Classic Plus are used to provide thermal, (38°C), the components have a shelf life of twelve months. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as are endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,asC� to any fending or other matter in this report,or as to any product covered by the report. x axenu u mrccawn. Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 7 ESR-1826 I Most Widely Accepted and Trusted Page 2 of 7 3.2 Surface Burning Characteristics: be applied on the jobsite using two-component, 1-to-1 3.2.1 Classic, Classic Ultra and Classic Ultra Select: ratio, spray equipment specified by Icynene, Inc. The foam When tested in accordance with ASTM E84/UL 723, at a plastic must not be sprayed onto a substrate that is wet, or thickness of 6 inches (152 mm) and a nominal density of covered with frost or ice, loose scales, rust, oil or grease. 0.5 pcf (8 kg/m3), Icynene Classic, Classic Ultra and, The foam plastic insulation must not be used in electrical Classic Ultra Select have a flame spread index of.25 or outlet or junction boxes or in contact with rain or water,and less and a smoke-developed index of 450 or less. There is must be protected from the weather during and after no thickness limit when installed behind a code-prescribed application. Where the insulation is used as air- 15-minute thermal barrier, except as noted in Section impermeable insulation, such as in unvented attic spaces 4.3.1.2 and Table 2. regulated by 2015 IBC Section 1203.3 or IRC Section R806, the insulation must be installed at a minimum 3.2.2 Classic Plus: When tested in accordance with thicknesses noted in Section 3.4.-The insulation can be ASTM E84/UL 723, at a thickness of 4 inches (152 mm) installed in one pass to the maximum thickness. Where and a nominal density of 0.7 pcf (11 kg/m3), Icynene multiple passes are required, the cure time between Classic Plus has a flame spread index of 25 or less and a passes is negligible. smoke-developed index of 450 or less. There is no thickness limit when installed behind a code-prescribed 4.2.2 Classic, Classic Ultra and Classic Ultra Select: 15-minute thermal barrier, except as noted in Section The insulation must be used in areas where the maximum 4.3.1.2 and Table 2. service temperature is no greater than 180°F (82°C). The insulation must be applied when the temperature is at or 3.3 Thermal Resistance: above 14°F (-10°C) and be protected from the weather Icynene Classic, Classic Ultra, Classic Ultra Select and during and after application. Classic Plus have thermal resistance (R-values)at a mean 4.2.3 Classic Plus: The insulation may be used in areas temperature of 750F(24°C)as shown in Table 1. where the maximum service temperature is no greater than 3.4 Air Permeability: 180°F (82°C). The insulation must be applied when the Icynene spray-applied foam plastic insulations are temperature is at or above 14°F (-10°C) and be protected considered air-impermeable insulation in accordance with from the weather during and after application. 2015 IBC Section 1203.3 and 2015 and 2012 IRC Sections 4.3 Thermal Barrier: R202 and R806.5 (2009 IRC Sections R202 and R806.4), 4.3.1 Classic, Classic Ultra, Classic Ultra Select and at the following thicknesses: Classic Plus: ■ Classic, Classic Ultra and Classic Ultra Select: 4.3.1.1 Application with a Prescriptive Thermal Minimum, 3 inches (76 mm) based on testing in accordance with ASTM E2178. Barrier: Icynene Classic, Classic Ultra, Classic Ultra Select and Classic Plus foam plastic insulations must be ■ Classic Plus: Minimum, 2 inches (51 mm) based on separated from the interior of the building by an approved testing in accordance with ASTM E2178. thermal barrier, such as I/2-inch (12.7 mm) gypsum 3.5 Intumescent Coatings: wallboard installed using mechanical fasteners in 3.5.1 No Burn Plus XD: No Burn Plus XD intumescent accordance with the applicable code,- or an equivalent coating is a latex-based coating supplied in 1-gallon (4L) 15-minute thermal barrier complying with the applicablecode.When installation is within an attic or crawl space as and 5-gallon (19L) pails and 55-gallon (208 L) drums. The described in Section 4.4, a thermal barrier is not required coating material has a shelf life of 12 months when stored between the foam plastic and the attic or crawl space, but in factory-sealed containers at temperatures between 40°F is required between the foam plastic insulation and the (4.4°C)and 90°F(32.2°C). interior of the building. There is no thickness limit when 3.5.2 DC 315 Coating: DC 315 coating (ESR-3702), installed behind a code-prescribed 15-minute thermal manufactured by International Fireproof Technology, barrier,except as noted in Section 4.3.1.2 and Table 2. International Inc. / Paint To Protect Inc., is a water-based 4.3.1.2 Application without a Prescriptive Thermal intumescent coating supplied in 5-gallon (19L) pails and Barrier or Ignition Barrier: The prescriptive 15-minute 55-gallon (208L) drums. The coating material has a shelf thermal barrier or ignition barrier may be omitted when life of 12 months when stored in factory-sealed containers installation is in accordance with the following at temperatures between 50OF(10°C)and 80°F(271C). • requirements: o 3.5.3 Fireshell® F10E Coating: Fireshello F10E coating, manufactured •by TPR2 Corporation (ESR-3997), is a 4.3.1.2.1 The insulation must be covered on all surfaces water-based intumescent coating supplied in,5-gallon (19L) with a fire protective coating at the minimum thickness set forth in Table 2. pails and 55-gallon (208L)drums.The coating material has a shelf life of 12 months when stored in factory-sealed 4.3.1.2.2 The maximum installed thickness of the containers at temperatures between 45°F(7.2°C)and 95°F insulation must not exceed the thicknesses set forth in (35-C) . ,, Table 2. 4.0 INSTALLATION 4.3.1.2.3 The coating must be applied over the insulation t 4.1 General: in accordance with the coating manufacturer's instructions and this report. , The manufacturer's published installation instructions and this report must be strictly adhered to and a copy of these. 4.4 Attics and Crawl Spaces: instructions and this evaluation report must be available on 4.4.1 Classic,Classic Ultra and Classic Ultra Select: the jobsite at all times during installation. 4.4.1.1 Application with a Prescriptive Ignition Barrier: 4.2 Application: . When Icynene Classic, Classic Ultra and Classic Ultra 4.2.1 General: Icynene Classic,` Classic Ultra, Classic Select foam plastic insulations are installed within attics Ultra Select and Classic Plus foam plastic insulations must where entry is made only for service of utilities, an ignition ESR-1826 [ Most Widely Accepted and Trusted Page 3 of 7 barrier must be installed in accordance with IBC Section foam plastic is applied at a minimum thickness of 2603.4.1.6 and IRC Sections R316.5.3 and R316.5.4, as 3.5 inches (89 mm) as described in this section in applicable. The ignition barrier must be consistent with the accordance with 2015 IBC Section 1203.3, 2015 and 2012 requirements for the type of construction required by the IRC Section R806.5 or 2009 IRC Section R806.4, as applicable code and must be installed in a manner so that applicable. the foam plastic insulation is not exposed. The Classic,- 4.4.1.2.2 Attics-Classic Ultra and Classic Ultra Classic Ultra or Classic Ultra Select insulation may be Select: When Classic Ultra or Classic Ultra Select is installed in unvented attics when the foam plastic is applied applied in unvented attics conforming to 2015 IBC Section at a minimum thickness of 3 inches (76 mm)in accordance 1203.3 and 2015 and 2012 IRC Section R806.5 or 2009 with 2015 IBC Section 1203.3 or 2015 and 2012 IRC IRC Section R806.4, the insulation may be applied to the Section R806.5 (2009 IRC Section R806.4), as applicable. underside of roof sheathing and/or rafters to a minimum 4.4.1.2 Application without a Prescriptive Ignition thickness of 31/2 inches (90 mm) and may be applied to Barrier: Where Icynene Classic, Classic Ultra and Classic vertical wall surfaces to a minimum thickness of 31/2 inches Ultra Select foam plastic insulations are installed in an attic (90 mm). Maximum thickness on the underside of roof or crawl space without a prescriptive ignition barrier, in sheathing or on vertical wall surfaces is 20 inches accordance with Sections 4.4.1.2.1, 4.4.1.2.2, 4.4.1.2.3 (508 mm). The insulation may be left exposed to the attic and 4.4.1.2.4,the following conditions apply: without a. prescriptive ignition barrier or an intumescent 1. Entry to the attic or crawl space is only for service of. coating. utilities and no storage is permitted. The attic must have attic access complying with IRC 2. There are no interconnected attic, crawl space or Section R807, horizontally placed in the floor, and opening basement areas. outward toward the living space. Items penetrating the roof deck or walls, such as skylight wells and vents; must be 3. Air in the attic or crawl space is not circulated to other covered with a minimum of 31/2 inches (90 mm) of the parts of the building. Classic Ultra or Classic Ultra Select insulation. 4. Combustion air is provided in accordance with IMC 4.4.1.2.3 Crawl Spaces: In crawl spaces, Icynene Section 701. Classic, Classic Ultra or Classic Ultra Select insulations 5. Attic ventilation is provided when required by IBC may be spray-applied to vertical walls and the underside of Section 1203.2 or IRC Section R806, except when floors, as described in this section. The thickness of the air-impermeable insulation is permitted in unvented foam plastic applied to the underside of the floors must not attics in accordance with 2015 IBC Section 1203.3 or exceed 14 inches (356 mm). The thickness of the spray 2015 and 2012 IRC Section R806.5 (2009 IRC foam plastic insulation applied to vertical wall surfaces Section R806.4), as applicable. must not exceed 31/2 inches (88.9 mm). The foam plastic does not require an ignition barrier or a coating. 6. Under-floor(crawl space)ventilation is provided when 4.4.1.2.4 Use on Attic Floors:When used on attic floors, required by 2015 IBC Section 1203.4 (2012 and 2009 Icynene Classic, Classic Ultra or Classic Ultra Select foam IBC Section 1203.3) or IRC Section R408.1, as plastic insulations may be installed at a maximum applicable. thickness of 111/2 inches (292 mm) between joists in attic 4.4.1.2.1 Attics-Classic, Classic Ultra and Classic floors.The insulation must be separated from the interior of Ultra Select: In attics, Icynene Classic, Classic Ultra and the building by an approved thermal barrier. The coatings Classic Ultra Select foam plastic insulations may be spray- specified in Section 4.4.1.2.1 and the ignition barrier in applied to the underside of the roof sheathing and/or accordance with IBC Section 2603.4.1.6 and IRC Section rafters, as described in this section. The thickness of the R316.5.3,'may be omitted. foam plastic applied to the underside of the roof sheathing 4.4.2 Classic Plus: f a must not exceed 14 inches (356 mm). The thickness of the spray foam insulation applied to vertical wall surfaces must 4.4.2.1 Application with a Prescriptive Ignition Barrier: not exceed 5.5 inches (140 mm). The insulation must be When Icynene Classic Plus is installed up to a maximum covered on all surfaces with one of the coatings described thickness of 4 inches (102 mm) within attics or crawl in Section 3.5. The coating must be applied over the spaces where entry is made only for service of utilities, an insulation in accordance with the coating manufacturer's ignition barrier must be installed in accordance with IBC instructions and this report. Surfaces to be coated must be Section 2603.4.1.6 and IRC Sections R316.5.3 and dry, clean, and free of dirt, loose debris and other R316.5.4, as applicable. The ignition barrier must be substances that could interfere with adhesion of the consistent with the requirements for the type of coating. The coating is applied in one coat with low- construction required by the applicable code and must be pressure airless spray equipment. The coating must be " installed in a manner so that the foam plastic insulation is applied to a thickness as follows: not exposed. Icynene Classic Plus may be installed in ■ No Burn Plus XD at a minimum thickness of 6 wet mils unvented attics when the foam plastic is applied at a (0.15 mm) [4 dry mils (0.1 mm) dry film thickness], minimum thickness of 2 inches (51 mm) in accordance applied at a rate of 0.4,gallon (1.5 L) per 100 square, with 2015 IBC Section 1203.3,2015 and 2012 IRC Section feet(9.2 m2). R806.5 or 2009 IRC Section R806.4, as applicable., ■ DC 315 at a minimum thickness of 4 wet mils (0.1 mm) 4.4.2.2 Application without a Prescriptive Ignition 3 d mils applied at a rate of 0.3 gallon 1 1 L per Barrier: Where Icynene Classic Plus insulation is installed [ dry 1, pp� 9 ( •. - ),p - 100 square feet(9.2 m2). in accordance with Sections 4.4.3.2.1, 4.4.3.2.2, and 4.4.3.2.3,the following conditions apply: The coatings must be applied when ambient and 1. Entry to the attic or crawl space is to servicIeutilities, substrate temperature is at least 60°F (16°C) and no more than 950F (350C). All other surfaces;(including glass) must and no storage is permitted. be protected against damage'from the coating. The 2. There are ;no interconnected attic or crawl space insulation may be installed in unvented attics when the areas. ESR-1826 [ Most Widely Accepted and Trusted Page 4 of 7 3. Air in the attic or crawl space is not circulated to other installed horizontally on each face with vertical joints parts of the building. located over the studs, attached with 6d box nails, 2 inches 4. Combustion air is provided in accordance with IMC (51 mm) long and spaced 24 inches (610 mm) on center Section 701. along the studs, and a second layer of 5/8-inch-thick (15.9 mm) Type X gypsum wallboard installed vertically on 5. Attic ventilation is provided when required by IBC each face, attached with 8d box nails, 21/2 inches (64 mm) Section 1203.2 or IRC Section R806, except when long and spaced 7 inches (178 mm) on center along the air-impermeable insulation is permitted in unvented studs. The stud cavity contains Icynene Classic, Classic attics in accordance with 2015 IBC Section 1203.3 or Ultra or Classic Ultra Select insulation nominally 2 inches 2015 and 2012 IRC Section R806.5 or 2009 IRC (51 mm)thick. Section R806.4,as applicable. Axial loads applied to the wall assembly must be limited 6. Under-floor(crawl space)ventilation is provided when to the least of the following: required by 2015 IBC Section 1203.4 (2012 and 2009 1,805 pounds(8029 N)per stud. IBC Section 1203.3) or IRC Section,, R408.1, as' applicable. ■ Design stress of 0.78 F'c. 4.4.2.2.1 Attics: In attics, Icynene Classic Plus insulation ■ Design stress of 0.78 F'c at a maximum le/d of 33. - may be spray-applied to the underside of the roof sheathing and/or rafters, the underside of wood floors, and 4.5.1.2 Assembly 2 (Limited Load-bearing Wood Stud vertical surfaces, as described in this section.' The Wall): Minimum nominally 2-by-4 [1 /2 by 3 /2 inches thickness of the foam plastic applied to the underside of (38 mm by 89 mm)] southern pine (G = 0.55), No. 2 grade the top of the space must not exceed 14 inches (356 mm). studs spaced 16 inches (406 mm) on center with two The thickness of the spray foam plastic insulation applied layers of /2-inch-thick (12.7 mm) Type X gypsum to vertical wall surfaces must not exceed 8 inches wallboard installed vertically with joints staggered on each (203 mm). The foam plastic insulation must be covered on face,,attached with 8d box nails, 21/2 inches (64 mm) long all exposed surfaces with DC315 intumescent coating at a and spaced 7 inches (178 mm) on center along the studs minimum thickness of 4 wet mils (0.1 mm) [3 dry mils for the face layer and 6d cement coated box nails, 2 inches (0.08 mm)], applied at a rate of 0.25 gallon (0.95 L) per (51 mm) long and spaced 24 inches (610 mm) on center 100 square feet(9.2 m2).The coating must be applied over along the studs. The stud cavity contains Icynene Classic, the Icynene Classic Plus insulation in accordance with Classic Ultra or Classic Ultra Select insulation nominally the coating manufacturer's instructions and this report. 2 inches (51 mm)thick. Surfaces to be coated must be dry, clean, and free of dirt, Axial loads applied to the wall assembly must be limited loose debris and other substances that could interfere with to the least of the following: adhesion of the coating. The coating is applied in one coat 1,805 pounds(8029 N)per stud. with low-pressure airless spray equipment. The coating must be applied when ambient and • Design stress of 0.78 F'c. substrate temperature is at least 60°F (16°C)and no more` ■ Design stress of 0.78 F'c at a maximum le/d of 33. than 95°F (35°C). All other surfaces (including glass) must be protected against damage from the coating. 4.5.1.3 Assembly 3 (Floor/Ceiling): Minimum nominally 2-by-10 [1 /2 by 9 /4 inches (38 mm by 235 mm)] Douglas Icynene Classic Plus insulation •may be installed in fir, No. 2 grade wood joists spaced 24 inches (610 mm) on unvented attics when the foam plastic is applied at a center, with minimum 1-by-3 [3/4 by 21/2 inches (19.1 by - minimum thickness of 2 inches (51 mm) as described in 64 mm)] spruce bridging at mid-span. Floor decking this section, in accordance with 2015 IBC Section 1203.3, must be minimum 1/2-inch-thick (12.7 mm) exterior grade 2015 and 2012 IRC Section R806.5 or 2009 IRC Section plywood installed perpendicular to joists and fastened with R806.4, as applicable. 2-inch-long (51 mm)ring shank nails 6 inches(152 mm)on 4.4.2.2.2 Crawl Spaces: In crawl spaces, Icynene center at the joints and 12 inches (305 mm) on center at Classic Plus insulation may be spray-applied to vertical the intermediate joists. Plywood joints must occur over walls and the underside of floors, as described in this joists. Icynene Classic, Classic Ultra or Classic Ultra Select section. The thickness of the foam plastic applied to the insulation must be applied to the underside of the plywood underside of the floors must not exceed 14 inches deck between the joists to a depth of 5 inches (127 mm). (356 mm). The thickness of the spray foam. plastic Two layers of minimum 5/8-inch-thick (15.9 mm), Type X insulation applied to vertical wall surfaces must not exceed gypsum wallboard must be attached perpendicular to the 8 inches (203 mm). The insulation must be covered with joists on the ceiling side of the assembly.`The first layer DC-315 coating as described in Section 4.4.2.2.1. must be attached with 11/4-inch-long (32 mm), Type W 4.4.2.2.3 Use on Attic Floors: Icynene Classic Plus drywall screws, spaced 24 inches(610 mm)on center.The second layer must be applied perpendicular to the joists, insulation may be installed at a maximum thickness of offset 24 inches(610 mm)from the base layer.The second 13 inches (330 mm) between joists in attic floors. The, layer must be attached with 2-inch-long (51 mm), Type S insulation must be separated from the interior of the drywall screws spaced 12 inches (305 mm) on center. building by an approved thermal barrier. The insulation Additional fasteners must be installed along the butt joints does not require an ignition barrier or a coating., of the second layer, securing the two layers together. 4.5 One=hour Fire-resistance-rated Assemblies:. These fasteners must be 1 1/2-inch-long (38 mm), Type G 4.5.1 Classic,Classic Ultra and Classic Ultra Select." drywall screws placed 2 inches (51 mm) back from each end of the butt joint and spaced 12 inches (305 mm)•on 4.5.1.1 Assembly 1 (Limited Load-bearing Wood Stud center. The wallboard joints on the exposed side must be Wall): Minimum nominally 2-by-4 [11/2 by 31/2 inches treated with paper tape embedded in joint compound and (38 mm by 89 mm)] southern pine (G = 0.55), No. 2 grade , topped with an added coat of compound, and the fastener- studs spaced 16 inches (406 mm) on center with a base heads must be coated with joint compound in,accordance layer of 1/2-inch-thick (12.7 mm) wood fiber sound board with ASTM C840 or GA-216. ESR-1826 1 Most Widely Accepted and Trusted Page 5 of 7 4.5.1.4 Assembly 4(Non-load bear!ng Steel Stud Wall): 5.2 The insulation must be installed in accordance with Nominally 6-inch-deep (152.4 mm), No. 18 gage, the manufacturer's published installation instructions, galvanized steel studs spaced 16 inches (406.4 mm) on this evaluation report and the applicable code. If there center, are friction-fit into No. 18 gage galvanized steel is a conflict between the installation instructions and floor and ceiling track with a layer of 5/8-inch-thick this report,this report governs. (15.9 mm),Type X gypsum board applied to the interior 5.3 The insulation must be separated from the interior of side with the long edge parallel to steel studs and secured using No. 6, 11/4-inch-long (31.7 mm), self-drilling drywall the building by an approved 15-minute thermal screws spaced 8 inches (203 mm) on center around the barrier, except as noted in this report. perimeter and 12 inches (305 mm) on center in the field. 5.4 Since the performance of Classic Ultra and Classic The gypsum board joints must be treated with vinyl or Ultra Select, when installed in unvented attics without casein, dry or premixed joint compound applied in two . a code-prescribed ignition barrier or an intumescent coats to cover all exposed screw heads and gypsum board coating, is based on fire performance of an unvented butt joints, and a minimum 2-inch-wide (51 mm) paper, attic, the installation must be approved by the code plastic, or fiberglass tape embedded in the first layer of official as conforming with the provisions of Section compound over butt joints of the gypsum board. The stud 4.4.1.2.2 and Conditions 1 to 5 of Section 4.4.1.2. cavity is filled with Icynene Classic, Classic Ultra or Classic 5.5 When Classic Ultra and Classic Ultra Select insulation Ultra Select insulation up to 6 inches (152 mm) thick. ® , is installed under Section 4.4.1.2.2 of this report, a DensGlass Exterior Sheathing, /2 inch (12.7 mm)thick, is certificate must be placed in the attic stating that the installed parallel to steel studs with vertical joints offset a foam plastic insulation has been installed in minimum of 16 inches (406 mm) from the vertical joints of the gypsum board and the horizontal joints offset a accordance with Conditions 1 through 5 of Section minimum of 24 inches (610 mm) from the horizontal joints 4SR-1 and the terms t .Section 4.4insul of of the ypsum board. The sheathing is attached using ESR-1826; any alterations to the attic or insulation No. 6, 19/4-inch-long (31.7 mm), self-drilling drywall screws must be consistent with those requirements. spaced 8 inches (203 mm)on center around the perimeter 5.6 The insulation must not exceed the thicknesses and and in the field. Hohmann & Barnard DW-10 brick ties, densities noted in this report. 6 inches (152 mm) long by 1 1/2-inches (38 mm) wide, are 5.7 The insulation must be protected from the weather spaced 16 inches (406.4 mm) on center vertically on each during and after application. steel stud,and secured, using two 15/$-inch-long (41.3 mm) self-drilling screws, through 4-inch (102 mm) red clay brick 5.8 The insulation must be applied by licensed dealers [31/2 inches (88.9 mm) by 21/4 inches (57.1 mm) by, and installers certified by Icynene, Inc. 73/4 inches (197 mm)] laid in a running bond pattern with 5.9 Use of the insulation in areas where the probability of Type S mortar, leaving a nominally 1-inch (25.4 mm) air termite infestation is "very heavy" must be in gap between the brick and the exterior sheathing. accordance with IRC Section R318.4 or IBC Section Optional: It is permitted to add code-complying, 2603.8, as applicable. expanded polystyrene (EPS), extruded polystyrene (XPS), 5.10 Jobsite certification and labeling of the insulation must foil-faced, rigid polyurethane board stock or polyurethane comply with 2015 IRC Sections N1101.10.1 and spray foa® on the exterior of the wall (between the N1101.10.1.1 (2012 IRC Sections N1101.12.1 and DensGlass sheathed wall and the brick), while N1101.12.1.1 or 2009 IRC Sections N1101.4 and maintaining the 1-inch (25.4 mm) air space. The length of ,N1101.4.1) and 2015 and 2012 IECC Sections the brick ties must be increased to account for the C303.1.1, C303.1.1.1, R303.1.1 and R303.1.1.1 thickness of the insulation. ` (2009 IECC Sections 303.1.1• and 303.1.1.1), as 4.6 Exterior Walls in Type I,II, III and IV Construction:` applicable. 4.6.1 General:When used on exterior walls of Types I, II, 5.11 A vapor retarder must be installed in accordance with III or IV construction, the assembly must comply with IBC the applicable code. Section 2603.5 and this section, and the Classic, Classic 5.12 Icynene Classic, Classic Ultra, Classic Ultra Select 4 Ultra and Classic Ultra Select insulations must be installed at a maximum thickness described in Table 3. The. and Classic Plus foam plastic insulations are potential heat of Icynene insulations tested in accordance manufactured in Mississauga, Ontario, Canada, under with NFPA 259 is as follows: a quality control program with inspections by ICC-ES. ■ Classic, Classic Ultra and Classic Ultra Select: 6.0 EVIDENCE SUBMITTED - 494 Btu/ft2(5.6 MJ/m2)per inch of thickness 6.1 Data in accordance with the ICC-ES Acceptance 4.6.2 Specific Wall Assemblies: Wall- assemblies Criteria for Spray-applied Foam Plastic Insulation complying with Section 4.6 must be as described in (AC377), dated April 2016. Table 3. 6.2 Reports of tests in accordance with AC377 Appendix 5.0 CONDITIONS OF USE X [Classic, Classic Ultra and Classic,Ultra Select The Icynene Classic, Classic Ultra, Classic Ultra Select (Section 4.4.1.2.1) and Classic Plus (Sections and Classic Plus spray-applied polyurethane foam plastic Classic and 4.4.3.2.3)] and Appendix [Classic, . insulations described in this report comply with,. or are Classic Ultra and Classic Ultra Selectt (Section 4.4.1.2.3)]. suitable alternatives.to what is specified in, those codes listed in Section 1.0 of.this report, subject to the following 6.3 Test report on air leakage rate in-accordance with conditions: ASTM E2178 (Classic, Classic Ultra and Classic Ultra 5.1 This evaluation report and the manufacturer's Select and Classic Plus). published installation instructions, when required by 6.4 Reports of room corner fire testing in accordance with: the code official, must be submitted at the time of, • NFPA 286 (Classic, Classic Ultra, Classic Ultra Select permit application. and Classic Plus). ESR-1826 1 Most Widely Accepted and Trusted Page 6 of 7 6.5 Test reports in accordance with ASTM E119 (Classic, No Burn Plus XP Intumescent coating described in Classic Ultra and Classic Ultra Select). Section 3.5.1 is identified with the manufacturer's 6.6 Test report in accordance with NFPA 285, and related name and address, the product trade name and use engineering analysis (Classic, Classic Ultra and instructions. Classic Ultra Select). The International Fireproof Technology, Inc. / Paint 6.7 Reports of tests in accordance with NFPA 259 To Protect Inc. DC 315 coating described in Section (Classic, Classic Ultra and Classic Ultra Select), 3.5.2 is identified with the manufacturer's name and address, the product trade name, date of 6.8 Reports of fire tests in accordance with ASTM E970 manufacture, shelf life or expiration date, the (Classic, Classic Ultra, Classic Ultra Select and manufacturer's application instructions and the Classic Plus). evaluation report number ES( R-3702). 6.9 For Classic Ultra and Classic Ultra Select, an Fireshell F10E coating, is labeled with the engineering evaluation, including full-scale fire testing, manufacturer's name and address; the product name; small-scale testing and fire modeling (Section the date of manufacture; the shelf life or expiration 4.4.1.2.2). date; the manufacturer's instructions for application; 7.0 IDENTIFICATION and the evaluation report number(ESR-3997). 7.1 All packages and containers of Classic, Classic Ultra, 7.2 The report holder's contact'information is as follows: Classic Ultra Select and Classic Plus insulations must ICYNENE, INC. be labeled with the Icynene, Inc., name and address; 6747 CAMPOBELLO ROAD the product name; component designation (A or B); MISSISSAUGA,ONTARIO L5N 21_7 the flame spread index and the smoke-developed CANADA index; the expiration date; the name of the inspection . (905)363-4040 body (ICC-ES); and the evaluation report number www•icynene.com (ESR-1826). r - TABLE 1—THERMAL RESISTANCE(R-VALUES) R-VALUE(-F•ft2•h/Btu) THICKNESS Classic,Classic Ultra and Classic Plus (inches) Classic Ultra Select 1 3.7 4.0' 2' 7.4 8.0 3 11 12 3.5 13 14 4' 14 . 16 5 18 20 5.5 20 22 6 22 24 . 7 25 28 7.5 27 30, 8 29 32, 9 32 36 9.5 34 38 ' 10 36 40 11.5 -41 42 13.5 — 54 14 50 56 For SI: 1 inch=25.4 mm,1°F•ft2•h/Btu=0.176 110°K•m2NV. - a. 'R-values are calculated based on tested K values at 1-and 3.5-inch thicknesses. 2R-values greater than 10 are rounded to the nearest whole number. . f ESR-1826 I Most Widely Accepted and Trusted Page 7 of 7 TABLE 2—USE OF INSULATION WITHOUT A PRESCRIPTIVE THERMAL BARRIER' MAXIMUM MAXIMUM FIRE-PROTECTIVE COATING MINIMUM THEORETICAL INSULATION TYPE THICKNESS(in.) THICKNESS(in.) MINIMUM THICKNESS& APPLICATION TESTS (Walls&Vertical (Ceilings,Underside of Roof TYPE(Applied to all Foam RATE OF FIRE- SUBMITTED Surfaces) Sheathing/Rafters&Floors) Surfaces)2 PROTECTIVE COATINGS CLASSIC,CLASSIC 6 14 20 mils WFT313 mils DFT 1.25 gal/106 ft2 NFPA 286 ULTRA AND CLASSIC ULTRA Fireshell F10E /2 SELECT 7 111 /2 21 mils WFT/14 mils DFT 1.31 gal/100 ft 2 NFPA 286 CLASSIC PLUS 61/2 11'12 20 mils WFT313 mils DFT 1.25 gal/100 ft2 NFPA 286 For SI: 1 inch=25.4 mm;1 mil=0.0254 mm;1 gallon=3.38 L; 1 ft2=0.093 m2;NA=not applicable. 'See Section 4.3.1.2. 2See Sections 3.5.2 and 3.5.3. 3As reported in the manufacturer's application instructions. Actual application rate, based on specific project conditions, must be in accordance with the manufacturer's application instructions. TABLE 3—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES WALL COMPONENT MATERIALS Base Wall System— 1 — Concrete wall. Use either 1,2 or 3 2— Concrete masonry wall. 3— Minimum 35/87inch-deep (92 mm), No. 20 gage, C-shaped steel studs, spaced a maximum of 24 inches on center with lateral bracing every 4 feet(1219 mm)as required by code. Sheathing shall be a described in Exterior Sheathing below. Floorline Firestopping Minimum 4 pcf mineral wool in each stud cavity at each floodine, attached with Z-clips. Thickness must match stud cavity depth. • I Cavity Insulation— 1 — None. Use either 1,2,3,4 or 5 2— Partial cavity fill with a maximum air space of 2 inches(51 mm)or full cavity depth not exceeding 75/8 inches (194 mm)of Classic, Classic Plus, Classic Ultra or Classic Ultra Select(ESR-1826); MD-R-210(ESR-3493);MD-C-200(ESR-3199);or Proseal(ESR-3500). 3— Any insulation qualified as noncombustible in accordance with ASTM E136. 4— Glass fiber batt insulation'. 5— Mineral fiber insulation'. a.Insulation must comply with the applicable requirements of 2015 or 2012 IBC Section 720.2 (2009 IBC Section 719.2). Exterior Sheathing—Only for Base Wall 1 — Minimum'/2-inch-thick(12.7 mm),),glass mat gypsum sheathing complying with ASTM C1177. System No.3— 2 - Sheathing shall be attached with No. 6, 11/4— inch-long (32 mm)self-tapping screws located Use either 1 or 2 8 inches(203 mm)on center along the perimeter and 12 inches 302 mm)on center in the field of ` wallboard. Joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. Exterior Insulation Maximum thickness of 51/2 inches (140 mm) of Proseal Eco (MD-R-210) (ESR-3493) or Proseal (ESR-3500). Exterior Wall Covering- 1 — Brick - standard nominally 4-inch-thick (102 mm) clay brick; brick veneer anchors = standard Use either 1,2,3,4,5,6 or 7 types installed a maximum of 24 inches OC vertically on each studb. 2„ Stucco- minimum 3/4—inch-thick (19.1 mm), exterior cement plaster and lath with a secondary water-resistive barrier may be installed between the exterior insulation and the lath. a 3— Natural stone(limestone,granite,marble,sandstone),minimum 2-inch-thick(51 mm)`. 4— Cast artificial stone, minimum 11/2-inch-thick (38 mm), complying with AC51 and subject of a current[CC-ES evaluation report`. C 5 Terracotta cladding,minimum of 11/4-inch-thick(32 mm)`. 6— •Precast concrete panels,minimum of 02—inch-thick(32 mm)`. 7— Concrete masonry units(CMU),minimum of 1'/2—inch-thick(38 mm) b'The maximum air gap between exterior insulation and cladding shall be 2 inches(51,mm). °'Any standard non-open-jointed installation technique such as ship-lap,etc., may be used. r Bk 23358 P925 ;873 r QUITCLAIM DEED We,ROBERT T.CARLETON and DANIEL M. GRIFFIN,JR.,TRUSTEES OF SHALLOW POND NOMINEE TRUST,u/d/t dated November 17,2005,and recorded in the Barnstable County Registry of Deeds at Book 20527,Page 318,of 1555 Iyannough Road, Hyannis,Massachusetts,holder of an undivided 45%interest and FLOYD J.SILVIA TRUSTEE OF SIXTY NORTH STREET REALTY TRUST,u/d/t dated November 22, 1996 and recorded in the Barnstable County Registry of Deeds at Book'10500,Page 298 of 1284A Main Street,P 0 Box 430, OstervilIe,Massachusetts, 02655, as amended of record,holder of . an undivided 55%interest,as tenants in common I For consideration paid of Two Million Two Hundred Thousand and 00/I00($2,200,000.00) Dollars GRANT to FLOYD J.SILVIA,TRUSTEE OF SIXTY NORTH STREET REALTY TRUST,u/dA dated November 22, 1996 and recorded in the Barnstable County Registry of Deeds at Book 10500,Page 298 of 1284A Main Street,P 0 Box 430, Osterville,Massachusetts,02655,holder of an undivided 55%interest,and ROSE CAPEWAY,LLC,of 1284A Main Street,P 0 Box 430,Osterville MA 02655,holder of an undivided 45%interest,said interests held by each grantee in the undivided percentages set forth above as tenants in common, With QUITCLAIM COVENANTS The land and buildings thereon in Barnstable(Hyannis and Centerville),Barnstable County, Massachusetts described in the attached "EXHIBIT`A"' Being the same premises conveyed to these Grantors by deed dated June 22,2007,and recorded in the Barnstable County Registry of Deeds at Book 22146,Page 76. PROPERTY ADDRESS:1555.1575 Iyannough Road,Barnstable(Hyannis and Centerville), , MA Bk 23358 Pg 26 #873 Signed and sealed this day of .Z 200� SHALLOW POND NOMINEE TRUST B . Robert Carleton,Trustee By. Wtn sZ Daniel M.Griffin,Jr.,Trustee SIXTY NORTH STREET REALTY TRUST .. i F BR y r Flo . Silvia,Trustee By. . -rlc'�yctico m mp�a ` ". ro►r m n ::'°�9 VI�oCS�_;p �►�-��WC 1 f O N p b O{S 64 - v l.�cnm n �►ni„Wcn w ►c"'o—`nip ;V v C7 Bk 23358 Pg 27 #873 t COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this 6' Day of 2008,before me,the undersigned notary public, personally appeared, cpz and proved to me through satisfactory evidence of identification, which was to be the persons whose names are signed on the preceding or attached document and acknowledged to me that they signed it voluntarily for its stated purpose. �a�ZN K. 8q� •,,�� �GO y.tHBfpj 'Qf Notary Public =MVP?�' °�cam,°' 0�y My Commission Expires: RY 51. f COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this Z`Z. Day of�.,2008,before me,the undersigned notary public, personally appeared,-,,,,',, l�n t K)n �� and proved to me through satisfactory evidence of identification, which was `�RtAkOA4 to be the persons whose names are signed on the preceding or attached document and acknowledged to me that they signed it voluntarily for its stated purpose. M1 \`\`t�tunianrurq��� Notary Public o3�Zo,#y�spZ My Commission Expires: Bk 23358 Pg 28 #873 ' COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this Day of ,20Q$, before me,the undersigned notary public, personally appeared, _F 0dt T. 511 d proved to.me through satisfactory evidence of identification, which wash 5� 1l }dvJn ,to be the�ons whose names are signed on the preceding P gn p g or attached document and acknowledged to me that they signed it voluntarily for its stated purpose. �\ Notary Public �\�� t,t K. a My Commission Expires: y• ............ Bk 23358 Pg 29 #873 EXHIBIT"A" Property Address: 1555-1575 Iyannough Road,Barnstable(Hyannis and Centerville),MA The land with buildings and improvements thereon located on the southerly side of Iyannough Road(Route 132)in Barnstable(Hyannis&Centerville),Barnstable County, Massachusetts and being bounded and accurately described as follows: LOT 1-A,and LOT 2-A,on a plan entitled:"Plan of Land#1555 & 1575 Route 132 Iyannough Road in Hyannis Massachusetts(Barnstable County)A/N/R plan,November 19,2008,prepared for: Brown,Linquist,Fennucio&Raber Architects,Inc.,BSC Group,349 Route 28,Unit D,W. Yarmouth,Massachusetts 02673, Scale: 1"=40'."Said plan is recorded in the Barnstable County Registry of needs at Plan Book(p,I$Page 6b. Lot 1-A contains 2.28 acres,more or less,according to said plan. Lot 2-A contains 2.34 acres,more or less,according to said plan. BARNSTABLE REGISTRY OF DEEDS r f w49pya.1- of, ♦9 mt2 rcfY 4la 1••� �° r.[u ra r n • I . pa av l[•.,h u a.maw +A s VWvum �•i / f) rtA rS WY pua v.var:l yv+a•v.vw.-r '( rO6 f _ 1 ov LAW 1 SHALLOW POND ! i .,.•.s,...>,,. I •J}I �1555 t y I !p1 V' Ii0ROM1.3J2 wASsAanlsEns ,- Piu..s. /� I�� ..F � ¢� •� ! �� 191•[ST.Yf Q'ahh) IIA i /f. f1V A/t � AN } 'r � , .v" -='�-�-__ �,tfd-' - ., �s�•:� /ter �+� � � I ,�>� \.--_ •\\>. ~\�+� ,... 11 1�� +---.ems-s._� MALLOWPONO f L 5:... e sSIABL PLA W,,BOAFD APP VM L.M RE SUMIIS0I arlrna uv NOT REWVfD ! \ m• ��:�a � '1\ 1 se...t,wuaa roucm ` r.aw voraas..c BSC CROUP 11 �, I ,T � SA ll11>9 O.1G 1� <Ywu a•a . .o ars+u i I' lll((((---ffpI ue^r'.O . mn.,n.r Ra.a�-r•a..wa of`amne°,�ri:R J ,� I f , IMUS INFflRAIf<nolt F!<ua7.raa,cc • hweatgKF w•ua.raP.w.•a+lv :va!-[A°'1 LLGCND, t• .� A..TRIY�. pi,�tll.AK YN OOD:LDS.IM2 7H •�.�•f<G W --a rt.... 1 7 {rj f,Y�.F. SI. SIiMt•Qt I •. Yllw fJ1aFwS: IaP..w.�W<! Qfl'•.IM\I.LI i N•1 •J�� •Tm SIF ICI b� \MN U:Ili••F•Ltl 1�])I•\F h,y.«•Al 1 r '.v' 11MIll 1o.S ICVf A•fgT<r\Il �M I tiw M) r .lN L A�< '. \FJOa\e ma 10 u:w aa/a u.SeMM li•S\) FwS ft.f1.iFsv y,IFSl r° ••.�� Ir A FFo .Fr.F.No cw+F.<.awFFry a ....vurO•j 'r" f' !ram`-` eartaw. •�".N` 'o".I..�.el a»v••asl t nal Fr,�F•M 1(•r,R .rnw Iwae$era•.ens WIF\au Ml am�rctm u4 �K�J P' I •N ti w is�.a.rw<e� r Ir•r w nTau> u s r 1 � A � � ��irpl oa+ie. •wwY.o .r.,smrq j ./f .�` , v 1 r7.�F.--.0 ..,fl_4•s «wr 0044M a _/`//� , ��M u �5 :• ' l ` �'., dfd PLANK OF LAND /155S A 1575 SHALLO PLAINJ RDUrE 172 •ra �r� $ ►ASSACNUSErFS •V� �r ",l - 6mCe �"''' �t�'«.w .1 >r.�, ,\. r ) _ - (gwbt m carxl l'1 Noye ern ru,Iwo (�.�—; o�i\e`•-.`.+� io�W - to SOT•/�•aT' � � _ __ 1r f� 1 (SIr,WSTA94E KAUN C @at?) ms• r ffff 1. 1�. $ Inlw.N AVPRONIM.W);R IME stiec"[otON tiat)----.r,."': .�...•2,,.......•,..•�` _• l j` j�l'� - ra\t w.\.<M.Irar,r;w,F'+ s ONVA I.AW NOT.REQJft� w� !P 1 a.tn y l � r.•i♦aaAF aun ` dd a�tlxF.nrs.�.vx.rF / d 1 �7C c� 17 WIMP AS RMUC Fills q aC w1IAl ptl 1 ra\O r0•tr\!DI L[•P NON F•Ftl•K rry7�l�F F.R 1 �� / �.0if\!• 1W.\m [a►.eYV,t•M 1n Illlw ua l•NrJa#' N6d[{p\M N ) i � +,O 1 Ilf �� - ' M IJOL�n\•aFY IWFaaFaN wrt a✓Aq•a+<n••\vt(tt it 1EUwYY(PIA\.1.. f t ICF G'�' . N m Assn a ac 1..rr�KSi[iPt<O-7• ARi�O LCLr6r. ,1 \GIIrM a area.•Ira of�n-si. '•r � oui+.r.wuw ' � awe.a•: uo ••wa ... _ ,1 •"O1 w¢I I n 1 Ala a�a• Commonwealth of Massachusetts Division of Professional Licensure Board of Building Regulations and Standards Constr"uctibti Su I pprvisor I CS-016932 ; j Expires: 11/18/2019 r RONALD J SILVIA 44 ICE VALLEY-RD i*� ' OSTERVILLE MA:02655 1. T,ti._ '1 f j < . .;i asp _ II Commissioner CIL1 . Construction Supervisor Unrestricted-Buildings of any use group which contain less than 35,000 cubic feet(991 cubic meters)of enclosed space. Failure to possess a current edition of the Massachusetts , State Building Code is cause for revocation of this license. For information about this license Call(617)727-3200 or visit www.mass.gov/dpl = ` 4. PHILBROOK ENGINEERING & rZt� .: STREET DENf�ISM 02638 CONSTRUCTION ,-508-385-8682 ENGINEERING DESIGN • CONSTRUCTION INSPECTIONS • •' BUILDING. ALTERATION'S'I&'}RENOVATIONS Code Review - 780 CMR Wh Edition) Code of Massachusetts.Regulations - - �lraltl I List all Use Groups(1302.1.):_mousiness) 304..1. 2. General Building Limitations by Use Group.(Tbl. 503):_4,0001iq ft&; $tort'(40'.ft) Building Height:_2 Story(26'411 eave)_Building Area :3i850 sq ft(prof) (Provide separate calculations for Exceptions:§504& 506.) —Notre Taken:: 3. Type of Construction and Fire-Resistance.Rating(Tbl. 601):_V= (uattr+atectetl W40dmramey 4. Mixed Uses(§508)• t? 3 .. Describe Separation lklethod(1508:1): NA, 5. Building Volume: 116,$9a ft3 Is¶101,6 applicable?: Yes 6. Fire Separation(Tbl. 601): Walls; LLB 0" NLI3 0 List assembly#and rating. (1 hr for Watts TL'U305);(I br foir CeiliC*w,,U .LSO Floor/Ceiling:—0_ Exitways: . l.,Stairs: 2 OK..l.-oWn 1AW¶708;2 xtr.2.2af_ Roofs: Q Doors: 20 min 7. Exterior Walls(Tbl. 602): North Elevation: >10 ft;0 hx (Provide distance,required assembly#and rating: South Elevation:_>10 ft,.0.ttr:_West Elevation: a10 ft:U he East Elevation:_, #ft' 0 br. 8. Floor Loading(Tbl. 1607.1): First._1Q0 Lolbby, 50:oft3ee_Second:_SU Carndoip, 5[}Uffice_ Other:_15 Partition Digit d;� gxa e'td$o 'Offlce to inau' de:t7ArtlttOtl 9. Occupancy.Load(Tbl> 1004..1.l):Based on..Area:_l 3$ & 2°d=29_Actual: ;=3p' to. Required EXIT Signs(§1011): -. Yes .Egress Lighting(§1006): e3 11. 1s Sprinkler System required?:(§903 &M.G.L. sec.26 G,H or 1):_Yes M GaG.j 48-160,, 12. Fire Protection.Signaling System required(¶903.4): Yes 13. Portable Fire Extinguisheirs required?(¶906.1): Yesa.•. " 14. Automatic Fire Detection Systems required(¶907.2): N.0 but mtuimuut I Mannar Fire Alarm T3or is regraiced S rinWer c ts'1'-etalGa rat@ of tijG de#ect rs fA 1?t+ Q7 2 xp;,`2(MA 15. is the Buildingrequired;to be Accessible? (CMR 521 AAB): Yts; l~atry:C1 es&,Restooms 16. Provide:Egress Plan with Calculations for path of Egress and clear opening of required egress doors, ' including emergency light and sign locations.—Sheets A.1: A.2.-&A 3 vv%LlfetSalety&Egress Ndto * Ml et..with building,official/local inspector to submit documents. PHILBROOK ENGINEERING 107 BEACH STREET Proiect: 'SILVIA-1575 Rt 132 DENNIS,MA 02638 Proiect No: P16-32 . 1-508-385-8682 Date: 6 Auaust 2017 Revised: 16 November 2017 Sheet Note Description No. No. Life/Safety --------- --------- ---------- --------- ---- Basement LS^1 EXIT & Emergency Light Combination, Pack w/ battery back-up A.1 Fire Pull Station Fire Extinguisher ADA compliant Horn/Strobe unit Basement/HVAC Access Lighting Control D-1 1 hr Rated 3/0 out-swing, self-closing, self-locking doors for all Mechanical/Electrical/Fire Protection rooms Fire Rate of Rize/Heat Detector per room Scmb` Smoke/Combination Co Detector (Mi:n. 1 per 1,000 sq ft) ' TD- 1 Exit Egress Travel Distance (Upstairs to Outside) - 73 ft ist I LS-2 EXIT 6 Emergency Light Combination Pack w/ battery back-up Floor Fire Pull Station A.2 Fire Extinguisher ADA compliant Horn/Strobe unit D-.2 1 hr Rated 3/0. out-swing, self-closing door " 7 6/0 out-swing exit door set w/ closers 6 optional panic hardware E-Cmb EXIT/Emergency Light Combination Pack w/ battery back-up Scmb Smoke/Combination Co Detector (Min. 1 per 1,000 sq-ft) ' TD- 2,_ Exit Egress Travel- Distances (1st Floor) - 63 or 79 ft FACp Fire Alarm Control 'Panel REST . Restroom - 50 CFM on light activating circuit. OK to• reduce to 20 CFM if run in continuous operation during occupancy Emergency Light w/ battery back-up ADA compliant Horn/Strobe .unit ADA compliant Handrails, Mirror, TP Holder 2nd JEXIT 6 Emergency Light Combination Pack w/ battery back-up Floor Fire Pull Station , A.3 Fire Extinguisher ADA aompliant .Horn/Strobe unit Z 1 hr Rated 3/0_ out-4wing, self-closing door D-3.._ _ Access Ladder 6 Scuttle; ,minimum 22"x 30" doorway Attic/HVAC Access Lighting Control E-Cmb EXIT/Emergency Light Combination Pack w/ bat'tery.back=up. hits. Emergency Light- Pack ,w/ battery back-up Semh Smoke/Combination Co.Detector (Min. 1 per .1,000 sq ft) Exit Egress Travel Distances (2nd Floor) 101 ft or 124 ft REST Restroom -,50 CFM on light activating circuit. OK to reduce to: 20 CFM if run in continuous operation during occupancy Emergency Light w/ battery back-up } ADA compliant, Horn/Strobe unit ADA compliant Handrails, Mirror, TP Holder a • COMcheck Software version 4.3.5.2 ` Envelope Compliance Certifico�p, k Project Information ht; ; Energy Code: 2015 IECC Project Title: 1575 lyannough Rd.Hyannis,Ma Location: Hyannis,Massachusetts ' `° '�. ? U Climate Zone: 5a w Project Type: New Construction Vertical Glazing/Wall Area: 140/6 ' Construction Site: - Owner/Agent: DesigneriContractor. 1575 lyannough Road Silvia and Silvia Hyannis,Massachusetts Lake side Commons Building Building Area Floor Area r 1-New office building(Office) :Nonresidential 7731 a Additional Efficiency Package High efficiency HVAC.Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelape Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factoro) Perimeter Roof Upper Main:Insulation Entirely Above Deck,[Bldg.Use 1-New 3931 — 49.0 0.020 0.032 office building) Roof Lower:Insulation Entirely Above Deck,[Bldg.Use 1-New office . 685 — 49.0 0.020 0.032 building] Floor:Wood-Framed,[Bldg.Use 1-New office building) 3222 30.0 0.0 0.033 0.033 NORTH Rear elevation:Wood-Framed,16in.o.c.,{Bldg.Use 1-blew office 2036 20,0 0.0 0.064 0.064 'building] Window:Vinyl Frame:Operable,Perf.Specs.:Product ID:Anderson 264 _ --- 0.300 0.450 400,SHGC 0.30,[Bldg.Use 1-New office building)(b) Window:Vinyl Frame:Fixed,Pert.Specs.:Product ID Anderson 400, 74 — - 0.260 0.380 SHGC 0.26,[Bldg.Use 1-New office building](b) EAST Facing right elevation:Wood-Framed,16in.o.c.,[Bldg.Use 1-New 984 20.0 0.0 • 0.064 0.064 office building] - Window:Vinyl Frame:Operable,Perf.Specs.:Product ID Anderson 52 -- -- 0.260 0.450 400,SHGC 0.26,[Bldg.Use 1-New office building](b) SOUTH , Front elevation:Wood-Framed,16in.o.c.,[Bldg.Use 1-New office 2036 20.0 0.0 0.064 0.064 building) , Window:Vinyl Frame:Operable,Pert.Specs.:Product ID Anderson 245 __ — 0.260 0.450 400,SHGC 0.26,[Bldg.Use 1-New office building](b) Window:Vinyl Frame:Fixed,Perf.Specs.:Product ID Anderson 400, 74 — -- 0.300 0.380. SHGC 0.30,[Bldg.Use 1-New office building](b) Door.Insulated Metal,Perf.Specs.:Product ID thermotru, 33 — — 0.140 ; 0.770 Project Title: 1575 lyannough Rd.Hyannis,Ma Report date: 09/27/17 Data filename: - Page 1 of 15 Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factors.) Perimeter SHGC 0.19,[Bldg.Use 1-New office building](b) , WEST Facing left elevation:Wood-Framed,16in.o.c.,[Bldg.Use 1-New 1208 20.0 0.0 0.064 0.064 office building] Window:Vinyl Frame:Fixed,Perf.Specs.:Product ID Anderson 400, 102 = 0.300 0.380 SHGC 0.30,[Bldg.Use 1-New office building](b) (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b)Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.3.5.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. f 0 KJUL,0 5 Sl4VIA 1 7 Name-Title Signat DatLs } f i t r i , Project Title: 15751yannough Rd.Hyannis,Ma Report date: 09/27/17 Data filename: Page 2 of 15 COMcheck Software Version &1,5.2 Interior Lighting Compliance Certificate Project Information _ Energy Code: 2015 IECC Project Title: 1575 lyannough Rd.Hyannis,Ma Project Type: New Construction Construction Site: Owner/Agent: : . Designer/Contractor. 1575 lyannough Road Silvia and Silvia Hyannis,Massachusetts Lake side Commons Building Additional Efficiency Package High efficiency HVAC.Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Allowed Interior Lighting Power A B' C, D' Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 1-New office building(Office) 7731 0,82 6339 Total Allowed Watts=' 6339 Proposed Interior Lighting Power A B C D E Fixture ID:Description/Lamp l Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) - Fixture Fixture Watt. - 1-New office building(Office) LED:BR30 5-6"rec:LED PAR 7W: ,. 1 236 5 1180 d Total Proposed Watts= 1180 - interior Lighting Compliance Statement ` Compliance Statement: The proposed Interior lighting design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed interior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.3.5.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Project Title: 1575 lyannough Rd.Hyannis,Ma Report date: 09/27/17 .Data filename: Page 3 of 15 COcheck Software Version 4.3502 , Exterior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: 1575 lyannough Rd.Hyannis,Ma Project Type: New Construction Exterior Lighting Zone 2(Neighborhood business district) Construction Site: Owner/Agent: DesigneriContractor: 1575 lyannough Road Silvia-and Silvia ' Hyannis,Massachusetts Lake side Commons Building Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts/ 'Wattage (B X C) front center(Main entry) 5 It of door 20 Yes 100 Total Tradable Watts(a)= 100 Total Allowed Watts= 100' Total Allowed Supplemental Watts(b)= 600 (a)Wattage tradeoffs are only allowed between tradable areas/surfaces. (b)A supplemental allowance equal to 600 watts may be applied toward compliance of both•non-tradable and tradable areas/surtaces. Proposed Exterior Lighting Power A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixture Watt. front center(Main entryy.5 ft of door width):Tradable Wattage LED:Post:LED Roadway/Parking Unit 42W: 1 6 25 150 LED:At doors:LED A Lamp 2.5W: 1 4 5 20 Total Tradable Proposed Watts= 170 Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.3.5.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Project Title: 1575 lyannough Rd.Hyannis, Ma Report date: 09/27/17 Data filename: Page 4 of 15 t , C -Fi r \ Dqjt r Ron Silvia ;dt dt tlii:.. 3 From: MacNeely, Martin <mmacneely@commfiredistrict.com> Sent: Thursday, October 19, 2017 4:00 PM To: robert.mckechnie@town.barnstable.ma.us Cc: Shea, Sally; Ron Silvia Subject: 1575 Route 132, Centerville Bob, I have reviewed the building plans for the proposed office building at 1575 Route 132,Centerville.The plans provide sufficient information to allow our approval for building permit issuance. Final shop drawings for the fire sprinkler and fire alarm systems will be submitted at a later date. Let me know if you have any questions. Thank you, Martin MacNeely Fire Prevention Officer COMM Fire District 1 • t f 1 f . t J Project No: Phase Construction Control Document- P16-32 4 To be submitted at completion of required site reviews of phase construction for work per the 81h edition of the ,ram Massachusetts State Building Code, 780 CMR, Section 107.6.2.2 .Project Title: LAKESIDE COMMONS Commercial Bldg: _ Date: 23 January 2019 Permit No. 13-17-3749 Property Address: 1575 Route 132 Centerville MA I, T. Varnum Philbrook MA Registration Number: 30690 Expiration date: 30 JUN 2014 am a registered design professional and I or my designee have observed the following work, and to the best of my knowledge, information,and belief the construction work indicated below has been performed in a manner consistent with the approved plans and specifications: Required Site Review and Documentation for Phase Construction's (to be performed by the appropriate registered design professional or his/her designee or M.G-L.c 112 81Rcontractor) Site Review and Documentation R . Site,Review and Documentatidn R Soil condition and analysis Energy efficiency Footing and Foundation,including Reinforcement and Fire Alarm Installation Foundation attachment Concrete Floor and Under Floor Fire Suppression Installation,-Rough Pi in ,FPE Checks X Lowest Floor Flood Elevation Field Reports' Structural Frame—wall/floor/roof X Carbon Monoxide Detection System' Lath and Plaster/Gypsum Seismic reinforcement Fire Resistant Wall/Partitions framing X Smoke Control Systems Fire Resistant Wall/Partitions finish attachments- Smoke and Heat Vents — Above Ceiling inspection X Accessibility 521 CMR h Fire Blocking/StoppingSystem X , Other: special notes-Penetrations Red-Sealed. X Emergency Lighting/Exit Signage Means of Egress Com onenets Special Inspections(Section 1704): Roofing,coping/System X Ventin"Systems(kitchen,chemical,fume) Mechanical Systems X 1.Indicate with an`x'the work you reviewed for compliance with the approved plans and specifications and describe in detail below 2.Include NFPA 72 test and acceptance documentation 3. Include applicable NFPA 13, 13R, 13D, 14, 15, 17,20,24.1,etc:-test and acceptance documentation " 4.Include NFPA 720 Record of Completion and Inspection and Test Form 5.Include field reports and related documentation 6.Nothing contained within construction control shall have the effect of waiving or limiting the building official's authority to enforce this code with respect to examination of the contract documents,including plans,computations and specifications,and field inspections Work Description': Site Inspections: SEPT 2018—JAN 2019 AsT Sillplates&Bolting,Basement Framing&EWP Joists. 2"d Floor Rim.Beam and EWP Joists. Roof Truss Installation,Clips&Blocking. Header Beams&Columns. Mechanical hangers. Elevator shaftwork for hoist beam,solid masonry& rail bracket attachment points. alkscribe in sufficient detail the work(Le.foundation steel reinforcing kitchen vent system,etc.)and the location on the project site,and fist if p licable,the submittal documents that pertain to the work which was inspected < V OF S. Enter in the space to the right a"wet"or :electronic signature and seal' Y :' �� _f.VARN.UM �, w o PHILBROOK- MECHANICAt No 30600' sS ctaC' Phone number: 508-385-8682(o)&508-364-1301 (c) Email: Tvamphil@Verizon.Net - Building Official Use Only Building Official Name: Permit No.: = Date: Version 06 11 2013—mod:08212013 tvp - .. Project No: Initial Construction Control Documemt)'sa r;E, ,� P16-32 A To be submitted with the building permit application by a. Ci Tt E Registered Design Professional < for work.per the 8 edition of the g m Massachusetts State Building Code, 780 CMR,Section 107.6.2 Project Title: LAKESIDE'COMMONS Commercial Bldg. Date: 16 November 2018 Property Address: 1575 Route 132,Centerville MA Project: Check(x)one or both as applicable: XX New construction . Existing Construction Project description• New Construction(V-B)Unprotected Business(B)Use I T. Varnum Philbrook MA Registration Number: 30690 Expiration date: 30 JUN 20189 am a registered design professional, and I have prepared or directly supervised the-preparation of all design plans, computations and specifications concerning' Entire Project _XX_ Life/Safety _XX. Structural XX_ Mechanical Fire Protection .XX Electrical XX Other: Engineer-of.-Record for the above named project and that to the best of my knowledge,information,and belief such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,(780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee)shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept,shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. Fire.Protection engineering by others regstered design professional 3. Be present at intervals appropriate to.the.stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code. Nothing in this document relieves the contractor of its responsibility regardingahe provisions of 780 CMR 107. When required by the building official, I shall.submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable.to the building official. Upon completion of the work,I dial I submit to the building official a `Final C uction Control Document': -,N OF�qs Enter in the space to the right a"wet"or s��y electronic signature and seal: :- a° T VAROLUM c PHILl 0 MECHANICAL No.30690 Phone number: 5087385-8682 (o)&508-364-1301 (c) Email: Tvarnphil@Verizon•Net Building O[ricial Use Only ` Building Official Name Permit No.: Date: v Note,l. Indicate with an`x'project design plans,computations and;specifications that you prepared or directly supervised.if`other'is chosen, ` provide a description. Y _ Version 06_I l_2013—mod 08 2120'13 tvp Required Inspections and Site IZeVievw Document Project No: UlfAsa condition of the building perm tahe following Inspections and: P16-32 Site Reviews identified by the building offcial`are required•for work per the 8`l'Edition.of the + Massachusetts.State Building Code, 780 CMR,,Section 110 and Chapter 17 Project Title: LAKESIDE COMMONS Commercial Bldg,' Date: _6 November.-2017 . Property Address: 1575 Route 132;Centerville,.MA ,° -_. Building-PermitNo.: R uired Ins ections to be 'erfor®ei! b the�Buildin 0t&iWq Inspection R Ins ection R Preliminary(prior to start) Roofing$ 'stetn/Attachment` Soil/Footing/Foundation .,,. .._, Smoke/Heat/Fire Alarm System Concrete SlablUnder Floor. Carbon.Monoxide S stem Flood Elevation/Certificate S rinkler/Stand i e/Fire Punt Framing-Floor/Walt/Roof .- . Fire/Smoke Dampers Lath and.G sum Board .Witness Special lns ections Fire/Smoke Resistant Assemblies Accessibility521_CMR) 'EnergyCode Inspections Manufactured Building.Set,,,; '. Sheet Metal Inspections Other: Emergency Lighting/Ezit Signage All Means of Egress Com onenets Final inspection X Required Site Review and Docetment�tion for Phased Construction ''' to be performed b the a ro riate registered desi n rofessional or his/her designee or M.G.L a I12. 81 R contractor Site Review and'Doeumentation, •.R Site:Review and Documentation Soil condition/analysis/re"ort _. X Energy efficiency.--HERS Verification Footing and Foundation 2 including reinforcement and.foundationattachment X Fire Alarm Installation Concrete Floor and Under Floor X Fire Suppression Installation Lowest Floor Flood Elevation, .x Field:Re orts'` X Structural Frame•-walUfloor/roof; X_ Carbon Monoxide Detection.S stem X Lath and Plaster/Gypsum _. _ ., y X:- Seismic reinforcement ; Fire Resistant Wall/Partitions.framingX,. Smoke Control Systems. Fire.Resistant Wall/Partitions finish attachments. •. r X Smoke and Heat Vents µ Above Ceiling inspection . .,.. X. Accessibili (521 Cfv1R)::. _ X "Fire Blocking/Stopping Sy"stem X 'Other: , **'Check HERS,.Fire Alarm&Fire X Emergency Lighti.n Exit_Si na a #� 'X Suppression professional Work_ Means of.E ress Com onenets `' " " X Special Inspections(Section 1704): Roofing,coping/System X r , VentingSystems(kitchen,chemical,fume Mechanical Systems I.The inspections indicated(x)arerequired by the building official: it is We responsibility of the petmit applicant to request these inspections. 2. nclude NFPA 72 test and'acCbPranee documentation ' 3.Include applicable NFPA 13,13R,13D,-,14;.15,11,20 241,etc,'-test.and acceplance;doeumentatiori 4.Include NFPA•120 Record of Completion and inspection and test Form " 5."include field reports and related documentation 6:Work shall not proceed,or be'conccaled;until the required nspectiou has been approved by the building official,and nothing within constnietion control shall have the effect of waiving orlimiting the building official's authority to enforce this-code with respect to-examination of the contract documents,including plans,computations and specifications,and field inspections. A 7.Rough and/or finish inspections of electrical,plumbing,or sheetimetal shall be inspected prior to tough and finish inspections by the building official. I(type or print name) Ronald Silvia,Silvia&:Silvia Associates .:, am the building'permit applicant and by entering my name below I,attest under a "ains and penalties ofperjtuy that l have received this checklist of required inspections and approvals, R, .. Signs e: t' Phone No.: _508=7754442. Email: _rsilvia@silviaandsilvia.com ``.r .,�,: ' lure or' _ tf electronic signafiue' - - " Building Official tJse Only ' Buildrtg Official Name: "Date: Version 0611 1013—inpd 08 21_2013 tvp-- Town of Barnstable Building Department Services �o Jeffrey Lauzon, =AR interim Building Commissioner BARNSTAM ° PdSEG�'.bApBLE. ° uamuur.•c.zrne•CCppyyl1nxrn+n � .10. MAiFV.3 R:JS flili'.:lt'•lY.i.btLtYtl'� a��� 1®� 200 Main Street, Hyannis,MA 02601 . 1679-301a www.towu.barnstab&e.ma.us Office: 508-862-4038 Fax: 508-790-6230 July 26, 2017 Mr. Ronald J. Silvia c/o BSC Group, Inc. r 349 Route 28,Unit D West Yarmouth, MA 02673 RE: Site Plan Review#013-16 Silvia Office Building—Post DRI Approval 1575 Iyannough Road;Centerville Map 253,Parcels 009 T00 and 009 B00 Proposal: Permitting and construction of a 2-story office building(non-medical) with parking lot, site utilities,drainage and landscaping. Site access/egress for the proposed development would be via shared driveway,which is partially located on the locus property and partly on the abutting property which exists under common ownership., Dear Mr. Silvia: Please be advised that the above proposal was approved at the formal site plan review meeting held July 20,2017 subject to the following: ® Approval is based upon, and must be substantially constructed in accordance with plan entitled"Commercial Redevelopment— 1575 Iyannough Road, Hyannis"consisting of 9 sheets,dated April 26,2016 with final revision May 16, 2017; and stormwater report and plans entitled"Storm water Management Narrative" dated July 18,2016, last revised May 17,2017; both prepared by BSC Group, West Yarmouth for Silvia& Silvia LLC; and, elevations and floor plans entitled"Proposed Commercial Building- 1575 Iyannough Road,Hyannis"consisting of 5 sheets dated February 7,2017 and prepared by Northside Design Associates, Yarmouthport. ® Conditions of CCC DRI Minor Modification#2 Decision#HDEX070i8 (attached) including but not limited to the following: o Prior to the issuance of a Building Permit for and commencement of the Project as, ' modified,the Applicant shall obtain a Preliminary Certificate of Compliance from the Commission. o Prior to the issuance of the Certificate of Use and Occu anc b the Town for the p Y Y Project as modified,the Applicant shall obtain a Final Certificate of Compliance from the Commission. ® Total square footage of the building, including the basement and attic, requires that the building be protected by a fire safety sprinkler system. Consultation with COMM FD and approval regarding location of the FDC and fire lane must be added to the site plan prior to the issuance of a building permit. ® Prior to the issuance of a building permit,the FD ladder truck turn template must be added to the plan and approved by COMM FD to ensure turn adequacy for fire department equipment. ® Cross easements for shared access and parking will need to be recorded prior to the issuance of a building permit. ® Final approval for TSS calculations;provision and implementation of O &M Plan; and the addition and approval of paving details must be obtained from DPW prior to the issuance of a building permit. ® Applicant must obtain all other applicable permits, licenses and approvals required. Upon completion of all work, a registered engineer or land surveyor shall submit a letter of certification,made upon knowledge and belief in accordance with professional standards that all work has been done in substantial compliance with the approved site plan(Zoning Section 240- 105 (G). This document shall be submitted prior to the issuance of the final certificate of occupancy. A copy of the approved site plan will be retained on file. Sincerely, J o- Ellen M. Swiniarski Site Plan Review Coordinator CC: Jeffrey Lauzon, Interim Building Commissioner Elizabeth Jenkins, Director Planning&Development Amanda Ruggiero,Assistant Town Engineer-DPW Martin MacNeeley, COMM Fire Inspector Tom McKean, Director Health Department Attachment: CCC DRI Minor Modification#2 Decision#HDEX07018 �f Commercial Redevelopment 1575 Iyannough Road Hyannis,MA LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN As required by Standard 4 of the Massachusetts Stormwater Handbook, this Long-Term Pollution Prevention Plan has been developed for source control and pollution prevention at the site after construction. MAINTENANCE RESPONSIBILITY The enforcement of the Long-Term Operation and Maintenance Plan. will be the responsibility of the owner of the property. GOOD HOUSEKEEPING PRACTICES. The site is to be kept clean of trash and debris at all times. Trash,junk, etc. is not to be left outside and will be subject to removal at the owner's expense. REQUIREMENTS FOR ROUTINE INSPECTIONS AND MAINTENANCE OF STORMWATER BEST MANAGEMENT PRACTICES All stormwater Best Management Practices(BMPs) are to be inspected and maintained as follows: Water Quality Treatment Unit(Stormceptor. 450i) The water quality treatment structures require periodic inspection and cleaning to maintain operation and function. Owners should have these units inspected on a semi-annual basis and after periods of intense precipitation. Inspections can be done by using a clear Plexiglas tube ("sludge judge")to extract a water column sample. When sediment accumulation reaches 15%of storage capacity, cleaning of the unit is required. These water quality structures must and will be checked and cleaned immediately after petroleum spills; contact appropriate regulatory agencies. Maintenance of these units should be done by a vacuum truck that will remove the water, sediment, debris; floating hydrocarbons and other materials in unit. Proper cleaning and disposal of the removed materials and liquid must be followed. StormTech®Infiltration Systems Maintenance is required for the proper operation of the underground infiltration and detention systems. This includes the subsurface ADS StormTech infiltration and recharge system. Infiltration systems are prone to failure due to clogging if BSC GROUP Fk' S Commercial Redevelopment 15751yannough Road Hyannis,MA the upstream water quality units are not maintained. The use of pretreatment 'BMPs will minimize failure and maintenance requirements. After construction, the infiltration systems should be inspected after every major storm for the first few months to ensure proper stabilization and function. Water levels in the access ports should be recorded over several days to check the drainage of the systems. It is recommended that a log book be maintained showing the depth of water in the detention/infiltration systems at each observation in order to determine the rate at which the system dewaters after, runoff producing storm events. Once the performance characteristics of the detention/in.filtration have been verified,the monitoring schedule can be reduced to an annual basis, unless the performance data suggests that a more frequent schedule is required. Preventive maintenance on the infiltration systems should be performed at least twice a year, and sediment should be removed from any and all-pretreatment and collection structures. Sediment should be removed when deposits approach within six inches of the invert heights of connecting pipes between unit rows, or in sumped inlet structures._. Removal of sediment should be performed by a vacuum truck. Bioretention Areas (Rain Gardens) Raingardens should be watered often in the first two years and especially during hot and dry spells to ensure plant growth and survival. Once vegetation has been adequately established, watering may only be necessary during prolonged periods without rainfall. In the first few months following construction,the raingarden should be inspected after rainfall events. Add or replace vegetation in any eroded areas. The following steps should be performed,monthly: • Prune and weed; • Remove accumulated trash and debris; • Replace mulch as needed. The following steps should be performed semi-annually during the first year and may be reduced to annually thereafter: BSC GROUP Commercial Redevelopment 1575 Iyannough Road Hyannis,MA • Inspect inflow area for sediment accumulation. Remove as necessary; • Add or replace vegetation in any eroded areas; • Inspect raingarden for dead or dying vegetation and replace as needed; • Test planting bed for pH. If the pH is below 5.2, limestone should be applied. If the pH is above 8.0, iron:sulfate and sulfur should be applied; • Remove and replace mulch every 2 to 3 years. SNOW DISPOSAL AND PLOWING The purpose of the snow and snowmelt management plan is to provide guidelines regarding snow disposal site selection, site preparation and maintenance that are acceptable to the Department of Environmental Protection;Bureau of Resource Protection. For the areas that require snow removal, snow storage onsite will largely be accomplished by using pervious upland areas away from paved areas for smaller storms. There are adequate snow storage areas located within parking'lot islands and edges of paved areas away from the wetland resource areas for small, more frequent snowfall events. For larger snowfall events or for additional snow storage space,snowfall will be required to be hauled offsite to a snow stockpile area meeting DEP requirements. The key to selecting effective snow disposal sites is to locate them adjacent to or on pervious surfaces in upland areas away from water resources.At these locations,the snow melt water can filter in to the soil, leaving behind sand and debris, which can be removed in the springtime. The following areas should be avoided: • Avoid dumping of snow.into any water body, including rivers,ponds,or wetlands. In addition to water quality impacts and flooding, snow disposed of in open water can cause navigational hazards when it freezes into ice blocks. • Avoid disposing of snow on top. of storm drain catch basins or in stormwater drainage swales or ditches. Snow combined'with sand and debris may block a storm drainage system, causing localized flooding. A high volume of sand, sediment, and litter released from melting snow also may be quickly transported through the system into surface water. TRAINING OF STAFF OR PERSONNEL INVOLVED WITH IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN The Long-Term Pollution Prevention Plan is to be implemented by property owner of the site.' Trained and, if required, licensed Professionals are to be hired by the owner as applicable to implement the Long-Term Pollution Prevention Plan. ��BSC GROU P Commercial Redevelopment 1575Iyannough Road Hyannis,MA POST CONSTRUCTION PHASE INSPECTION SCHEDULE AND EVALUATION CHECKLIST Inspection Performed BMP Inspection Notes/Remarks ' Schedule Date: By: Method Visually inspect units after March significant rain storms; Water Quality Clean when sediment reaches Treatment 15%of the unit's storage Units capacity; September Inspect immediately after an oil, fuel or other chemical spill. Monitor water level in the March access ports for the first three StormTech@ (3)months after construction; Infiltration Systems Inspect inlets semi-annually; September Remove debris that may clog the system. Inspect to ensure that the vegetation is adequate; June Inspect side slopes for rills or gulleys for three(3)months Bioretention after construction and planting; Areas (Raingardens) Remove trash,sediment& dead vegetation as necessary, September prune&replace vegetation as needed; Mow wet swale annually, if needed. 1. Refer to the Massachusetts Stormwater Handbook Volume Two: Stormwater Technical Handbook (February 2008)for recommendations regarding frequency for inspections and maintenance of specific BMP's. 2. Inspections to be conducted by a qualified professional such as an environmental scientist or civil engineer. Other Notes:(Include deviations from Conservation Commission Orders of Conditions,Planning Board Approvals and Approved Plans) BSC GROUP TSS Removal Calculation Worksheet Location: 1575 IYANNOUGH ROAD BSC GROUP Project: COMMERCIAL REDEVELOPMENT Prepared By: B. Yergatian Date: 07/20/2017 Proposed Watershed Areas 3S, 6S (Parking Area and Raingarden Area) Pretreatment- None Total Impervious Area, Acres= 0.314 A B C D E TSS Removal Starting TSS Amount Remaining Load (C- BMP Rate Load* Removed BxC D Rain Garden 0.9 1.00 0.90 0.10 Infiltration Trench 0.8 0.10 0.08 0.02 TSS Removal 0.98 Proposed Watershed Areas -5S (Building Roof& Connector Drive) Pretreatment- None Total Impervious Area, Acres= 0.102 A B C D E TSS Removal Starting TSS Amount Remaining Load (C= BMP Rate Load* Removed BxC D StormCe for 0.77 1.00 0.77 0.23 Infiltration Trench 0.8 0.23 0.18 0.05 TSS Removal'= 0.95 WEIGHTED AVERAGE Total = Sum (Watershed Impervious Area.* TSS Removal Rate) Sum(Impervious Area) Total Site TSS Removal =1 0.97 *Equals remaining load from previous BMP (E) Town of Barnstable x �tHE Building Department Services Jeffrey Lauzon, Interim Building'Commissioner- ', BARNSTABLE w =AMSfABIX NAM ' 200 Main Street 'Hyannis MA 0260 f } 1 J t69.1014 Y wwwAoN�n.barnstable.ma.us Office: 508-862-4038 a Fax: 508-790-6230 July 26,2017 Mr. Ronald J. Silvia f c/o BSC Group, Inc. 349 Route 28,Unit D ; West Yarmouth,MA 02673 RE: Site Plan Review#013-16 Silvia Office Building-Post DRI Approval rt 1575 Iyannough Road;Centerville Map 253,Parcels 009 T00 and 0,09 B00 Proposal: Permitting and construction of a 2-st6ry office building(rion-medical)with parking lot, site utilities,drainage and landscaping.*.Site access/egress for the proposed development would be via shared driveway,which is partially located on the locus property and partly on the abutting property which exists under common ownership. Dear Mr. Silvia: Please be advised that the above proposal was approved at the formal site plan review meeting ,held July 20, 2017 subject to the following: ® Approval is based upon, and must be substantially constructed in accordance with plan entitled,"Commercial Redevelopment— 1575 Iyannough Road,-Hyannis"consisting of.9 sheets,dated April 26,2016 with final revision May 16, 2017; and'stormwater report and plans entitled"Storm water Management Narrative" dated July, 18,;2016,last revised May 17,2017;both prepared by BSC Group,West Yarmouth for Silvia& Silvia LLC; and, elevations and floor plans entitled"Proposed Commercial Building— 1575 Iyannough_., - Road,Hyannis''consisting of 5 sheets dated February 7,2017 and'prepared by Northsid.e Design Associates, Yarmouthport. ® Conditions of CCC.DRI Minor Modification,#2 Decision#HDEX07018 (attached) including but not limited to the following: o Prior to the issuance of a Building Permit for and commencement of the Project as modified,the Applicant shall obtain a Preliminary Certificate of Compliance from the Commission. o Prior to the issuance of the Certificate'of Use and.Occupancy by the Town for the Project as modified,the Applicant shall obtain a-Final Certificate of Compliance from the Commission. o Total square footage of the building,including the basement and attic, requires that the building be protected by a fire safety sprinkler system. Consultation with COMM FD and approval regarding location of the FDC and fire lane must be added to the site plan prior to the issuance of a building permit. ® Prior to the issuance of a building permit,the FD ladder truck turn template must be added to the plan and approved by COMM FD to ensure turn adequacy for fire department equipment. ® Cross easements for shared access and parking will need to be recorded prior to the issuance of a building permit. e Final approval for TSS calculations;provision and implementation of 0 & M Plan; and the addition and approval of paving details must be obtained from DPW prior to the issuance of a building permit. o Applicant must obtain all other applicable permits, licenses and approvals required. Upon completion of all work, a registered engineer or land surveyor shall submit a letter of certification,made upon knowledge and belief in accordance with professional standards that all work has been done in substantial compliance with the approved site plan(Zoning Section 240- 105 (G). This document shall be submitted prior to the issuance of the final certificate of occupancy. A copy of the approved site plan will be retained on file. Sincerely, P Ellen M. Swiniarski Site Plan Review Coordinator CC: Jeffrey Lauzon, Interim Building Commissioner Elizabeth Jenkins,Director Planning& Development Amanda Ruggiero,Assistant Town Engineer-DPW Martin MacNeeley, COMM Fire Inspector Tom McKean, Director Health Department Attachment: CCC DRI Minor Modification#2 Decision#HDEX07018 BSC GROUP * "" ' TRANSMITTAL 349 MAIN STREET,UNIT D,WEST YARMOUTH,MA 02673-www.bscgroup.com Tee 508-778-8919-800-288-8123 To: Silvia& Silvia LLC - Date: September 14, 2017 Attn: Barbara Proj. No.: 48930.02 1284 A Mairi Street Project`. 1575 Iyannough Road Osterville,MA 02655 Hyannis,MA We are sending you: ®Attached ❑ Under Separate Cover ` Via: Delivery Tracking No.: ❑ Overnight Delivery ❑ Picked Up By Recipient M Regular Mail ❑ Taxi ❑ Messenger ❑ Direct From Printer ❑ Other: The following item(s): ❑ Change Order ❑ Drawings ❑ Prints ❑ Samples ❑ Copy of Letter ❑ Photocopies ❑ Reports ❑ Specifications ❑ Digital Media ❑ Plans ❑ Other: Date or No.of Copies Drawing No. Revision Description 1 7/26/17 Copy of letter from Building Department 1 7/20/17 TSS Removal Calculation Worksheet 1 Long-Term Pollution Prevention&Operation and Maintenance Plan 1 71/19/16 Photometric Site Plan provided by Omni-Lite, Inc. 1 8/10/17 Site Plan w/Fire Department modifications This information is: ❑ For Your Information ❑ No Exceptions Taken" ❑,,Resubmit copies for approval ❑ Unchecked ❑ Furnish as Corrected El Return corrected prints ❑ Preliminary El Rejected ❑ Submit _copies for distribution 11 Revised Plans ❑ Revise&Resubmit. ❑.Final Plans ❑ Sent for Your Review&Comment Remarks Barbara please call me if you have.any.questions. Thank you: ..Signed: From:,. : Brian G: Yergatian, P.E.;LEED AP Note [f enclosures a'a-not as noted,please contact us immediately. ' Rev,2015 11 16 :'. Page 1 of 1 3225 MAIN STREET: P;Q BOX 226, BARNSTABLE, MASSACHUSETTS 02630. C XR..E C D (508) 362-3828, Fax;(508)362 31.36 wwW;capecodcornmiss ion.org COMMISSION,' LIMITED DRI/HDEX MINOR MODIFICATION#2 DECISION - Project: Rose Motel Redevelopment/Lakeside Commons(CCC#07018) Project Site/ 1555 Iyannough Road and 15'75 Iyannough Road(Route 132),Hyannis,MA Location: (Assessors Map 253 Parcels 16&19) Owner/Applicant: Sixty North Street Realty Trust,Floyd J.Silvia;Trustee Rose Capeway LLC,Robert B.Kinlin,Manager . Title Information: Deed Book 23358 Page 25;Plan Book 628 Pg 66,Lots 1A and 2A (Original Decision recorded in Deed Book 22903 Page 17) DATE: JUNE 8,2017 SUMMARY Pursuant to Section 13 of the Cape Cod Commission(Commission)Development of Regional Impact(DRI)Enabling Regulations(Revised Nov. 2014),the Commission's Committee on Planning and Regulation(CPR)hereby approves the Applicant's request to further modify the. Limited DRI/Hardship Exemption Decision for the Project as a Minor Modification Type#2,by vote at its June 8, 2017 meeting.This modification is granted to authorize changes to the Project previously approved in the Decision. FINDINGS The CPR hereby finds and determines the following: 1. The Project/Project Site is subject to Limited Development of Regional Impact/Hardship Exemption decisions issued February 12 and March 2.0,2008 (as subsequently modified by decisions dated 11/18/o8,7/2/12,and 9/13/12) ("Decision"). The Project received a Final Certificate of Compliance from the Commission on October 28,2013. 2. The Decision authorized redevelopment and change of use of the former Rose Motel site, including demolition and removal of then existing site development and construction of a Lakeside Commons,Iyannough Rd.Hyannis Minor Modification Type#2 Decision June 2017 Page i new 18,26o sq.ft.office building and ancillary development. The Applicant was scoped for review to the sole RPP issue area of Transportation,and subsequently received hardship exemption relief from Transportation RPP standards. 3. The Project Site is composed of two lots,addressed as 1555 and 1575 Iyannough Road, respectively. An existing office building is constructed on the 1555 Iyannough Road lot; some landscaping and parking were installed on 1575 Iyannough Road to serve that office use. 4. The Applicant now proposes to construct a second office building,approximately 8,500- square feet Gross Floor Area,on the 1575 Iyannough Road lot. It will share the existing site driveway and curbcut with 1555 Iyannough Road,but will be served by its own septic system, stormwater management system,landscaping and parking area. 27 on-site parking spaces. are provided for the new building,which is no more than the Barnstable Zoning ordinance requires. 5. The CPR reviewed the proposed modification at its meeting on June 8, 2017. 6. Section 13 of the DRI Enabling Regulations(Chapter A of the Code of Cape Cod Commission Regulations)allows a permittee or permittee's successor in interest to request modification of a DRI decision for changes to an approved project. The CPR may approve a request for a Minor Modification#2 at a public meeting. 7. Section 13 sets out three categories of DRI modifications. The Regulations describe a DRI Minor Modification#2 as follows: Includes a substantially similar proposal to the original project but involves a minor Change of Use,a minor change to the site plan,or small change to the findings or a condition of the original approval which does not affect the intent or outcome of the finding or condition.A proposed change shall not result in different or increased impacts to the resources protected by the Act and/or the RPP.Such a minor modification maybe . approved by the Committee on Planning and Regulation and does not require further review by the Commission. The Committee on Planning and Regulation shall issue a written decision and send copies to the Applicant,Municipal Agency and the town clerk, building inspector and DRI Liaison of the Municipality(ies)in which the proposed development is located...Minor Modifications#2,as determined by the Regulatory Committee,shall be governed by the RPP in effect at the time of their original approval...' When making its determination,the Committee on Planning and Regulation shall consider the following factors:proposed Changes of Use;changes to the site plan; changes to impacts to resources protected by the Act and/or the Regional Policy Plan(RPP); changes in the number or character.of units,floor area or outdoor commercial area; changes to architectural design or building facade; changes to the findings or conditions of the Commission's original decision; and,other factors that the committee deems relevant to the determination." 8. The Project constitutes a Minor Modification Type#2: • the use is the same as originally approved; • the proposed changes do not meet or exceed a mandatory threshold for new DRI review; Lakeside Commons,Iyannough Rd.Hyannis Minor Modification Type#2 Decision June 2017 Page 2 • changes to the building and site are consistent with current,approved development; impacts to protected resources are minimized or mitigated in the design of the proposed changes and with the measures staff recommends in its RPP comments,below; • such impacts are not different in kind than those addressed in the Decision; • and the proposed changes are not contrary to the findings and conditions contained in the Decision,or Certificate of Compliance issued for the Project. 9. The Project modification is reviewed subject to the 2002 Regional Policy Plan(RPP);which is the version of the RPP in effect at the time the original decision was issued by the Commission: io. The Applicant's modification application and supplemental application.materials submitted to and reviewed by the CPR consist of the following: • Site Plan Set entitled"Commercial Redevelopment,,1575 Iyannough,Road,Hyannis; Massachusetts,April 26,2016,Revised: May 16, 2017,"prepared for Silvia&Silvia LLC by the BSC Group;Yarmouth,MA, consisting of sheets G7100,C-100,C-101,C-102,C-' 103,V71oo,L-1oo(landscape plan),C-200;'C-201. • Lighting fixture specifications sheets and foot candle plan by Omni-Lite Inc.for 1575 Iyannough Road dated.7/9/2o16,`consisting of 11 pages. • Architectural Elevation and Floor Plans for 1575 Iyannough Road prepared by Northside Design Associates,consisting of sheets Al,A2,A3,A4 and A5 dated 2[7/2017,'and four pages of architectural,signage and finish specifications 1575 Iyannough Road Drainage Calculations/Stormwater Management Narrative/ SWPPP/O&M Plan dated 5/16/2017 prepared l y the BSC Group • 1575 Iyannough Road Nitrogen Loading Calculations dated 5/17/17 prepared by the BSC Group • Turf Management and Integrated Pest Management Plan, 1575 Iyannough Road,dated 1/25/2017 prepared by the BSC Group 1i. The Site is not mapped for rare species habitat,and proposed development is located well back from Shallow Pond,which abuts the Site.In addition,the development of the new building uses mostly previously disturbed portions,of the Site; some of the new clearing- allows for development of Low Impact Design(LID)stormwater management facilities. 12. A Project Notification Form(PNF)was filed with the Massacliusetts,Historical Commission, which agency verbally confirmed that the modification to the Project was unlikely to substantially affect significant historic.or archaeological resources. 13. The three parking spaces shown to the front of the proposed building were approved in the prior Decision(they were located to the side of the then-proposed building).The Applicant has provided additional screeningto limit views of these parking spaces from Route 132, which serves as a gateway into Hyannis. 14. The proposed two-story building has a footprint under 4,006 square feet,which is consistent with traditional development patterns.The front building facade,which is 92 feet long and faces Route 132,does not meet the precise amount of facade variation required by standard HPCC2.6.Approximately 20 feet of variation is required for a facade of this length,but the proposal includes only 14 feet of facade variation.The Applicant also included a recessed` Lakeside Commons,Iyannough Rd.Hyannis' Minor Modification Type#2 Decision June 2017 Page 3 front entrance. However,because the building design'incorporates both one-story and two- story masses(approximately one quarter of the building's front facade length is one-story) and because the overall building footprint is modest in size,the design meets the intent of the fagade variation standard. 15. The proposed exterior building materials,which include Hardie-Plank siding(a composite of cement and wood fiber),white cedar shingles,and PVC trim,are consistent with the Commission's design guidelines and standards. 16. New or augmented landscaping is proposed within the new parking lot and along Rte.132. The landscaping adequately buffers the new building and parking,consists of native& drought tolerant species,and appropriately relates the new building to the Site. 17. The Project Site is located in a Zone II Wellhead Protection Area,approximately 1,500 feet up-gradient of wells that provide drinking water to the Barnstable Fire District service area,- and in the Barnstable Harbor watershed.The'Site has shoreline on Shallow Pond but is not mapped within contributing watershed areas to the pond.Approximately 17,500 sf of the, two lots constituting the Project Site is wetland. 18. Paved areas will increase from 6,592 sq ft to 12,682 sq ft at the 1575 Iyannough Road lot.For the two lots combined(1555 and 1575 Iyannough Road),paved and roof areas will total approximately 1.4 acres(1/3 of the upland areas).Turf will total approximately 2/3 acres (approximately 16% of upland areas). 19. 1555 Iyannough Road and'1575 Iyannough Road will each be served by their own title 5 septic system,including a proposed new septic system to serve 1575 Iyannough Road. The septic systems'soil absorption systems,(SAS)are each located 300 feet or further from the high-water shoreline of Shallow Pond.:The new building will generate 527 gallons of wastewater per day(gpd)and 1,897 gpd'for the two improved lots combined,based on Title 5 wastewater design flows. t 20.Under the RPP,projects in Zone II Wellhead Protection Areas are limited to a site-wide nitrogen-loading concentration the higher Of 5 ppm-N;or a site's existing nitrogen load. When the Project was originally approved,.the baseline existing site nitrogen load was 12- ppm N. The nitrogen loading calculations submitted with the modification request show an increase in the site-wide nitrogen loading concentration for groundwater from 1.9 to 6.1 ppm-N for 1575 Iyannough Road,and an increase.in the site-wide nitrogen loading concentration for groundwater from 6.4 to 7.9 ppm-N(when adjusted for wetlands,8.o ppm-N)for the combined two lots constituting the Project Site. Under proposed modified conditions,the site wide nitrogen load is less than the load that existed when the Project was first approved,.consistent with the RPP. A sewer connection is not yet available to the.Site. With other development proceeding on nearby properties,a sewer connection/extension may become available to the Site in the near future. Given the Site's location in a Wellhead Protection Area,the Project should consider connecting to municipal sewer when it is available. 21. New stormwater runoff will be maintained on site during the 24-hour.25-year storm event and the Project modification will not increase runoff to.the adjacent property to the west and the conservation area within the:pond'buffer to the south of the Site.Collected runoff will be conveyed directly to sub-surface infiltration chambers from proprietary catch basins. Lakeside Commons,Iyannough Rd Hyannis Minor Modification Type#2 Decision' June 2017 Page 4 Proposed stormwater facilities incorporate LID features and biofiltration practices to treat the first inch of runoff from the new parking area,meet TSS removal requirements,and requirements for minimum separation distance to groundwater.The Operations and Maintenance(O&M)Plan for the stormwater system also contains provision for maintaining the rain gardens. 22.The Applicant's turf and landscape management protocol incorporates water conservation measures,integrated pest management limiting chemical pesticide and fertilizer use,and is consistent with Barnstable's nutrient control ordinance adopted`as implementing regulations pursuant to the Cape-wide Fertilizer Management district of critical planning concern. 23.The modification proposes 4 additional''lighting fixtures.The new parking area fixtures provide appropriate light levels and meet all Commission regulations for light cut-off.The specifications provided for the new building mounted fixtures meet Commission guidelines in that they are fully shielded and will generate a low light output similar to residential fixtures. 24.The Applicant proposes signage for 1575 Iyannough Road to match,existing signage at 1555 Iyannough Road,the design of which is consistent-with Commission regulations. 25.With the addition of 8,500 square feet of office space,transportation staff estimates that site will generate an additional 52 weekday daily trips,7 AM peak hour trips,and 7 PM peak hour trips.These estimates are based on information contained in the Institute of Transportation Engineers Trip Generation Manual,9th Edition for Land Use Code 710 (Office Building)with reduction allowed under the original decisions(25%reduction for implementation of trip reduction measures and a 10% reduction for locating in an activity center). Based on the rate present in the original decision,as modified,the additional congestion mitigation payment required for this modification is$10,325($1,475 per peak hour trip X 7 trips): CONCLUSION Based on the above Findings and determinations,the Commission's Committee on Planning and Regulation hereby approves the requested further modification to the Decision as described herein as a Minor Modification Type#2,subject to the following Conditions: CONDITIONS 1.All findings and conditions in the Decision continue to apply as written except as expressly modified herein. To the extent there is.conflict or ambiguity between this modification decision and the DRI Decision,this modification shall control. " 2.The Decision,as modified,shall be appurtenant to and run with the property which is the subject Project Site,and shall bind and be enforceable against,and inure to the benefit of,the Applicant/Owner,its heirs,successors,and assigns. Lakeside Commons,Iyannough Rd.Hyannis Minor Modification Type#2 Decision June 2017 Page 5 3. This decision shall be effective upon its recording by the Commission at the Barnstable Registry of Deeds. The Applicant shall have three years from the date of recording to obtain necessary local permits,licenses and approvals for the proposed Project changes pursuant to and in accordance with this decision: 4.Failure to comply,and remain in compliance,with all terms'and conditions stated in the Decision,as modified,shall be deemed cause to revoke or further modify the Decision. 5. The Project,as modified herein,shall.be undertaken,constructed and maintained in accordance with the Findings and Conditions'set out herein,including the plan sets and other information and documents reviewed,approved and referenced herein under Finding 16,which plans,documents and other information shall either substitute or supplement,as the context allows,for plans,documents and other information previously reviewed and approved in the DRI Decision. This decision does not permit any other work or development at the Project Site, except as specifically authorized in the Decision and modified herein. The site,building, planting and lighting plans referenced in:Finding 10,shall constitute the approved plans for the Project,as modified.Any further changes to the approved Project or on the Project Site, as modified herein,shall require further modification to the Decision,in accordance with the Modification section of the Commission's Enabling Regulations then in effect when such modification is sought.All other plans,information and documents required to be submitted as conditions of this decision shall hereby be incorporated into this decision as and when received, reviewed,and approved by Commission staff. 6.Prior to and as a condition to issuance of a Building Permit for and commencement of the Project,as modified herein,the Applicant shall obtain a Preliminary Certificate of Compliance from the Commission that evidences that all conditions in the Decision,as modified herein; , required to have been satisfied prior to the issuance of a Preliminary Certificate of Compliance have been satisfied,and.that the Project is in compliance with the DRI Decision,as modified herein. 7.Prior to and as a condition to issuance of the Certificate of Use and Occupancy by the Town for the Project as modified herein,the Applicant shall obtain a Final Certificate of Compliance from the Commission that evidences that all conditions in the Decision as modified herein have been satisfied prior to issuance of a Final Certificate of Compliance and that the Project is in compliance with the Decision,as modified.herein. 8.Commission staff shall undertake a review of the Project's compliance with the Decision,as modified herein,upon the Applicant's request to the Commission for issuance of a Preliminary or Final Certificate of Compliance.At the time the Applicant requests such a Certificate,.it shall provide to Commission staff a list of key project contact(s),along with their telephone numbers, mailing addresses,and email addresses,in the event questions arise during the Commission's compliance review.As part of its review of the Certificate request,Commission staff may make, and theApplicant hereby authorizes,a site inspection,as needed,at reasonable times and upon reasonable.notice to the Applicant.Upon review,the Commission shall either prepare and issue Lakeside Commons,Iyannough Rd.Hyannis Minor Modification Type#2 Decision June 2017 Page 6 the requested Certificate,or inform the Applicant in writing of any compliance deficiencies and the remedial action required for the issuance of the requested Certificate. 9.The Applicant shall obtain all necessary federal,state,and local permits for the Project,as modified herein. Prior to and as a condition to issuance of a Preliminary Certificate of Compliance by the Commission,the Applicant shall obtain all necessary discretionary municipal permits,licenses and approvals for the Project as modified herein,and provide to the Commission a copy of such approvals and copies of final plans approved therein to determine. consistency with the plans approved herein. Simultaneously,the Applicant shall also provide the Commission copies of any necessary state or federal licenses,permits or approvals. io.Prior to and as a condition to issuance of a Preliminary Certificate of Compliance by the Commission,the Applicant shall provide written proof to the Commission that a copy of this decision and approved Project plans have been received by the Project general contractor(s). A copy of this decision and approved Project plans shall be kept on site through completion of the approved work,and distributed to Project sub-contractors. 1i. Prior to and as a condition to issuance of a Preliminary Certificate of Compliance,the Applicant shall provide to Commission staff for review and approval construction or bid-level stormwater drainage design plans and post-construction inspection protocols. 12.Prior to and as a condition to issuance of a Final Certificate of Compliance by the Commission,Commission staff will conduct a site visit to confirm that the site,landscaping, exterior lighting and building have been constructed and installed according to the terms and conditions of the Decision,as modified herein, including the approved project plans referenced herein;to confirm that no signs,vegetation,or other visual obstructions have been placed in a manner that would create an obstruction to safe sight distance at the Site drive;and to confirm that the Travel Demand Management Plan has been implemented. 13.The Applicant shall pay$10,325 in transportation mitigation which shall be held by the Cape Cod Commission for the benefit of,and released upon request,to the Town of Barnstable for town initiatives intended to advance congestion mitigation measures or to support alternatives to automobile travel. Such payment shall be made prior to and as a condition to issuance of a Final Certificate of Compliance by the Commission,made payable to the Barnstable County Treasurer. 14.The Applicant shall not place any signs,landscaping,or other visual obstructions in a manner that would create an obstruction to safe sight distance at the Site drive. 15.The Applicant shall implement the same Travel Demand Management Plan for 1575 Iyannough Road developed for the exiting office building at 1555 Iyannough Road. Signature page follows Lakeside Commons,Iyannough Rd.Hyannis Minor Modification Type#2 Decision June 2017 Page 7 c F SIGNATURE Executed this_ day of USE. 2017. t Signature Print Name and Titte COMMONWEALTH OF MASSACHUSETTS, Barnstable, ss �r,+,c�'E ,2017 Before me the undersigned notar y.ry public;;personally appeared in his/her capacity as CIWI H,A4 4GlG l,I�-�f the Cape Cod Commission,whose name is signed on the preceding document,and such person acknowledged to me that he/she signed such document voluntarily for its stated purpose. The identity of such person was proved to me through satisfactory evidence of identification,which was[:]photographic identification with signature issued by a federal or state governmental agency, [ ]oatli or affirmation of a credible witness,or'N personal knowledge of the undersigned. ¢� 1EF R ry K RIBcIRO COMMONWEALTH OF MASSACHUSETTS My Commission Expires VA October 08, 2021 NOt Ty Pll SEAL My Commission Expires: Lakeside Commons,Iyannough Rd.Hyannis Minor Modification Type#2 Decision June 2017 Page 8 of 8 e 3225 MAIN STREET P.O. BOX 226 r• ` BARNSTABLE, MASSACHUSETTS .02630 CAPE COD C'U (508) 362-3828 • Fax(508) 362-3136 m`www,.capecodcommission.org COMMISSION July 17, 2019 � /• r.a _ ZE Zt .` Ronald J. Silvia yCo Silvia and Silvia-LLC 1284-A Main Street '. . P.O:Box 430 Osterville,MA 02655 . RE: Rose Motel Redevelopment/Lakeside Commons(CCC File# 07018) Final Certificate of Compliance x Dear Mr. Silvia: Enclosed please find an executed Final Certificate of Compliance for the Rose Motel Redevelopment/Lakeside Commons to be recorded with the Barnstable County Registry of Deeds as you see fit. If you do record the Final Certificate of Compliance,please provide the Commission' with a copy of the recorded certificate showing the Barnstable County Registry of Deeds date stamp, and instrument number for our files. ' Thank you for your attention to this matter and should you have any questions;`please do-not - hesitate to call. ♦ Sincerely,, , Lisa Dillon ` Acting Commission Clerk Enclosure cc: Brian Florence ° Barnstable Building Commissioner , r 3225 {'MAIN STREET .s P.O. BOX 226 BAR.NSTABLE, MASSACHUSETTS 02630 a CAPE COD (548)362-3828 • Fax(508)362-3136 • www.capeco.dcommission.org COMMISSION FINAL CERTIFICATE OF COMPLIANCE 1575 Iyannough Road;Barnstable Project: Rose Motel Redevelopment/Lakeside Commons (CCC File #07018) : Project Site/ 1555 and 1575 Iyannough Road(Route 132), Barnstable Location: (Assessors Map 253 Parcels 16&19) Owner/Applicant: Sixty North Street Realty Trust, Floyd J. Silvia,Trustee Rose Capeway LLC,Robert B. Kinlin,Manager c/o Ronald J. Silvia,Manager;Silvia and Silvia LLC 1284-A Main Street,P.O. Box 430 Osterville,MA 02655 Title Information: Deed Book 23358 Page 25; Plan Book 628 Pg 66, Lots 1A and 2A (Original CCC Decision recorded in Deed Book 22903 Page 17) Issue Date: July , 2019 This Final Certificate of Compliance confirms that the Owner/Applicant has properly complied with and satisfied the terms and conditions of the Development of Regional Impact/Hardship Exemption decision for the above-referenced Project dated March 20, 20o8, as modified by further decisions dated 11/18/08, 7/2/12, and 9/13/12 and 6/8/17(collectively,"Decision").' Issuance of this Certificate in turn authorizes Town of Barnstable Building Officials to issue a Certificate of Use and Occupancy for the building at 1575 Iyannough Road. This Certificate acknowledges receipt of and incorporates the construction-level/`as-built' building plans for 1575 Iyannough Road entitled"1575 Iyannough Rd, Hyannis,MA,New Offices, Phase 2,"dated 4/9/18,prepared by Northside Design Associates and Philbrook Engineering for Silvia&Silvia, consisting of sheets Gi;Al through A13; Sl; S2; and S3,which the Commission has determined are consistent with those plans approved under the Decision. This Certificate is issued subject to the following: • In Fall 2019, or sooner.if favorable conditions allow,the Owner/Applicant shall re-seed/ re-plant the side slopes and basin of the bioretention area immediately south of the rear . parking lot at 1575 Iyannough Road; 1 The Decision,as modified,involves both the 1555 Iyannough Road and 1575 Iyannough Road properties, which abut one another and share a common driveway/site access. The Commission previously issued in October 2013 a Final Certificate of Compliance for the approved building/development at 1555 Iyannough Road;this Certificate is for the approved building/development at 1575 Iyannough Road,the site of the former"Rose Motel. Lakeside Commons,1575 Iyannough Rd.,Barnstable Final Certificate of Compliance July 2019 Page 1 I� y • Owner/Applicant shall install and maintain a bicycle rack in_a location visible from and easily accessible to the entrance of the 1575 Iyannough Road building;. • Owner/Applicant shall install and maintain a bulletin board with bus schedules and other information about trip reduction and alternative transportation options (e.g. bicycle maps,ride sharing, etc.) in a common area of the building at 1575 Iyannough _ Road. Signature page follows ' Lakeside Commons,1575 Iyannough Rd.,Barnstable j Final Certificate of Compliance July 2019 Page 2 SIGNATURE PAGE f Executed this l day of July 2019. Kristy atori, Executive Director i COMMONWEALTH OF MASSACHUSEETTS Barnstable,ss July 7 , 2019 Before me,the undersigned notary public,personally appeared Kristy Senatori,in her capacity as Executive Directonof the Cape Cod Commission,whose name is signed on the preceding or attached document, and such person acknowledged to me that she signed such document voluntarily for its stated purpose. The identity of such person was proved.to me through satisfactory evidence of identification,which was [ ]photographic identification with signature issued by a federal or state governmental agency, [ ] oath or affirmation of a credible witness,or [X] personal knowledge of the undersigned. JONATHON D.fDMAN Notary Public commOWNALTH OF MASUCMUSIM ' My Commission Expires August M 204si . . o Public SEAL Commission Expires: r Lakeside Common,s,1575 Iyannough Rd.,,Barnstable . * Final Certificate of Compliance p July 2019 Page 3 of 3 - b.o b.o o.o 0.o b.o b.o b.o b.o b.o b.o o.o b.o b.o 0.o b�o\b.o 061 �. b.o b.o 0.o o.o b.o b.o,, b.o 0.o b.o 0.o b.o o.o b.o o.o o.o b.o�.off b.0 b.o cJ� b.o o.o b.o b.o o.o i o.o 0.o o:o., b.o o.o b.o b.o b.o 0.o 0.o o.arq o.o 'I o.o b.o b.o o.0 O /4; o.o b.o 0.o o.o b.o/o.o o.o o.o b.o Vo„ b.o b.o b.o b.o b.o o.o b.o 0:o o.o b:o o.0 0.0 o.o o.o o.o o.o b.o b.0 0.o 0.o o.o o.o o.o o.o bx0 o.o 0.0 0.o (350 .0 0:0 0.0 '.o o.o o.o o.o o.o 0.0 o.o o.o b.o o.o 'o.o o.o o.o o.o o.o o.o o.o b.o b.o"'''o:o�o 0 0.0 0.0 0. o.0 0.0 0.0 0.o b.o 0.0 \ I N: o.o b.o b.o 0.a o.o %o.o b.o o.o b.o o.0 0.0 0.0 0.o b.o ;Q,o- o.o o.0 0.0 0.o b.o 0.0 0.0 b.o b.o o.o b.o b.o b.o o.o b.o o.o o.o o.o b.o �o o.o o.0 0.0 0.0 0.o b.o b.o o.o o.o 'o.oi o.0 o.o 0.0 0.0 0.0 b.o o.o L i b.o 0.o 0.o b.o o.o 0.0 0.o 0.o 0.o o.o o.o 0.o o�.o o.o b.o 0.0 0.0 0.o ,o b:o o.o b.o b.o o.o o.o o.o o.o b.o b.o o.o o.o o.o o.o o.o o.o o.o o.o o.o b.o o.o o.o o.o b. b.o- o.o o.o o.o- b.o o.o o.o o.o b.o i - Outdoor Luminaire Schedule 0.o 0.0 0.0 0.0 0.0 %b.o 0.o 0.o 0.0 0.0 0.0 0.o b.o 0.0 0.o 0.0 0. b.o 0.0 �0.0 0.o 0.0 0.0 0.0 b.o Symbol Qty Label Description Arrangement Arm Lum.Lumens LLF Filename 2 BKMF NS-LED-e66-MFL-12,AR-LED-TR-e66-MFL-12 SINGLE 0 458 0.900 .LED-e66-MFL-I2-ITL85922JES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0©.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0( 0:0 I'0.0 0.0 -0:0 0.0 0.0 0.0 _Q p VR VRS-IV-BOVLED NW-525mA-HS SINGLE 1.5 7574 0.900 VRS-4S-80VLED NW-525.ies b.o o.o o.o o.o o.o b.o 0.o b.o b.o o.o o.o b.o o.o o.o o.o �o`ono o_ U 0.0 01p o.o b.o 0.0 'o.o o.o o.o o.o o.o b.o 0.o 0.0 0.0J o:,/��o1.z o.o b.o o.o, o.o o.o o.o o.o o.o o.o �'o.o o.o o.o o.o l I ./BKMF Luminaire Location Summary 0.0 0.0 0.0 0.0 0.0 ri 0.0 0 0 7.9 0 0.0 0:0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LumNo Label X Y 2 Orient Tik 1 BKMF 533 1712.6 10 59.642 0 0.0 0.0 0.0 0.0 0.0 0.0�` 0.0 0/: 0 _0 UO_ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 BKMF 513.5 " 1667.75 10 245.854 0 < __ 3 VR 463.25 1596.75 18 345.964 0 _ 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 �0.0, \ .0 0.0 0' b.o b.o b.0 0.o b.o 0.0 0.0 '0.0 4 VR 442.5 1515.25 18 345,964 0 f 0.o 0.o b.0 b.0 0.0 0.0 0-0 b\ bib 0.0 0.0 b.o 0.0 0.0 0.0 0.0 o.o 0.o o.o b.o b.o o.o �o:o b.o b.o b.0 KMF o b.o o.o b.o 0.o o.o 0.o b.o 0.o Calculation Summary B.� /,' ? Label CalcType Units Avg Max Min AvgiMin Max/MIn I �\ ^�� I_ CalcPts 1 _ Illuminance Fc 0.13 2A 0.0 N.A. N.A. 0-0 0-0 0.0 0.0 0.0 0.0/0.0 0. 0.1 \ 1 0. �. \ 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I ` + 0.0 0.0 0.0 0.0 0.0 Oro 0.1 '7 1 b.1 0\0.1 0.1 0.1 0 0.0 '.o/ 0.0 0.0 0.o 0-o 0.0 Vo b.o o.o o.o b.o b.o b.o o.o o.z Jio-s- 10101:0.3 6.1 6.1 0.1 0.0 0.0 0.0 0:o b.o b.o o.o o.o b.o 0.0 , 0 20' 40' 80' b.o 0.o 0-o 0.0 0.0 0.0 ,'0.1 0.4 --0.7 0.6`-0.4 0.3�. - Q,1 0.1 0.0 0-0 ;0.0 0.0 0.0 -b.o 0.0 0,'0 _ . ,1 i. ` to 0.8 0.3 a.1 0., oA 0 0.o o.o o.o 0.0 0.0 10.0 b.o b.o 0.0 0.o b.o 0 0.2 b.1 1 8 1.6 1.1 .'I�0.1 00 8 0.�0-0 0.0 b.0 0.0 0.0 // `��' % OMNI-LITE INC. b.o 0.o O-0 0.0 b.o 0.0 b.I b0 6;'J 4-R 2.2 1.5 0.9'/0�V2� 0.1 0.0 0.0 0.o 0.0 0.0 0.0 0.0 0-o7 263 WINN STREET BURLIN76N,MA.01803 y f•. V I J PH#781-272-2300,FAX# 781-272-0759 � .omnilightcom 7 / PROJECT.. 0-o 0.0 0.0 0.0 b.0 0.0 I 0.1 0.5/ �$2.4 1.4 70:8' '. 0 b.1 0:0 0.o 0.0 0.0 0.0 .o 0.0 0.0 L \ � 1575 lyannough Rd. b.o b.o o.o b.o 0.0 b.o,r b., 0 8 1.8 1.9 1:2 V 6 -1 b., o.o b.o b.o' b.o o.o b.o b.o b.o CLIENT' .. 0.0 b.0 0.o b.0 0.0 0:1 b.2 0 1.6`--.5 1.5 1.1( 0.6 0.1 �0.1 0.0 0.o O.0 0.o 0.o 0.o 0.0 0.0 l % XXX 0.0 0.0 0.0 0.0 0.0 0.1 0.4 to-8 1 0 1.0 1.0 o.9 0.5 0.1 0.1 0.o O.o o.o O.o o.o 0.0 0.o !O.o �•� SCALE.' FEET FILE: . �\ omni 1575lyannough rd 01.a m 0.0 0.0 0.o 0.o 0.0 1b.1 0.5` '1.0 1.0 0:9, 0.8 b.7� 0 1 0.1 0.o 0.0 0.0 0.0 r 0:0: 0.0 1 SALES PERSON: i ``"0 ' DATE: 0711912016 �, i � - Sean Goulding o.o o.o 0.o o.o o.1f 0.z 0/ i.s 1.3 1.1 0.9 \0.6 0.4 .2 0.1 0.o b.o o.o b.o o.o/ THESE DRAWINGS ARE FOR CONCEPTUAL USE ONLY .( �I ll l AND ARE NOT INTENDED FOR CONSTRUCTION. VALUES 0.0 0.0 0.0 0.0 O11 0.2 '1.8 1.8 '1.5 1.1 0.6 0.3 i 0.2 1 0.0 0.0 0.0 0.0 0;0 REPRESENTED ARE AN APPROXIMA TON GENERATED FORM � / DATA SUPPLIED BY LAMP MFG.AND TESTING LABS. 0.0 0.0 b.0 0.0 0.1. 0.6 ?,�. ' , 2.2 1.5 0. A.5 0.2I 0.1i, 0.1 0.0 0.0 0.0 0.0 0:0 VR �/ b.o o.o b.o b.o 'b.1 b.5 .38 2.,t 1.4 b. 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TR. ; � POLE / 3 / l A. • ; -- 1 f `� ' / MAP / 1 r " ' ' —__ ✓ ®/ O / P CIE. 198 Z �' 0/y / T4-P3 w •/ e" VVF �� f ! l i `! -- - 'coos PAI[NTED / A10.3' � � � r � � i UP • . / 4 �' 45 S 14'15'30" 639f TO EDGE OF ATE 650't tE ORD PLAN RD 1 ZONE C O j Vj M E RC IAL • , .-' YB N #2g #27 / , REDEVELOPMENT -P1 PROPO D DUMPSTER • , • /%� ✓ O / ` D/ENCLOSURE , z • / / 28 /,r ,w T -P3 EDGE OF BVW �, / .,� f ,` O Q LAWN h ✓ I t ,_a,. � �11 r PR(�POS`E� " F cn � ,/� 44 �! _ �, REMOVE & DEMOLISH � c, 'WF 24Y \ 2` / �/' / / / :/ SILVIALO DTR. '• . ,/ TYP. , BIT. �D'�'y 2 STQRY ` �TUNINOU DRIVE �_ / p 1575 IYANNOUGH ROAD AND PARKI G AREA EDGE OF WATER 34.5 • a/ ASORS,MAP 253 `� OFFICE --B / p` TREE °�dE _ t' / BUILDtNG EXISTING 3 q I WF fi' / PARCEL 19T - p 6,723�"F.� ' to #23 ��, l � `� T3-Pl_-.-�' WF 37 ��� 91,965f' S.F UPLAND \ d � ! R�NGARDEN \ WF#34 _ 11,9T3t S. VYE?LAND LA + s \ ►� s 1 N \ °f WF#3 c9 n\ \� --� #3 �`-/ / F` o /,a / /61' /103.938i� S.F. TOTAL $ Q WF#22 . WF#21 f WF#35 / / .� /'� N N / f / 2.4 'ACRES TOTAL ` �� 21.0 _ N HYAN N I S \ �_ RE MAINS OF T3-P2 / / As f �o Q Ise' t o �� `O 2 Roo,,,O t� 0 [ 01 lrHli� Y t -- -- ®--- / t�P �, �c� • . �1 1 � 1 f _-.� W._ . : _. . :; '` �B �.�.�� BUSINESS. MASSACHUSETTS CB 1 . SIGN WF#18 r� c,,, T3--..P3 � ^�°s.�-- � � f � �-' V ' � �® �' CCB SwF#is � ,,rr / PROPOSED \4 _'• •:,. . , • _- / - --- up (BARNSTABLE COUNTY) REMAINS OF /CONC. BI-OCK �/` BIORETENTION AREA — WF#V7 \ FO N TION ( /� 2,728 S.F. \ \ 1'"'�--�w / \ Q 7 GB STRIP ( SAWCUT WCU ' r 4 — PAVEMENT �—�X. SUBSURFACE P''vEM T i-� sAwuT �` LAYOUT & MATERIALS - •1a y N p q J -- f INFILTRATION. ) 1 O -�._'_ SYSTEM / / PAVEMENT C.B In p FIRE LAN91 E /� , "�\ v g N PLAN 8' WIDE / q O C^ N q V •• / �� - - , �,,✓' m / EXISTING a�.�.,,,�- RAINGARDEN ` Q �WF#12 �j ° =--`�® N F /\ ! f 4 WIDE CONCRETE eLr : O 3' APRIL 26, 2016 SILVIA, FL l J. TR. i `� SIDEWALK p�7 O .� T1-P3 O ASSESSORS AP 253 r� C l WF#11 WF#10 y \ \ PARCE L 16 9 ,319t S.F. ,1PLAND • WF#9 �'�y^ \1 0 5 i30± S.F. v'ETLAND -�_... WF#8 \ 9 ,549 S. OTAL • / T1-P2 \ WF#7 WF#6\q \ \ `� 2 2t AC R TVL T1-P1 EDGE OF WATER•34.5 I _.,., ._--• ., ,�- N0. DATE DESC. 493.s6 To CALCULATION LINE i �' o �► 1 7/18/16 BUILDING FOOTPRINT -- - S 4°15' AO"W 496± TO EDGE OF WATER 540'± RECORD PLAN I HFi a o O 2 2/1/17 PER CAPE COD COMMISSION f f / Z 3 3/22/17 PER CAPE COD COMMISSION / / #3' / ' / 4 5/16/17 NEW BIORETENTION AREA 5 � WF#2 8/10/17 PER COMM FD •• / �a r Al WF#1 p:5a z b �w N/F p p LAKESIDE CENTER LLC N N ASSESSORS MAP 253 I i mac, PARCEL 15 / CC CC PREPARED FOR: SILVIA & SILVIA LLC CB 1284A MAIN STREET GB OSTERVILLE, MA 02655 m SUP ., BSC 349 Route 28, Unit D W. Yarmouth, Massachusetts UP 02673 508 778 8919 © 2016 BSC Group, Inc. SCALE: 1" = 40' 0 20 40 80 nmr FILE:4893002-SP.dwg DWG. NO: SHEET e_10Q JOB. N0: 48930.02