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xt Town of Southold 10/14/2016 a P.O.Box 1179 ' n 53095 Main Rd ��✓7j� ��o� Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 38584 Date: 10/13/2016 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 2400 Ruth Rd,Mattituck SCTM#: 473889 Sec/Block/Lot: 106.4-4 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 1/29/2015 pursuant to which Building Permit No. 1 39513 dated 1/29/2015 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: ONE FAMILY DWELLING (MODULAR)WITH ATTACHED GARAGE, BREEZEWAY, DECKS AND WOOD ENTRY AS APPLIED FOR The certificate is issued to Stern,Peter of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-13-0069 10-11-2016 ELECTRICAL CERTIFICATE NO. 39513 08-23-2016 PLUMBERS CERTIFICATION DATED 10-13-2016 Christopher James A rized Signature TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE o� • 4� SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 39513 Date: 1/29/2015 Permission is hereby granted to: Stern, Peter 70 W 36th St FI 10 New York, NY 10018 To: construct a new single family dwelling (modular) with attached garage & decking as applied for; _ CO fee paid under BP#38797 At premises located at: 2400 Ruth Rd , SCTM # 473889 Sec/Block/Lot# 106.-1-4 Pursuant to application dated 1/1/1900 and approved by the Building Inspector. To expire on 7/30/2016. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $1,712.80 Total: $1,712.80 Building Inspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building,industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial $15.00 Date. New Construction: Old or Pre-existing Building: (check one) Location of Property: D N IDb I�C Ll.�'V` Qd House No. Street Hamlet Owner or Owners of Property: -:S4-c (� Suffolk County Tax Map No 1000, Section b Block Lot Subdivision Filed Map. Lot: Permit No. I Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ Applicant Signature SOVry®l 0 Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 • �Q roger.riche rtCcD-town.southold.ny.us Southold,NY 11971-0959 Q �yCourt� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Peter Stern Address: 2400 Ruth Road City: Mattituck St: New York Zip: 11952 Building Permit#: 39513 Section 106 Block: 1 Lot: 4 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Elec Tec Inc. License No: 4814-ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage X INVENTORY Service 1 ph 200A Heat Duplec Recpt 4 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt 3 Wall Fixtures 2 Smoke Detectors Main Panel 200A A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel 100A A/C Blower Range Recpt Fluorescent Fixture 2 Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect 200A Switches 4 Twist Lock Exit Fixtures TVSS Other Equipment: Modular House, - NY State Approval # 19-63663. Site Built Garage Notes: Inspector Signature: Date: August 23, 2016 OOElectrical 81 Compliance Form.xls - f "soUTya;: :moo .�,�;;• Town Hall Annex Telephone(631)765-1802 54375 Main RoadFax(631)765-9502 P.O.Box 1179 ' Southold,NY 11971-0959 �O BUILDING DEPARTMENT TOWN OF SOUTHOLD .CERTIFICAT-IO_N Date: -4-c' Building Permit No. "3951 Owner: �e�-errs ---- - - (Please print) .--Plumber:-�'�r - f..�. (Please print) I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. -- -- ' (Plumbers Signature) Sworn to before me this /3 day of DC-to 2E2 ; 20_LL_, D CC�[ OVt ' Notary Public, T-57vo y FFoL f< :;County- 0 CT 1 3 2016 BUMDING DEPT. MICHAEL J.HENRY TOWN OF SOUTHULD Notary No 01,state of New York Qualified in Suffolk County w Commission Expires Nov.22, 0�� NICHOLAS A. VERO, ARCHITECT Architects and Professional Engineers z--Af August 22, 2016 Town of Southold 53095 Rte. 25 PO Box 1179 Southold, New York 11971 ! DD Attn: Mr. Michael Verity,Chief Building Inspector _ OCT " 3 2016 Reference: Stern Residence 1sUffiDING DET. 2400 Ruth Road TOW fi OF SOUTHOLD Mattituck, New York To Whom It May Concern, Please be advised that I have inspected the above referenced property and herby certify that the foundation has been designed and constructed in accordance with the Residential Code of New York State, 2010 Edition. Furthermore,the ceiling joists that have been installed in the garage (TJI 360) are sufficient to carry the prescribed loads. If additional information is needed, please contact our office. Very Truly YoursCIA . � sN 6 A NICHOLAS A.VERO,ARCHITECT ,ca' off, Nicholas A.Vero w 19-4*y F 120 MILL ROAD WESTHAMPTON BEACH, NEW YORK 11978 631-288-1404 FAX 631-288-0549 nveroarch@aol.com NICHOLAS A. VERO, ARCHITECT Architects and Professional Engineers =Af October 7, 2016 Town of Southold 53095 Rte. 25 P.O. Box 1179 Southold,New York 11971 Attn: Mr. Michael Verity, Chief Building Inspector Reference: Stern Residence 2400 Ruth Road Mattituck,New York To Whom It May Concern, Please be advised that I have inspected the above referenced property and herby certify that the foundation has been designed and constructed in accordance with the Residential Code of New York State, 2010 Edition. Furthermore,the ceiling joists (T.J.I. 360) &Door header LVL's that have been installed in the garage are sufficient to carry the prescribed loads. If additional information is needed,please contact our office. Very Truly Yours, Nicct ; Nicholr �eQ txcliitect D � U 0 CT 1 2 2016 aUMDUNGDE". T4wN of SoT,10 �D 120 MILL ROAD • WESTHAMPTON BEACH, NEW YORK 11978 631-288-1404 FAX 631-288-0549 nveroarch®aol.com �[ � hO��Of SOUT,y�lo cOUHi`l,N TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ FOUNDATION 1 ST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING R ARKS: Z DATE �� ��� INSPECTOR i coUNty,� TOWN OF SOUTHOLD BUILDING DEPT. 7fi5-1802 'fi-SPECTION - I ;1FjNDATION 1ST [ ] ROUGH PLUMBING DATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ . ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE INSPECTOR OF SOUryolo � -c-ou TOWN OF SOUTHOLD BUILDING- DEPT. 765-1802 INSPECTION- IF UNDATION i ST [ ] ROUGH PLUMBING [ OUNDATION 2ND [ ] INSULATION [ FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: IV DATE `� INSPECTOR (�I ' OF SOUT�o ' •i o l -'G ' U TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOL ION [ ] CAULKING REMARKS: w L • o � DATE ®71"a-61-1CO INSPECTOR Pooe . pF SO(/lyolo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ° ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: 610< DATE 7/� [ INSPECTO : - SOF SOOT TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ]/ROUGPLEIG. FOUNDATION 2ND [ ] ION FRAMING / STRAPPING [ [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: 6*Vft, U04 �(J Al" O 112 i Y(vy,,ApIp/J C�CP� 0f- [a� • Shy �� .. Mal LN DATE JDA I INSPECTOR SO�Tyo o H O i coUM'1,� TOWN OF SOUTHOLD BUILDING DEPT. 765-1602 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] I LATION [ ] FRAMING / STRAPPING [ FINA Ri�i�/IV Z;FIREPLACE & CHIMNEY [ ] FIRE AFETY INION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FIL) REMARKS: 60 +- sma - 0NA /- p("4 ov, Y DATE INSPECTOR MEWNWO ROUGH FRABMq(; WAM� OWN PLUMBING MMA r 1 STATE ENERGY . , • tl • r tt vim EMBR. �F.,"IMMMMMA .� ' . ' u/ MIArI f 4 f `Tt?aVVN Oi:SOIITtOI�Dd3r :5... .. ,_ + �1?B�'I;IiC!A1O� CH( G' ;1�)�SZ �^��"'- c r ' i:j 5 .z' n>r„t .iy'� { <e, n✓ s gv.: ,Yrs,.,..ri.., x i Y -r' ,.1. Bl<T'IT:'DTl�fiD�E .�,`�: l£j ;,+r "s;:t a �n �. ;t' M: �P�4RTpIVI'EtT=` " ' Do You? aves�needt; eo'Ulyo�wAjtrig;U.efore•appl•}�ing7 �."}, iRt �f' 3$ ��tP r t:. ^r. 3 T'OtWN:I3>AIk.L Board of 4ealth.' �1��' 13 50U 'H[01 D;,;,NY 1.1971 s _:':,•,. ;;: r:;. h,R<', ,., , r 14'!se£s�o"#'Butliltnsl?,las; All�Vy • /z i' •�t y d:tr.,r tCj,ar ?FF EL:-(63'`1•) 765=1802 t ./]�/4// Plann'mg�Boarcapproval—� . �t`•�Yy.� f -Y, •("��•-fY� �'=r 'i Y• t.tP 4!1 .• ,.�tt'b iJ . 1'A7 (t63'.�1#AT-5 802 _ _ YY ;: q l� (� s ti 'a• Y,t."^.,� {ea.�:: . 1'y ,t y.�?'tat •e Wvww:,norfr�ifor)l :ifet%5ou•tliold/ I'" `.} tT NO: hecl " .. - • `at t, + � ., ,5 ..5 FW . .. _ -., . ;tt;•y,s.~: Trustees Examine I-n i 20';J /l '} U ontact:x�.. s�•. =:4 1:r:tu i f;�.� k{+,,4 �i ' _'` ApffOi-P vironmeh;fd*1,G'orisuitinb Approved �' lt• '� f s- 'atlYoy..w, �< > st Disapproved a/c - P P:b.Box2�0 ,,Brill"gehampfoh;tJ',1€11932 lTlr = Ph3one 6311537-5'161) Expiration f 1�� ,21 I,DG P i i ", +' �,^>' _ r',i ,; r 'e NI �J4���x;i;;<da�,sr,,-�;`� , t= . .'F'{.. ,,. �i.t•? `::41' ,BtifER!rig.�qsp'`eat,6'r • 3t' °� - j1`• �5y�r" r'iVi .�Zf to..< `'• t^* f:e� Cw`r(i6ai�'��..rit tt,• . ->_._._ `J..$.�,.... .,r� >.i,. .t::7a�f� .�.tom .. t.:,.i�,gtr v.z•p yp�'A'�t.,.t��t'^i il.,.'.:;�•s'° .`e:, is °f 4S'(,%$t? 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';y ,gT' d ;GSI L:�ra,'"`a ; :i:;:•:rSc ''( _� aI^;e!' i<;1: '! /:':2 .=�j'd"lr� t,,y,_P{r,:'y3t;,i r__ :._•' -' •-' ..�.t.,,„ a. _.�: �°�``�,Lt:'„�N:�����`9 '�>`:Ft`f�`a�fe,il�ii�:24��`.r; ,•irar�is: `;t+��:�'�{�Z�O`�t�3,� .r. „" .>i r _ .ga.�d','.}r«t�Y•�' , (.N�tFC.. {(F`r:('t• �t''� 1 '�'�,rr li a.This application IvIL1ST`lie: 6 z ' i'1 }� #,j_ 4 compl tel tfilil 'dLi ley ty ew_ril�x�o �:ailk aa` d�tibmitee'd'to tl�e$�tt ldtirig Iri pecYisr'r�vi h 31 _.r sets of,plans,.accurate.plot•planto-seale.Fee "eGorcling:to'sc eiltll t ='.0,; "b."Pl'ofpl'an" hovu'irig'`locafion'of']bt=ani"`ofybuil in sjoli pre i�tses;trelat 0A, p to'a`c j_oinmghpretn'tses otr pul7�ic,streg o l areas, an waterways. i '1 0 fI;,i ':`(� i,•'. .t•- c.The'work,covered;by'this ap licatiq m'ayY of ge-cotn e cesua cie;o��Bt tfdipg=.�e7 ij%t �•d:`LJpdn apprb al=ofafhis application" 1}eF�u�l ill It spe".c o�.wtll issue a Building Pert to',the:a plYcgarit::Si�cgh>a pc:.ey�`in . g,1'h'' .,y j..•,.,.�iS;Sy�$'et i F. 'ii1>', 6r'yti";1a �d�asf'X;' 2.R'i3:)f,tY tilSJ"i F:,�' DyU i�• fi'.�: shall be kept on-the,•premjsOiavail"IN or.,lns(�ecYicin th�Coti'"hoi��� e work;' t' � ii t ,,, Nd$ a .., f.st`:1 ,a St ";- ¢"; f't a 1 i 'YEre` f' rf,,,t. •?°if F,"SF 'i'. 1 'f '� r„ a , e.No btii°lding-shall:beroectip'i�ed"`or Use-in-.. . ol'e of"i`t-p,aR�fbr-anyt;purpos�:w o ever,' nA ;th'e'Bttritlzngjb• pddtor -dagi •'rn`.{h a,. )a:`` a4• � i-` issues a Certi:�icatef.Occitpat�; y, tilt l i S .dr S Y �• t 9i .}74 "g f."" ! v r1 1 €'S 4 �'�x i• ,,,g ,5 I`1,� ) ,:tt vRX { f.Ever..bliUI`din'permit-sliaLl�expi `-`if the woiIt#at fi'oiilZed'lias'.noticjor mens d�?vifl i'n l2 rrtont safer the`,S at e o ' t'b-, :jl. •i ;.;:. wt: � A. �_ .. is '• rltv�,y,.' '%,f'' :F;q,Yt r,1„ .``N.�..,;..x •rd^al^, ;.� ;i" vi�t'h'tri{<l$" atlas froii suclir ate;�Iiio:`>zb' t ai 'e gine,tsor'oti =re ulaGcoYi ';�ffecftn pthe issuance or3lia ,not.beerr�ctom'p7eted t ano. w, �,io�.,: g. ',. 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E ' ,. - < J• f , t s i 3!" qa't•j ..i 5„5 A-X•'i.,re.3t.8• F � •• , ' (Mrai`Ifng.adilre�s�of/sapphoan,'t;} State whether applicant is owner, lessee, agent, architect, engineer., general contractor, electricta '{ .m'er orbti= der' Applicant is acting as Agent for the•Owner, .i' < .;"' .i'',i:, i ., ,: t:`•w ,P�?'t,Yf?.r?S �. �: r r ,� :`:, ;r' .:++it,, lirr'gc�:� tz;sr`u,r,:�i:F.t}i��'.''�jti^�.r'`Xklc?^:'.tr; Christina Talietto c/o Dabid Eisen Name'of owner of'pr"emtses •�.,r•: ;�R}�.r;a,r�trYa.t •_�:,sY��Y,� ir,:ak.s�.,.t. 'tF „;+'.tF>,�<f t son the;:iax:rollf:or=11GStde"ed?it = rr „�;-;.; ':;.• :> y.. ,...:�. ;r,,: n'^�,�s •t`^_ .t�3t.a.;-.;,+. :s "� P..,.�-:�r?:{.���r${;wCd�1�'S:�•,r�,�i:�„•...,?.,,&, _ , .. _ .. __ 1;:»a'9:,._� .� +,+..a..ut5. 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Location-of Imid-on W1 ic1 ' qp"®'sed w'o l wn4l�lpb'e done � `�p t"; i .l • ._Fit tla py. ,5 ti,': t}"�.:?~-., ..,'„°'.w ,�;F�.td.3'-iti�•+ ti,. _.. 2400 pr'uhaRoar�. r."t Maftifuck House Number Street Hamlet ^�i�i',;# 0°' ��p ` &S'.•ry���Y;'�•�>°d�i 4�l�a zYeri:n4>t • >ttaY'f��"}r:3 o't'I N!st',��;�Ct}%i County Tax Map No. 1000 Section 106 Block 0l Subdivision Filed Map No. p (Name) ; • i' i,r�4 �j. r �:. , r..'•... :;2' StateTe iasl<i 'g�'iase}ra'nd(Y� ctt a c �,o x kzmin �a'nd intended use and occu anc of r.© ©sedF c,® s u°ct' , )Y°t1? c ' _ P Y P 1 . ; pn rnt' otii' �. 5s ti., r, iaw5,a5 J. .+'k` pttk. yr• c$'. ';�at3{ e i a3 . X Sy 21 L15 S� le'Fa I]��l�;ocvupa"ncy�-.,.�g mllyFtesidential •'?° •.dt..� u, a" ,� 3', .,, , .s'° _ t;.., ' '•#P�f.i i{f;';`�'SFtti`z ,'4 a'_:;;?i'}�i�,~"•,:,:'> b: .IC %Cr;^e7`tCag-rigp{`{T,,antdo`i1f:i1u3;i:ancy Single Family Residential &a,:ei,� Y•.. w.'` r #JfV1T ;y,ta F 8;; ,kww'nixa 3. 'I 'atrux .Qf'woxl (check tic aVplicable):New'Building XX I OPMr' - -- °�esl vat '"D'emdl:itian.. (IDescriptiori) 4. Estirpated;;Cost_e$ Fee 5. IPkli t , ; H ::•,': (To be-paid on'fili'ng-this applicatiofn:\J Wei1i befofid elfin .�a4r' ,1 /t� :�' ' ar, l?? r,? {{ i " g':units Number of dwellingunits on,each-{floe'' r' 1;fi9a fiGa'r$slt „ M� " 4 .J ` '3 6. Ifi bu iness;-corMme,c,>a_;._mixed occupancy, spRIVy SaturalMd extent,of each type of use. N/A 7. Dimensions of,existing structures, if any:Froat Rear Depth Height Nurnber'ofS;t�Qiles ,r{ x, ;.,13, _ . D'irnensions•of,same structure:with.alterations or'ad.ditions: Front Rear Dxepth i'?hlig:lat� . lr, r, r.. {+til xNu:htberlofStories '.Y 4 S'r q.k �',+•, 8.t+,°,m,eas'ions:of entire newwonstq_,qtj n: Front House:88'•Garagp:22 ' Rear House:88'Garage:22' Depth House:22'Garage:37'9" • �.� Number o.f�Sio:ries?r;f " r iRe 9 „ •'t',,'2',:!'" ., `i�luka t�_-, f 7a „'?t P .,°r. .v I�r i, f,: �e p7:.':rY• -aD•etpt th,q',i:.e,9ala .a . ir:� .. `#: , },'�:t. :;•,tr4'„ et',.":-2`5�{•'t'-;di.;?•�, !:i'%c--..R �fii'tt;' t7`-: d; ,. ,s., 1'O:aD'at e of l?++u eli'ase� i. , i • r•::tr ""644-4A,K...; Name of Foii�er_O , . 0 37 ';i; ,y: ., tff%J:"'', , <.ir;`%i:`.pt '";cti, i.)2i '•1i f�".d'.i�% _'9'`>?t� ia) '::i d;;`.io'i: �ik iS4 jry t."i f', •,. ,. . 'I:� :r;,d 5et,}.;I ; 11. 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'°':^°'''i, .., 1+•.c r, `t '+°S+i'zn"rst.2w,r�; ' •"i`#s�4r' y �;}? aP'/'i+`• .r," i` ~.<"A. .Pi' s-i'..:",1I•:3s 'Ft;r*,. aap Y , a .i..y,.. .t, .° t t"�,t 15 t'a 110 �. rs1 !axer' "4X')Zk' ¢• d.E3 '- `-•t,r ,.,,. `i s a •t ;}JKQIJ•",131"•-L,. ?l:$' 3ZT aW :; „R."�2 "5 8 8 ', '# t �, ,f g�Fr«.. _{• ra� 4 {, �"y"f7::t,:+t ..a,. i 4 r•y,,s n' , .b s•w a-"fi w{t YSs:42; r.°`('ty'.. r >t f «„ d s •. b:/I:� •x f,�,a i.sc" � � .#°.f. . 't, �} a,(p � 6,`t s�%•o'y}'�.aC � rrR?ai'#t4�f-�r, f� f�•tS ,'( s,t ai', :k"� t`•:. i�`t. is:ptPo. ert}' iii3g0feet'.o a 'dale la d' ,. h * 1 F"YES, D:.E•:C.PE' r sIT �aAYB?t�I '. I -i��:"�'s; ;v° - -'-; •sem 7# 2. 3' r�•� t�7gt �Iitd t,arp ' z.4,,"`,w•t 16,Po" �d suiuetoscae r.tWtilJiac;�iti�a �,fouriatiori plan and distances to property lines. 46 17.`Ifelevat i�on�p;iny��p4a tgvomp ape t ; saat '0>eet or below,.must provide topographical data on survey. STZAi;TEaOF IYE J YyO��I •IJ'aia`' L4'F4 S'.3�5f"i :Ii.P i, �'Y r .•.-, sI J r .d •� , lv`l' v , J. 4 CO[J1Mfi()F6SuPFffQLK )A ; Prue .14.b _son - being duly-sworn, deppseg,aiad-say-s that(s)be`is"the applicant-. ,(i`Iatr e'o iodiyidual'signing.contract)_aboue� m naed, trt , " (S)He?'isAe=Age is Suffolk Envtronme taf,b nsult(n in'. ' `►`-',a• . Jb' '''?`,r. ,,r �•t, 4h (Contractor,Agent; Corporate Offc�er%tci)#''} of-said owner or owners, and is duly authorized to perform or havetmake.and"fla th''application; t1at~a1t staCert�ents coi�taitiecl In is.applica�'ioti,arestrue,'to:tlie bestof'liis knowledge�andkbelfef;-artd'tFiat tlie:t�y�ork,>v4 ' r`peromedg'ii'tle`manner•set forth-in the appfidation filed,therewith. Sworia:to,•before me this ft , ` Yl day 20 IS x:_ r'`'::`; t` 2„•. t, t KI f/Gr� ' • .>, " ^«k. ft dam' /' F ,/,'Y ', � �R#"��y w-,x:i'•t`z>?���a%8•:it �=�;.n••"s2:'�°`'C J_ .aN.,.. , ,. 7 .. _,.. ./_ 4';t i::'Y&F;ti '7.7,'s,",,v- r.kl;'. ,•.Y.:'., fY Vis;,,'P, .rNotaz�r Public �Signaure:o.o icant. ' w'D luans Notaty.,Public"of New.York f ,No '01IV6063'8,5J -QuaUfied iB�S`uY,fo'Ik`C,00nty Cptrrnrnis°ionp)repuary•.2° k.v.2 (pss��/ pJa4 I w SOUfyo Town Hall Annex 41 T 54375 Main Road =- -wD P.O.Box 1179 ro er. O .n .0 Mum Southold,NY 11971-09591+ O MAY 1 $ 2016 BUILDINGDEPARTMENT $unD1NG DEPT- TOWN OF SOUTHOID TOWN OF SOUTHOLD 'APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: � �^ Date: C0 Company Name: ,e l f Name: cia(W ate, - 3� License No.: L _ _ Address: I taxA p - Phone No.. Co- -3 1 - JOBSITE INFORMATION: (*Indicates required information) -*Name:-- - --- �� - - - -- -- - - - - - *Address: p *Cross Street: x,`14 AeV�q.�� � *Phone No.: 1 -11-7-_- 6 ?O 1 Permit No.: Tax Map District: . 1000 Section: 10 Block: © Lot: *BRIEF DESCRIPTION OF WORK(Please Print Clearly) ��o G 2 1arc one 0 Srt c \e (Please Circle All That Apply) *Is-job ready for'inspection: YE NO Rough in Final *Do you need a Temp Certificate: YES NO Temp Information (If eded} - *Service Size: 1 Phas 3Phase 100 150 200 300- 350 400 Other *New Service: Re-connect Underground Numb 1 Meters Change of Service' Overhead Additional Information: PAYMEt+�T DUE WITH APPLICATION ` 82-Request for Inspection Form �1 r SIJFFQ � ocott A. Russell ,��® ��G James A. Richter, R.A. 1 , a SUPERVISOR {;a . Michael M. Collins, P.E. SOUTHOLD TOWN HALL-P.O.Box 1179 53095 Main Road-SOUTHOLD,NEW YORK 11971 Telephone#: (631)-765-1560 Fax#: (631)-765-9015 MICHAEL.COLLINS@TOWN.SOUTHOLD.NY.US ®`� JAMIE.kICHTER@TOWN.SOUTHOLD.NY.US Office of the Engineer Town of Southold STORMWATERMANAGEMENT CONTROL PLAN REVIEW COVER SHEET ( TO BE COMPLETED BY THE APPLICANT ) PLEASE NOTE: All Contact&Project Information Requested by this FORM is Nessary for a Complete Application. APPLICANT (Property Owner,Dign Professional,Agent Contractor,Other) PROPERTY OWNER (If Different from Applicant) NAME: LSV-ucE LiDeMc+U NAME: C 1-1'CLk STI NL: TNL I EYLL.b ADDRESS: SUftLk (,SUS. ADDRESS: C1p DAA,a O LS tN 1�.6'."7E��X V_X)K 3z4Cts Al M81 ZZA-7 &4 I_V1c32-- (v►c.Ho6yE: NN 11 Telephone Number: _S__S—]—S 1 G c Telephone Number: :7-Sq — Completed Applications can be picked up at the Engineering Department after being notified by the Department, or; it can be Mailed to the Applicant with the submission of a Self Addressed 8.5"x 11"Envelope& Appropriate Postage. DATE: Property Address / Location of Construction Work: SCTM #: 1000 �}— District Section Block Lot Required Documents for Stormwater Review: Copy of Complete Building Permit Application. Stormwater Management Control Plan. (2 Sets) Note: SMCP's are required whenever Grading or Excavations exceed 5,000 S.F,when New Impervious Surfaces are created, and/or when existing Roof Systems,Driveways, Patios or other Impervious Surfaces are Re-Surfaced. De Minimis Projects will NOT be Subject to the Submission of a SMCP During the Stormwater Review! Note: These Projects would be Limited to Interior Renovations,Replacement of exterior Doors&Windows, Deck Construction with Loose Fit Decking, Installation and/or Modification of Mechanical Systems or other similar Work. A Complete Description of the Scope of Work Proposed under the Building Permit Application. A Completed Stormw to Review Chec ist. If No or NA are Indicated, Justification is Required. *** 91011 ENG I EPARTMENT USE ONLY **** Reviewed By: Date: ;3 Appro ed/Information ® Addit Required: CHAPTER 236 STORMWATER MANAGEMENT CONTROL PLAN CHECK LIST DATE: 3-Z-7-I L+ APPLICANT: (Property Owner,Design Prof e siona Agent,)ontractor,Other) NAME: '��v ciE✓�. D 1=-��J� S C T M #: 1000 1 �0 1 Telephone Number: -S"__25_7—�( G O District Section Block Lot S M C P -Plan Requirements: The applicant must provide a Complete Explanation and/or validation of all Information Required by this Checklist if it has not been provided 1. A Site Plan drawn to scale Not Less that 60' to the Inch MUST If You answered No or NA to any Item, Please Provide Justification Herel YES NO NA If you need additional room for explanations, Please Provide additional Paper. show all of the following items: Y P � P a. Location&Description of Property Boundaries 00 b. Total Site Acreage. =1=1=1 c. Existing-Natural& Man Made Features within 500 L.F. i of the Site Boundary as required by§236-1702). d. Test Hole Data Indicating Soil Characteristics&Depth to Ground Water. 00 e. Limits of Clearing&Area of Proposed Land Disturbance. t f. Existing& Proposed Contours of the Site (Minimum 2'Intervals) 0 g. Location of all existing& proposed structures, roads, driveways, sidewalks, drainage improvements& utilities. ` h. Spot Grades& Finish Floor Elevations for all existing& proposed structures. I. Location of proposed Swimming Pool and discharge ring. 0 j. Location of proposed Soil Stockpile Area(s). 0� k. Location of proposed Construction Entrance/Staging Area(s). Z0� 1. Location of proposed concrete washout area(s). V 1V0ivtdv� [�tr/le M. Location of all proposed erosion&sediment control measures. ®� 2. Stormwater Management Control Plan must include Calculations showing that the stormwater improvements are sized to capture,store,and infiltrate on-site the run-off from all impervious surfaces generated by a two(21 inch rainfall/storm event. 3. Details&Sectional Drawings for stormwater practices are required for approval. Items requiring details shall include but not be limited to: a. Erosion&Sediment Controls. 0 b. Construction Entrance &Site Access. �0 c. Inlet Drainage Structures (e.g.catch basins,trench drains,etc.) 00 d. Leaching Structures (e.g.infiltration basins,swales,etc.) a_ FORM SWCP Check List-TOS JAN 2014 o 071ir�e E C E W E Town Hall Annex ��� G FEB -3 2015 " ephone(631-1802 54375 Main Road o ax(631)734-9502 P.O. Box 1179 u7 Southold, NY 11971-0959 y, BLDG DEPT. • TOWN OFSOUTHOLD BUILDING DEPARTMENT NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TIMBER CONSTRUCTION Date: — 3 Owner: 12Ir I'f-,—r C Ivo Location of Property: c//11 Please take,notice that the (check applicable line): L� New residential structure Addition to existing residential structure Rehabilitation to an existing residential structure to be constructed or performed at the subject property reference above will utilize (check applicable line): Truss type construction (TT) Pre-engineered wood construction (PW) Timber construction (TC) in the following location(s) (check applicable line): Floor framing, including girders and beams (F) Roof framing (R) Floor and roof framing (FR) 1 Signature: I Name (person submitting this form): Capacity(check applicable line): Owner Owner representative 8$*,3951 3 TrussResReg15.docx Effective 1/1/2015 6" DIAMETER REFLECTIVE RED ROMAN ALPHANUMERIC PANTONE DESIGNATION OF CONSTRUCTION (PMS)#187 TYPE BASED ON SECTION 602 OF THE BUILDING CODE OF NEW YORK STATE 2" MIN. REFLECTIVE WHITE 1.. 1/2" STRODE -- --- --------- -DESIGN-A'T'tON-fOR`STRUCTU-RAL - - - -- - -- -- -- ---- COMPONENTS THAT ARE OF TRUSS CONSTRUCTION "F" FLOOR FRAMING, INCLUDING GIRDERS AND BEAMS "R" ROOF FRAMING "FR" FLOOR AND ROOF FRAMING TRUSS IDENTIFICATION SIGN L , COMPLIANCE VVITH 19 N:JYCRR PART 12�5� i . CODES DIVISION BOWLE TRUSS IDENTIFICATION SIGN! DATE:03/08/2005 NEW YORK STATE DEPARTMENT OF STATE DIVISION OF CODE ENFORCEMENT ,.r AND ADMINISTRATION :-DEP�RTM£NT k7F,%STAiF1: z vi,C)+O Y,r14 JT w 'i �ra y\ Y � s V V OCT 1 2 ?�16 BMI)I 1G DEPT- ,10S OF SOUTUOLD ' " �- . � ' �:f 4 r ^^^���... m._r - � —v. ,1.y... '..,.� :s .r..e:...� _� /r S. .., +�. s .� � �_V"� 3 49-.W ti K ffs'.. e_ �'�-. it -�4. �� •w �� ��• _ , � � .L. �.. i6.•Y. rI.., 1L A V� 4 r !J `� �^ Yi�F ..��ft•�m V MJM I Sectric.corp Licensed/Insured /r- r-,o 0 l 014 110A 12�6 A A 'A) W Me ID) NOV 10 2015 BLDG DEPT TOWN'OF SOUTIHOI 0 P.O.Box 545 Quogue,NY 11959 Office 631-996-4488 Fax 631-996-4487 i N SURVEY OF PROPERTY AT MATTITUCK TOWN OF SOUTHOLD SUFFOLK COUNTY, N. Y. 1000-106-01-04 SCALE: 1'=50' JUNE 30, 2010 DECEMBER 12, 2013WNE8.H./ PROPOSED) JAN. 17, 2014 (PROP. SERVICE) JAN. 31, 2014(CE1-IL) FEB. 11, 2014 (ADDITIONS) Ply' 6 L0101 2 E 01° �1 o / AWL so 90 0 0, 94 'Z 1 NNS \ '�/{/ ' k ,\v/) 104 � � J rZ � p0 � 1 r C G O-A n N o vo 70 --O \ \ G \ n ou O � L Z Z ON Alp = NG S o �' o ---- I P 8'MIn. Z I Sept)ij/ i Prop ' I • ading Lines 'O 00 Grade 1 1111 19 1p 7D Z _=410•.... 1;. Proposed O at to� o � y � r o �z o \ L W 1_ \ PROPOSED SEP77C SYSTEM ( 6 BEDROOM HOUSE) --� O.A 10 \ [1]8 FT. DIA.z 16 FT. DEEP PRECAST CONCRETE LEACHING POOL c BACKFILL MATERIAL COURSE SAND AND GRAVEL (3' COLLAR) \ x [1] 1,500 GALLON SEP71C TANK. PRECAST 8' DIA WITH 5' LIQUID DEPTH A�Op0 b EP.= [1]EXPANSION POOL 8' DIA. X 16' DEEP 'O \ S O 20 a \ DRIVEWAY � b TEST HOLE DATA \ McDONALD GEOSCIENCE 9/30/2013 NOPE / l ' EL. 11s E MIXED SAND AND LOAM 25 \ BUILOIj / 664.37' 2' \ / PALE BROWN FlNE SAND SP rn 5' o BROWN SILTY SAND SM 200.009 ROAD 14' Ow W PALE BROWN FlNE SAND SP / 57���9'2RjJT+' / VAGAN� MpN 23' WA R YJEujNG WA R � � D i 114 . D Y���ING ALL 20 SANITARY SYSTEM DESIGN BY 17 25 HOBART RD., PE SOUTHOLD, NY. 119i11 631-765-2954 AREA=4.8618 ACRES l TO TIE LINE - .£SCA Sv N.Y. LIC. NO. 4961 ANY''ALTERA77ON OR ADDITION TO THIS SURVEY IS VIOLATION CONTOUR LINES ARE REFERENCED TO NAVD'88' OF SECTION 72090F THE NEW YORK STA 7E-EDUCA 77ON LAW. PECONIC'SURVEYORS, P.C. EXCEPT AS PER SECTION 7209-SUBDIVISION 2. ALL 'CER77F7CAT1ONS COASTAL EROSION HAZARD LINE FROM (631) 765-5020 FAX (631) 765-1797 HEREON ARE VALID FOR THIS MAP"AND COPIES THEREOF ONLY IF COASTAL EROSION HAZARD AREA MAP P.O. BOX 909 SAID MAP, OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR Photo 59-533-83 1230 TRAVELER STREET WHOSE SIGNATURE APPEARS HEREON. 0=MONUMENT SOUTHOLD, MY 11971 1�-156 N SURVEY OF PROPERTY A T MA TTIT UCK TO WN OF SOUTHOLD SUFFOLK COUNTY, N. Y. 1000-106-01-04 SCALE: 1'--500 JUNE 30, 2010 DECEMBER 12, 2013WBWeR H.4RVI PROPOSED) JAN. 17, 2014 (PROP. CE) JAN. 3I, 2014(CEHL) FEB. ll, 2014 (ADDITIONS) 000 ool oo 190 J� 0 94 N s 100 �s 104 - r$ c 0,A n N o � etO G n _ Z � O s � y �o \ A Qn- VN -` 120 ............... ..... .... :1 1 Z ..� `,P Septic 1 cdFng Unee n -o 1 /yy _ — �0 1 GYcde-119 1 Z 'Cs , _ �� proposed rl atoinMg Nall O o o Ntr► L � tom,► O� O x_- ! / 4A \ Job PROPOSED SEPTIC SYSTEM ( 6 BEDROOM HOUSE ) t [I]8 FT. DIA.x 16 FT. DEEP PRECAST CONCRETE LEACHING POOL BACKFILL MATERIAL COURSE SAND AND GRAVEL (3' COLLAR) A \ x [111,500 GALLON SEP77C TANK. PRECAST 8' DIA WITH 5'UOUID DEPTH "00. �v EP.= [11 EXPANSION POOL 8'DIA. X 16' DEEP n \ DRIVEWAY a Se: 1 b TEST HOLE DATA Z \ MCDONALD GEOSCIENCE 9/30/2013 OPE / / � �Cb• EL 116' MIXED SAND AND LOAM ,l5' \ 8v�L0�j E/ 664.3� PALE BROWN FINE SAND SP rn - 5- BROW ' BROWN SILTY SAND SM 200.00' 14' D gpA RM PALE BROWN FINE SAND SP / �J'� 2 l / ocg4 ASR MAIN G 23' PugC WAR IJ • D WEA-��NG 200'+ 9 /��T�` .����011f �°��• SUFFOLK COUNTY DEPARTt,ENT OF HEALTH SERVICES PERMIT FOR AP?ROVAL OF CONSTRUCTION FOR A ^, SINrLE FA(M)E')RESIDENCE ONLY FEB 2 0 2014 t d A' =�,,t�•� ")ATE _ t°,.S. RE:F. NO- P(`-l:j -oo(,, APPFtOVEL, CC Lyu%s, SANITARY SYS DESIGN BY. Folz MAXIMUM OF SEDF.00l;4S JOSEPH F7SCHET77, PE. EYPIRES THREE YEARS FROM DATE OF APPROVAL :> 1725 HOBART RD. ( C� SOUTHOLD, NY. 11971 g�' �;.+=3-EFT� 631-765-2954 ,r 7rr AREA=4.8618 ACRES �a`r TO TIE LINE 0. SFJLIC. N0. 4961�`�' N.Y. . ANY ALTFRA77ON OR ADDI7701V TO THIS SURVEY IS A VIOLA77ON CONTOUR LINES ARE REFERENCED TO N,4VD'88' PECDMIC SURVEYORS, P.C. OF SECTION 72090F THE NEW YORK STATE EDUCATION LAW. EXCEPT AS PER SEC77ON 7209-SUBDIVISION 2. ALL CER77RCA77ONS COASTAL EROSION HAZARD LINE FROM (631) 765-5020 FAX (631) 765-1797 HEREON ARE VALID FOR THIS MAP AND COPIES THEREOF ONLY IF COASTAL EROSION HAZARD AREA MAP P.O. BOX 909 SAID MAP OR COPIES BEAR 77-IE IMPRESSED SEAL OF THE SURVEYOR Pholo 59-533-83 1230 TRAVELER STREET WHOSE SIGNA LURE APPEARS HEREON. 0=MONUMENT SOUTHOLD, N.Y. 11971 10-156 I �J I� AUG 18 2015 1 SURVEY OF PROPERTY A T IIIA TTITUCK TOWN OF SO UTHOLD SUFFOLK COUNTY, N. Y. 1000-106-01-04 SCALE: 1'=50' JANE 30, 2010 f DECEMBER 12, 2013 ( B.O.H./PROPOSED) OCT. 2, 2014 (DRIVEWAY LOCATION) OCT. 15, 2014 (PROPOSED REVISIONS) .� AGUST 17, 2015 (FOUNDATION LOCATION) 50 '00. v 0 1� N N �O. �i I i 1 \ ZN 1 \ Z � n N \ \ c \ gr '�► �i o. - - \ y Com'" - \ Z ✓N \ p G s(p + \ \ ?s J� Z � ZO Z \ \ �Sb LATH SET AT C.L. O <� \ \ PROPOSED DRIVEWAY O \ Nw 4C \ \ Wtr► g= o \ w \ N O \ \ PROPOSED SEP77C SYSTEM ( 6 BEnROOM HOUSE) rO-A \ \ [1]8 FT. DIA.x M FT. DEEP PRECAST CONCRETE LEACHING POOL ZfJ \ \ BACMU MATERIAL COURSE SAND AND GRA VEZ (3' COLLAR) [1] 1,500 GALLON SEPTIC TANK. PRECAST 8'DIA WTH 5'LIQUID DEPTH d EP.. [1]EXPAN90N POOL 8' DIA. X 16' DEEP M BALD Da DATA , 9/30/2013 \ OpEi �••rob- EL. 116' SAND AND LOAM Z5' \ ING ENS / 66,4-37' 64 3', IXED M/ 2' PALE BROW nNE SAND SP 0 5' /X BROW SILTY SAND SW ' X 2.00.� 14 RpAD PALE BROW RN£SAND SP 520~R o VACANT / 23' C WAR i ov PIjBU ' NG op'+ You' 2 AREA-4.8618 ACRES TO TIE LINE --- � � tfA UC. NO. 4961 ANY ALTERATION OR ADD177ON TO THIS SURVEY IS A VIOLATION PECONIC SURVEYORS, P.C. OF SECTION 7209OF THE NEW YORK STATE EDUCA77ON LAW. EXCEPT AS PER SECTION 7209-SUBDIVISION 2. ALL CERTIFICATIONS (631) 765-5020 FAX (631) 765-1797 HEREON ARE VAUD FOR 7HIS MAP AND COPIES THEREOF ONLY IF P.O. BOX 909 SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR 1230 TRAVELER STREET .10_156 WHOSE SIGNATURE APPEARS HEREON. =MONUMENT SOUTHOLD, N.Y 11971 SCDHS REF N0. R10-13-0069 SURVEY OF PROPERTY AT MATTITUCK TOWN OF SOUTHOLD Y SUFE acco mo OLK COUNTY, MY 09-21-2016 1000-106-01-04 SCALE: 1'=50' JUNE 30, 2010 DECEMBER 12, 2013 ( B.O.H./ PROPOSED) OCT. 2, 2014 (DRIVEWAY LOCATION) OCT. 15, 2014 (PROPOSED REVISIONS) AGUST 17, 2016 (FOUNDATION LOCA TION) SEPTEMBER 21, 2016 (FINAL) so v��� oo tie f J� 4E 0� N TO 6►- No. �O s o C W r ,? fl i� n r cMF r C �- Z s I O G � C� N S<, 55 n A 5 rMB� O 10 , ,KO 2 YM3 19. 2 1 E00'(�NG1� c, 2 StGRS�1,y p G• o°No �OQA� Goo GP S.. fps REO ZSR° _ o OUl NG uN PR ��NE RES [IP O ? lf1G T_1H' 6. O .� 6 rr c �� SPK6 `k l vZ� �= W 4.0 O TREE RO w ` PROPOSED SEP77C SYSTEM ( 6 BEDROOM HOUSE) t- A G [1]8 FT. DIA.x 16 FT. DEEP PRECAST CONCRETE LEACHING POOL G� BACKFILL MATERIAL COURSE SAND AND GRAVEL (3' COLLAR) [1] 1,500 GALLON SEP77C TANK. PRECAST 8' DIA WITH 5' LIQUID DEP7H = EP.= [1]EXPANSION POOL 8' DIA. X 16' DEEP G TEST HOLE DATA MCDONALD GEOSCIENCE R. ?S 9/30/2013 �� ' 1a39QO EL. 116' 9'` 664.31 MIXED SAND AND LOAM 2' F PALE BROWN FINE SAND SP 5, c��E� BROWN SILTY SAND SMMp nQO•0O' XIX fo"o�`URB SAD14' u�F .39,20 W R DANT PALE BROWN F7NE SAND SP S7� gU+ l vA MAIN 23' \�� O WA R oo_,,,G WATER 011A SEPTIC LOCA77ONS 114G A B ST 21.0' 52.6' LP 34.6' 51.6' SU FOLK COUNTY DEPARTMENT OF HEALTH SERVICES A-PPROVAL OF CONSTRUCTED WORKS FOR ASINGLE FAhS'LYRESIDENCE rr � OCT .�y M.S. F f - (nrp ctL aad.'csti t a r.,.sr suispty f3cis'i;ies at L't13 locagan have been 1 r r F:F3 A I�14kt�! ne or c�'ter a�cncies and found to . 6EDRcO&!S. + D A=STAKE Walter beri, ■ =MONUMENT Ottice Of WaSte"later ManagerTlent N.Y.S LIC. NO. 49615 � L� ANY ALTERATION OR ADDl710N TO THIS SURVEY IS A VlOLA710N PECONIC SUR VEYORS, P.C. Og 56 OF SEC77ON 72090F THE NEW YORK STATE EDUCATION LAW. AREA=4.8618 ACRES (631) 765-5020 FAX (631) 765-1797 T� EXCEPT AS PER SEC77ON 7209—SUBDIVISION 2. ALL CERMCATIONS P.O. BOX 909 HEREON ARE VALID FOR THIS MAP AND COPIES 77-IEREOF ONLY lF 1 SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR TO 11E LAVE 1230 TRAVELERSTREET7110-156 WHOSE SIGNATURE APPEARS HEREON. SOU7NOLD, N.Y. 11971 RHODA ROAD 1 , QO Q VACANT __ ,` � _._. . �✓ter--�.\l '� �••L SLT FENCE •• ! ifi � Z r V TRENC f r DRAIN J O AREA OF XSTURBAN\CEr�!/ _ _ T ~~`•'..¢// V I :A::' rr% CONSTRUCTION ENTRANCE d DWELLING A li rr Q PUBLIC WATER F-1 •� r% O ' Z O n W P4IZ W,I Q AREA OF / DISTURBANCE r R rl CLQ > < P4 Q / r01? r/( OE I DWLL'NG N J WELL 200'+ A, FENCE++! s M _ I W 1.y • � i 1 14 f ft 1 i f 4 FOS- t6P- , W reQ 3-3 ._, TOTAL ACERAGE OF SITE = 4.86 ACRES (211 ,780 sq. ft.) ACREAGE OF DISTURBANCE = 1 .87 ACRES (81630.5 sq ft.) SCTM # 1000-106-1 -4 CONSTRUCTION NOTES: w w 1. THE ROADWAY CENTERLINE WILL NEED TO BE STAKED OUT PRIOR TO z � STARTING. z � 2. THE ROADWAY WILL NEED TO BE CONSTRUCTED IN SECTIONS TO LIMIT .J z RUNOFF DAMAGE. w C.0D N X —i uo Z' 3. CLEAR AND GRUB IN THE SECTION AS NOTED ON THE PLAN. Q 00 Z m = 4. INSTALL THE CONSTRUCTION ENTRANCE DURING SECTION #1 AND BEFORE � ` f" STARTING SECTION #2. C — 0 M 5. INSTALL SILT FENCE IN EACH SECTION AS SOON U) O S AS POSSIBLE AFTER w (n CLEARING THE SECTION. INSTALL ALLIDRAINAGE IN EACH SECTION BEFOL':� :ROVING TO THE NEXT 0 1 110" .I I W N 'J 1 ' 3 oc 0 FORL 3-t6Pm S 1 ©i) )fr6 0 i TOTAL ACERAGE OF SITE = 4.86 ACRES (211 ,780 sq. ft.) ACREAGE OF DISTURBANCE = 1 .87 ACRES (81630.5 sq ft.) SCTM # 1000-106-1 -4 CONSTRUCTION NOTES: , w (� w 1. THE ROADWAY CENTERLINE WILL NEED TO BE STAKED OUT PRIOR TO " a Z O STARTING. ' (D (D z 2. THE ROADWAY WILL NEED TO BE CONSTRUCTED IN SECTIONS TO LIMIT •J W 0 N RUNOFF DAMAGE. i Lo }', J 00 C.0 ' 3. CLEAR AND l'�RUB IN THE SECTION AS NOTED ON THE PLAN. Q 2 Z m = I` •� .� 4. INSTALL THF O F- CONSTRUCTION ENTRANCE DURING SECTION #1 AND BEFORE � STARTING SECTION #2. 0 M 0- 0 (.0 . 51 5. INSTALL SILT FENCE IN EACH SECTION AS SOON AS POSSIBLE AFTER c/) U) CLEARING THE SECTION. 6. INSTALL ALL'DRAINAGE IN EACH SECTION BEFORE MOVING TO THE NEXT ") O SECTION. 14' 7. THE ROADWPY WILL NEED TO BE COMPETED WITH ANY BASE COURSE BEFORECONSTRUCTION OF THE HOUSE AND APPURTENANCES CAN BE DONE. _23' ; D CALCULATIONS FOR STORM WTER MANAG MENT CONTROL PLAN ROADWXY: ^ 960 LF X 18 FEET WIDE = 17,280 SF X 2" = 2880 CF J 2880 /42.24 = 68 LF OF 8 FOOT DIAMETER RINGS DRAWN BY: JF/MH PROVIDE: (10)X 8 FOOT DEEP RINGS FOR DRIVEWAY --E HOUSE: 22,if Z genu c 3/16/2014 22 X 9 - 1980Y = 330 CF 330 / 8:3 F FOR 6 FOOT DIAMETER RINGS ) ®� SCALE: NTS P E (4) 6 FOOT TER RINGS 4 FOOT DEEP = LF (� B 6710222 55 = 1220 X 2" = 202 CF sZ � R �+ '� N� .5 �� �® SHEET NO: / (4) 4 FOOT DIAMETER 4 FOOT DEEP = 16 LF T AGE PES: A = 8 FOOT DIAMETER 8 FOOT DEE Y' DIA. PVC PIPE 5op B = 6 FOOT DIAMETER 4 FOOT DEEPW DIA. PVC PIPE VACANT 1094.330' - --------- r----------- AREA DIS-IURBIO:CE ENCS XSILT k , NIZ, I,-Xl PENCE 5 AREA OF DISTURBANCEi/ ------ CONSTRUCTION r NTRANCE AREA OF I i , I I 1 1, `• I A-B DISTURBANCE. --�--=--=-- ,=-'-n:---—7--�;� \ I ... \ . I, \ I, , -.-i I I. " \ \X < SiLT FENCE 0 AREA OF A • Nt 7 4L, • JDISTURBANCE X SILT ENC :E AREA OF pOON" PSTLIPBANCE SILT FENCE J;l 3: Sl 1I a rN 0 0 S11 FENCE ry) SbI r0 SILT-.. 4,. -- � � t , I�`. \ \\ •\ �+ 1 V) AREA OF 7 FENCE J / _`DISTURBANCE z" 'L_"CE 1043.420'11ro' 22011'40" W EL, Iwo A-5 LO�T , LOT 08 Fo P, f) DWELLING I ice Io 5 1 qG PUBLIC WATER use 6. %srd 4 86 PUBLIC WATER hou , 11 ell. 0,K 1 1 8 ' : 1 1� j 7 ";, AL,L, PIP6. Coluf4ex:TiOHS '10 fvc PLA N ov 106 60fe-r 111 501_01 "MINOR SUBDIVISION PREPARED FOR WILLIAM MOLCWAN 4 VERA MOLCHAN: SUFFOLK COUNTY FILE NO, 9053 JANUARY 23, ISSI TOTAL ACERAGE OF SITE = 4.E a ACREAGE OF DISTURBANCE z u SCTIVI # 1 O(Irl- 501-011 MIN. o BUT SUFFICIENTTO KEEP SEDIMENT ON SITE CONSTRUCTIOP m } 11111 - 1- 1 A A / I -i -ruc: 0/-%AF-%lAli%V t-am-rcm IKIE! XAIII 1 Ki=am i i � � ` ' | ` i | ' � � _ ^ , ` } N.T.S. N/04 F MICHAEL&SOPHIE WHYTE VACANT G i J/' S,22°20'40" E �REA OF ENCE� DISTU BANCE \\x IL -r-- CT" LL c_ 0 AREA OF DISTURB/ W _j �Nd-'- , / S�LT •IL BA: FENCE,, v 0 00 4- k DRAIN`.,..�"' ) 1 1 11 OR POOL 'Z f- as A b0z a' P.SIA TOP` • 119,GjD jD soil (D SILT < AREA OFZ FENCE 7 DISTURBMMtE 220111'40" WEL- n6' 1 V) Jaw LOT 2 ' p DWELLING use, 1c)- A,5 id a. �x8 cLr, PUBLIC WATER JJ jeo;V F&P— use, A&L, CO'Qkder'Oks TO SITE. PLAN aov1196 64)fca oicAJ P- 4- FP-- +0 L. SCALE: i" 50'-0' "MINOR SUBDIVISION F`fREF`AREM SUFFOLK COUNTY FILE NO, 9053 J LL Ln 501-011 MIN. o I BUT SUFFICIENTTO KEEP o SEDIMENT ON SITE < zpA n, < "1 41- 44! 651 Wn CO �wi, $A A 5v N Y" Z < Lu ? %S-''� V) D Lu 1�31 -p� rt` P U (D A- x- q YZ4 rr., 0 0 Lf) it - LL cl-/ 0 i�Z iIAN 0 Cl- LLJ Lu LL > 0 Lu T- U X 1p.w:.—rel ---•� .+.-i-- :-.t -^T�'*�•�----?-_ .-,_•, ..,-.—j..... - .-5 .[ _,fir :s. ,r J .i' i- t' ,, aF M1:,. K "A.. V.,r i- i k< - „ Jyx:; :J €' Y-ba„ �4 ${• { +'y^w.Y M X' ' 4. ..A7�f it 'cs §- 1 _ ", Z�"�M1V } �i ryv. :O. ^'6 -x ti:, 8. �J" t „uK'. _ J iz;r z .. t •, t T'a' g. E O'. .4 .•1"` `43 9" $ i` -,F' 4 _ r;, j r a .< "- ', _ ,': ;, S . a'4 :° t A, .YF.'.; rj q uk r T,t' 5 w`� r r 'C-- , .i,' w7 t' �, I I :; -5--. O" N`Y r ' y i'. -' 1 `+Y - rG.W S.. 3. 'h>h ,r R.+ e - _ ;'.. ct' ,. tet'` , 3 a F• s; "r. 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I ��°��.w :2'" { '1ii V` rF I. i� K i, f- 7 - n ;I y>Y ta —, t ,,� - - ,e "s 2 -, ' "`11 i r.l - .r -C. •$,.. a F"•-•° - �,�' ,}'ice f� :i 3 ro�4Lt'u` i\.' { �'`�`� , : ry Vis: - - -x , ^ i . , , ,sz,'w , - rr is ;I 11 I 'I�.`'.�� y.. wsn PE l -;.- RSFECTIVE VIEW y' J` ;: '; 36"MINIMUM 2X2 , s ^' k, I. >t ,� p,;-'if " WOVEN WIRE FENCE • FENCE POST' " ' S j,' ' „ „ (6X6-10/10`WWF) ; _ ;�' I. h 20" , it , '1, FILTER CLOTH- , , _ ;4'= F _ . SLp11 PE, MIN � :, A , ;-` , .., GI�gDE µl $ _ EMBED FILTER CLOTH ;a' ` : .1 :, • ' MIN.6" INTO GROUND 16" _# '' : ;x.,. 4" MIN' r - �. >—a � Z . NOTE - It�:< I rt . ; st i , . MAXIMUM DRAINAGE AREA s'•, f' i.T't- _ .,,f� D > i 1 2 ACE ` / ACRE/10o LINEAR FEET - 'i < Q c „ ° �, d O �.'F•r.a", LL t SECTION DETAIL ; ~1 � `- . � ° �, o ,� � ; S �_�;,��;".�,�, � 1_ 11� i'lq, I11 LT FENCE'DETA-1 Ls' r , ,,--, �,,!c, I " 1'�, I � • + , �i� ( -1 - : r,,- , - , � {, 1: �-, -, '' ,r Y GRADE . , , , ;• `�,•.! MIN.1' T�� :1 IMAX 2' ,� ,- , 1 coNcRETE 5 -; 00 y.°oZ.°,%.'o:.°ate.°c:.°®b.°a b. i�w COVER :_„ I.:-.t. e .,, ,, .ad _ , 'PA o 1 °, Ln ®E3000 ' o °� DR-]S 03131M � 1. 11 I I — - AINAGE PIPE (T`(P:) P}; < 111101 T 03MCDOEIM �°1 AS�NOTED _ • `_ Q —, ®®�� y\ is In a3M "', - ° PRECAST-CONCRETE „tµr; - O _ mMDE " 'LEACHING RING °` ° Q I , ®M� I : ' ' AS NOTED' • ®03D , +>. ` z -�T �(e o. P I. o e° °,ti CLEAN SAND �r O '-;o.";;.%.°gd '° GRAVEL FILL ; °w° • , il HAY I (GROUND WATER) —r' lj�TTTI — — - SIL , , t, i"> '-O" AS_NOTED '-O" ' ; - ROAD -MIN. > r' . MIX ;. _: ' - ;"' '.i L EAC H,I -N , . _ — G :,:iP O O L" 1 l 4 .T fit. -A- TY -:I C L+ S.'EC I. , _N ,v * � N.Ts. h, ;' TEMIP( _` . ; P I I . . ; :4,: , � - , — � . -A {f t - - ,::� .�- - . , ,_", - - I I 11 " � I I ', , ' ' :,,, , , -f-, ,, Owner's Manual H E AT45 G L O,. Installation and Operation No one builds a better fire Model: GAS-FIRED SLR-C (COSMO) C(9us LISTED . o NOTICE ©O DO NOT DISCARD THIS MANUAL • Important operating Read,understand and follow • Leave this manual with �RO, and maintenance these instructions for safe party responsible for use instructions included. installation and operation. and operation. A WARNING: , FIRE OR EXPLOSION HAZARD Failure to follow safety warnings exactly could result in serious injury, death, or HOT GLASS WILL CAUSE BURNS. property damage. • DO NOT store or use gasoline or other flam- q `� DO NOT TOUCH GLASS g i. UNTIL COOLED. mable vapors and liquids in the vicinity of this or any other appliance. NEVER ALLOW CHILDREN TO TOUCH GLASS. • What to do if you smell gas A barrier designed to reduce the risk of - DO NOT try to light any appliance. burns from the hot viewing glass is provided - DO NOT touch any electrical switch. DO with this appliance and shall be installed for NOT use any phone in your building. the protection of children and other at-risk - Leave the building immediately. individuals. - Immediately call your gas supplier from a neighbor's phone. Follow the gas sup- This appliance may be installed as an OEM plier's instructions. installation in manufactured home (USA - If you cannot reach your gas supplier, call only) or mobile home and must be installed the fire department. in accordance with the manufacturer's • Installation and service must be performed instructions and the Manufactured Home by a qualified installer, service agency, or the Construction and Safety Standard, Title 24 gas supplier. CFR, Part 3280 in the United States, or the Standard for Installation in Mobile Homes, CAN/CSA Z240 MH Series, in Canada. In the Commonwealth of Massachusetts installation must be This appliance is only for use with the type(s) performed by a licensed plumber or gas fitter. of gas indicated on the rating plate. This See Table of Contents for location of additional Commonwealth appliance is not convertible for use with other of Massachusetts requirements gases, unless a certified kit'is used. Heat&Glo • SLR-C 2292-900'Rev.N 4/15 C. Clearances NOTICE:Install appliance on hard metal or wood surfaces extending full width and depth. DO NOT install directly on carpeting, vinyl, tile or any combustible material other than wood. WARNING! Risk of Fire! Maintain specified air space clearances to appliance and vent pipe: • Insulation and other materials must be secured to prevent accidental contact. • The chase must be properly blocked to prevent blown insulation or other combustibles from entering and making contact with fireplace or chimney. • Failure to maintain airspace may cause overheating and a fire. Note: Figure 5.2 shows the fireplace installed on the floor. However, this fireplace can be elevated off the floor provided that the fireplace is properly supported by framing materials and the ceiling clearances are maintained. MEASURE FROM TOP OF FIREPLACE OPENING A E F B p H J/J / D �C MINIMUM FRAMING DIMENSIONS* A B C D E F ' G H I J Rough Rough Rough Rough Clearance Combustible Combustible Behind Sides of Front of Opening Opening Opening Opening to Ceiling Floor Flooring Appliance Appliance Appliance (Vent Pipe) (Height) (Depth) (Width) Inches 1 8-5/8 421/4 18-1/4 50 31 0 0 1 1 36 Millimeters 1 219 1 1073 1 464 1 1270 1 787 1 0 0 25 25 914 *Adjust framing dimensions for interior sheathing (such as sheetrock) Figure 5.2. Clearances to Combustibles Heat&Glo • SLR-C • 2292-900 Rev N • 4/15 19 - 29970 Technology Drive, Suite 108 IS[ INNOVATIVE Murrieta, CA 92563 STRUCTURAL Phone: (951) 600-0032 ENGINEERING Fax: (951) 600-0036 www.innovativeStructuralEng.com Structural Calculations for: .STERN RESIDENCE 2400 RUTH ROAD MATTITUCK, NY 11952 Owner/ISE Client: BLU HOMES, INC. 1080 NIMITZ AVENUE, MARE ISLAND VALLEJO, CA 94592 November 12, 2014 ISE Project#: 14-2467 P� 0'F N N ye APPROVED BY r DEC 0 2 2p14 5. ONO LU INC. �oA� 09054% �� !( 29970 Technology Drive, Suite 108 INNOVATIVE STRUCTURAL Murrieta, CA 92563 IS [ ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 www.InnovativeStructuralEna.com o Project Name: Project Address: 2400 RUTH ROAD MATTITUCK, NY 11952 Latitude/Longitude:141.0058/-72.5670 ISE Project Manager: Brian Russell e-mail:l Dr[,qtigiilflovativeotructurate-nQ.com. Applicable Building Code:12010 New York State Residential Code Project Description:I Residential Single-Family Home 'D -1 `QADS;�fl X-2-V lmjanzQ�7 ESOWL IROOF: Solar PV Array: 0.0 psf Roofing Material: 5.0 psf SIP Panel Framing: 3.0 psf Insulation: 2.5 psf 5/8"Ceiling Drywall: 3.0 psf Miscellaneous: 1.5 psf(Plumbing, Mechanical, Fire Sprinkler) DEAD:(D) psf LIVE:(Lr) psf SNOW: (S) -0'-�-'' ps Pg Ground: f Pf(Flat): psf (Pf=0.7 C'aCtl Pg) (7.3-1) Ce: 1.0 Table 7-2 Ct: 1.0 Table 7-3 1: 1.00 Table 1.5-1 R,(Sloped): psf (PS=CsP0 APP MWED BY IFLOOR: Cs: 1.00 Figure 7-2 DEC 0 2 2014 Finish Floor Material: 5.0 psf 23/32"APA Sheathing: 2.5 psf Floor Joists: 3.0 psf INCn 5/8"Ceiling Drywall: 2.5 psf "N P Insulation: 1.0 psf Miscellaneous: 1.0 psf(Plumbing, Mechanical, Fire Sprinkler) DEAD: (D) 5;0,- psf LIVE:(L) psf 29970 Technology Drive, Suite 108 IS [ INNOVATIVE Murrieta, CA 92563 STRUCTURAL Phone: (951) 600-0032 MINEERING Fax: (951) 600-0036 www.InnovativeStructuralEng.com -P -1K -T 7-777 77 —V ARA E ��RS., , ISOIL DESIGN PARAMETERS: Geotechnical Engineer: J. R. Holtzmacher Report Date: 6/2/2014 Allowable Soil Bearing Pressure: 2,700 psf Expansion Index(El): Very Low DifferentiM Settlement: 1/2"in 40' Soil Sulfate Content: Negligible Soil Corrosivity to Ferrous Metals: - Allowable Passive Pressure: 150 Ipsf(Max 2,500 psf) ISEISMIC DESIGN PARAMETERS: j Soil Site Class: D Per Soils Report or Assumed D Short Period Spectral Acceleration,Ss 0.156 USGS Long Period Spectral Acceleration,S, 0.056 USGS Occupancy Category: 11 Seismic Design Category: B ItMIND DESIGN PARAMETERS: Wind Design Speed:1 120 Imph Building Wind Exposure: C AIPTROVED BY DEC 0-9, 2014 NPINC. �SIAT�V46T 6 "ATT4 , eU-i['d 6-14,9 -4-Ver,8 �'File=iW,124571ENGINEERING 6 ®®db 4 614.9' MURMUR 0410M Description BM 1-TYP HEADER @ SECOND FLOOR CODEREFERENCES- Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E.Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 850.0 psi Ebend-xx 1,300 Oksi Fc-PrIl 1,300.0 psi Eminbend-xx 470 Oksi Wood Species Hem Fir Fc-Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing Beam is Fully Braced against lateral torsion buckling D0075 Lr01)S(021) 3 OX 11250 Span=6 0 It Applied Loads" y` Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0150, Lr=0 020, S=0.0420 ksf, Tributary Width=5 0 ft,(ROOF) d, SO'-M, M, ,,W-R Y 034,M Maximum Bending Stress Ratio 0.1961 Maximum Shear Stress Ratio = 0.156 1 Section used for this span 3.0 X 11.250 Section used for this span 3.0 X 11.250 fb-Actual = 248.74psi fV:Actual = 26 95 psi F13 Allowable = 1,270.75 psi Fv.Allowable = 172 50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#I Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio= 5409 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.018 in Ratio= 3896 Max Upward Total Deflection 0 000 in Ratio= 0 <180 ilt�, t ir I i -is-f 6 f-L 0 A d C o nib i-n-a t io,in s- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V fV Pv D Only 000 000 000 000 Length=6 0 ft 1 0070 0056 090 1300 100 100 100 100 100 037 6954 99450 017 753 13500 +D+L 1300 100 100 100 1,00 100 000 000 000 000 Length=6 0 ft 1 0.063 0050 100 1300 100 100 1.00 100 100 037 6954 110500 017 753 15000 +D+Lr 1300 100 100 100 100 100 000 000 000 000 +DLength=6 0 ft 1 0112 0089 125 1300 100 100 100 100 100 082 15487 138NDPW 0 V +S 1300 100 1.00 100 100 100 Lj Length=6 0 ft 1 0196 0156 115 1300 100 100 100 100 100 131 24874 127075 061 2695 17250 +D+0 7501-r+0 750L 1300 100 100 100 100 100 00 Length=6 0 It 1 0097 0077 125 1300 100 100 100 100 100 070 13354 1381025 1807050, +D+O 750L+0 750S 1300 100 100 100 100 100 000 000 000 INhINC. -1246AEN Z ---F e W qINEERINMSTATE12467 t0®f� Beam 'E ERCA:CANC..198321)14,Bui .6A4-VeE649 4' Description BM 1-TYP HEADER @ SECOND FLOOR Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I Cr Cm C t C L M Ib F'b V IV F'v Length=6 0 ft 1 0160 0.128 115 1.300 1.00 100 100 100 100 108 20394 127075 050 2210 17250 +D+O 60W 1300 100 100 100 100 100 000 000 000 000 Length=6 0 It 1 0039 0031 160 1300 100 100 100 100 100 037 6954 176800 017 753 24000 +D+O 70E 1300 100 100 100 100 100 000 000 000 000 Length=6 0 It 1 0039 0031 160 1300 100 100 100 100 100 037 6954 176800 017 763 24000 +D+O 7501r+0 750L+0 45OW 1300 100 100 100 100 100 000 000 000 000 Length=6 0 It 1 0076 0060 160 1300 100 100 100 100 100 070 13354 176800 033 1447 24000 +D+O 750L+0 750S+0 45OW 1300 100 100 100 100 100 000 000 000 000 Length=6 0 ft 1 0115 0092 160 1300 1.00 100 100 100 100 1.08 20394 1768.00 050 2210 24000 +D+O 750L+0 750S+0 5250E 1300 100 100 100 100 1.00 000 000 000 000 Length=6 0 It 1 0115 0092 160 1300 100 100 100 100 100 108 20394 176800 050 2210 24000 +0 60D+0 6OW 1300 100 100 100 100 1.00 000 000 000 000 Length=6 0 It 1 0024 0019 160 1300 100 100 100 100 100 022 4172 1768.00 010 452 24000 +0 60D+0 70E 1300 100 100 100 100 100 000 000 000 000 Length=6 0 It 1 0024 0019 160 1300 100 1 Z 100 100 100 022 4172 176800 010 452 24000 0, ra Mkinnum;Deflections Load Combination Span Max 'L"Defi Location in Span Load Combination Max "-12'Defl Location in Span +D+S 1 00185 '3 022 00000 0000 Values in KIPS ",-Velliica(Reactiorlfs Support notation.Far left is#1 Load Conbmation Support I Support-2 Overall MAXimum 0874 0874 Overall MINimum 0147 0147 D Only 0244 0244 +D+L 0244 0244 +D+Lr 0544 0544 +D+S 0874 0874 +D+O 7501-r+0 750L 0469 0469 +0+0 750L+0 750S 0717 0717 +D+O 60W 0244 0244 +D+O 70E 0244 0244 +D+O 7501-r+0 750L+0 45OW 0469 0469 +D+O 750L+0 750S+0 45OW 0717 0717 +D+O 750L+0 750S+0 5250E 0717 0717 +0 60D+0 6OW 0147 0147 +0 60D+0 70E 0147 0147 D Only 0244 0244 Lr Only 0300 0300 L Only S Only 0630 0630 W Only E Only H Only Apr P'N""'ROVED BY DEC 0� 2014 ON P IN C. 14 M A , , , ; 1- Gd2 , Description BM 2-7'LVL HEADER @ SECOND FLOOR Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set.ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species Truss Joist Fc-Perp 750.0 psi Wood Grade Microl-am LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32 210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D 0825)Lr 011)S(0231) 5 250 X 7.250 Span=7 170 ft 'Ap-p,-!, 'Loa s f = Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0150, Lr=0.020, S=0.0420 ksf, Tributary Width=5 50 ft,(ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio 0.181: 1 Maximum Shear Stress Ratio = 0.116 1 Section used for this span 5.250 X 7.250 Section used for this span 5.250 X 7.250 fb Actual = 539 91 psi fv:Actual = 37.86 psi FB.Allowable = 2,990.00psi Fv.Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.585ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.044 in Ratio= 1972 9 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 A R 0 V E D B Y Max Downward Total Deflection 0.061 in Ratio= 1415 Max Upward Total Deflection 0.000 in Ratio= 0 <180 DEC 0 2 2014 lim din' re -ses FqrCeS,&, 46r_Load Combinations'' Load Combination Max Stress Ratios Moment Values S es Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V F-v D Only 000 000 000 000 Length=7 170 It 1 0065 0042 090 1000 100 100 100 100 100 058 15260 234000 027 1070 25650 +D+L 1000 100 100 100 100 1.00 000 000 000 000 Length=7 170 ft 1 0059 0038 100 1000 100 100 100 100 100 058 15260 260000 027 1070 28500 +D+Lr 1000 1.00 100 100 100 100 000 000 000 000 Length=7 170 ft 1 0104 0066 125 1000 100 100 100 100 100 129 33703 325000 060 2363 35625 +D+S 1000 100 100 100 1.00 100 000 000 000 000 Length=7 170 ft 1 0181 0116 1.15 1000 100 100 100 1.00 100 207 53991 299000 096 3786 32775 -,-D+0.7501-r+0 760L 1000 100 100 100 1.00 100 000 000 000 000 Length=7.170 ft 1 0090 0057 125 1000 1.00 100 100 100 100 112 29092 325000 052 2040 35625 +D+O 750L+0 750S 1000 1.00 1.00 100 100 100 000 000 000 000 3 -q� -'Fil�,=,WO89V=NGINEERINGSTATEQ389.Ei6§-,-,' 6."1 U -ENER ,-Wood-Beant- CAM,IRQ�1.98�.�64,-Buik vd� Description BM 2-TLVL HEADER @ SECOND FLOOR Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Pb V fv Pv Length=7 170 ft 1 0148 0.095 115 1000 100 100 1.00 100 100 170 44308 299000 079 3107 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=7 170 ft 1 0037 0023 160 1000 100 100 100 100 100 058 15260 416000 027 1070 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=7 170 It 1 0037 0023 160 1000 100 100 1.00 100 100 058 16260 416000 027 1070 45600 +D+O 75OLr+0 750L+0 45OW 1000 100 100 1.00 100 100 000 000 000 000 Length=7 170 ft 1 0070 0045 160 1000 100 1.00 100 100 1.00 112 29092 416000 052 2040 45600 +D+O 750L+0 750S+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=7 170 It 1 0107 0068 160 1000 100 100 100 100 100 170 44308 4160.00 079 3107 45600 +D+O 750L+0 750S+0 5250E 1000 100 100 100 100 1.00 000 000 000 000 Length=7.170 ft 1 0107 0068 1.60 1000 100 100 100 100 100 170 44308 416000 079 3107 45600 +0 60D+0 6OW 1000 1.00 100 100 1.00 100 000 000 000 000 Length=7 170 ft 1 0022 0014 160 1000 1.00 100 100 100 100 035 9156 416000 016 642 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=7 170 It 1 0022 0014 160 1000 100 100 100 100 100 035 9156 4160.00 016 642 45600 7 erall-Milixiffium'Deflections Load Combination Span Max Defi Location-in Span Load Combination Max.`+°Defl Location in Span +D+S 1 00608 3611 00000 0000 7 VeftIC81 Reaction Support notation Far left is#1 Values in KIPS Load Combination Support i Support'2 Overall MAXimum 1 154 1154 Overall MINimurn 0196 0196 D Only 0326 0326 +D+L 0326 0326 +D+Lr 0721 0721 +D+S 1154 1.154 +D+O 75OLr+0 750L 0622 0622 +D+O 750L+0 750S 0947 0947 +D+O 60W 0326 0326 +D+O 70E 0326 0326 +D+O 75OLr+0 750L+O 45OW 0622 0699 +0+0 760L+0 750S+0 45OW 0947 0947 +D+O 750L+0 750S+0 5250E 0947 0947 +0 60D+0 6OW 0196 0196 +0 60D+0 70E 0196 0196 D Only 0326 0326 Lr Only 0394 0394 L Only S Only 0828 0828 W Only E Only H Only APPROVE® BY DEC 02 2014 N"� AINC. ' Doxohphon: BM3'MOD ROOF BEAM @}SECOND LEVEL MOD WALL FULDLINE ' Calculations per NDS 2012. IBC 2O12, CBC 2013.ASCE 7-1O Load Combination Set.ASCE 7-1O Material Properties Analysis Allowable Stress Design Fb'Tension 2,600.0 psi E:Modulus mfflam*Ity Load Combination ASC E7-1O Fb'Compr 2,600.0 psi Ebemd'xx 1.900.Okoi Fo'RrU 2.51U.0psi Emmbnod'xx 985.71ko/ Wood Species iLevo|Truss Joist Fo'Perp 750.0 psi Wood Grade MimnLomLVL 1.OE Fv 285.0 psi R 1,555.0 psi Density 32.210pcf Beam Bracing Beam inFully Braced against lateral-torsion buckling 5.250 X 11.875 Service loads entered Load Factors will beapplied for calculations z"-,.� Beam self weight calculated and added to loads Un/formLuod: D=00150. b=0.020. G=O.O1750ksf, Tributary Width=1O.50ft,UlOOR ' Maximum Bending Stress Ratio 0.4341 Maximum Shear Stress Ratio 0.201 1 Section used for this span 5.250 X 11.875 Section used for this span 5.250 X 11.875 fb Actual 1,296.82psi fv:Actual 65 94 psi FB.Allowable 2,990.00psi Fv:Allowable 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span 8.665ft Location of maximum on span 16 381 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S;Deflection 0.308 in Ratio= 675 APIP"'In"U"AIVED BY Max Upward L+Lr+S Deflection 0 000 in Ratio= 0 <360 Max Downward Total Deflection 0 559 in Ratio= 371 DEC 0 2 2014 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Load Combination Max Stress Ratios Moment Values tfi&r Values D0nly 080 000 000 000 Length~1733O8 1 0267 0124 090 1000 100 100 100 100 100 644 62595 23400 132 3183 25650 +D+L 1000 100 100 100 100 100 000 OOO 000 000 Length~1733Oit 1 0241 0112 100 100 100 100 100 10 100 0.44 62585 280000 132 3183 28500 ~D+Lr 1000 100 100 100 100 100 000 000 000 000 Length~1T%08 1 0429 0198 125 1000 100 10 100 100 100 1432 1.39260 325000 294 7082 35825 +D+S 1000 10 1.00 100 1.00 100 000 000 000 000 Length=1733N8 1 0434 0201 115 1000 100 1.00 100 100 100 1333 1,29682 299000 274 0594 32775 +D+O7501-r+0 750L 1000 100 1.00 10 1.00 100 000 Oon 000 000 Length=17%0K 1 0370 0171 125 100 100 100 100 100 100 1235 1.20090 325000 e54 8107 35625 +D+O 750L+0 750S 1000 100 1.00 100 100 100 000 000 000 000 -W G1STATEQ467,.ec6 �,,H&= 1246AENGINEERIN -r "149 -C,I C �6. odd -tNIERCAL 1,1983-20ikB606,14:9. -V� Desaiption: BM 3-MOD ROOF BEAM @ SECOND LEVEL MOD WALL FOLDLINE Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V fV F'v Length=17 330 It 1 0378 0175 115 1000 1.00 100 100 100 100 1161 1,12910 299000 239 5742 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=17 330 It 1 0150 0070 160 1000 100 100 100 100 100 644 62595 416000 132 3183 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=17 330 It 1 0150 0070 160 1000 100 100 100 100 100 644 62595 416000 132 3183 45600 +D+O 7501-r+0 750L+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=17 330 It 1 0289 0134 160 1000 100 100 100 1.00 100 1235 1,200 98 416000 254 6107 45600 +D+O 750L+0 750S+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=17 330 It 1 0271 0126 160 1.000 1.00 100 100 100 100 1161 1,129.10 416000 239 5742 45600 +D+O 750L+0 760S+0 5250E 1000 100 100 1.00 100 100 000 000 000 000 Length=17 330 It 1 0271 0126 160 1000 100 100 100 100 100 1161 1,12910 4160.00 239 5742 45600 +0 60D+0 6OW 1000 100 100 100 100 100 000 000 000 000 Length=17 330 It 1 0090 0042 160 1000 100 100 100 100 100 3.86 37557 416000 079 1910 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=17 330 It 1 0090 0042 160 1000 100 100 100 100 100 386 37557 416000 079 1910 45600 N66a-1f1w-aAMUi0qkCfu* Load Combination Span Max Defl Location in Span Load Combination Max "+'Defi Location in Span +D+Lr 1 05594 8728 00000 0000 Support notation.Far left is#1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 3305 3305 Overall MINimum 0891 0891 D Only 1486 1486 +D+L 1486 1486 +D+Lr 3305 3305 +D+S 3078 3078 +D+O 7501-r+0 750L 2850 2850 +D+O 750L+0 750S 2680 2680 +D+O 60W 1486 1486 +D+O 70E 1486 1486 +D+O 7501-r+0 750L+0 45OW 2850 2850 +D+O 75OL40 750S+0 450W 2680 2680 +D+O 750L+0 750S+0 5250E 2680 2680 +0 60D+0 6OW 0891 0891 +0 60D+0 70E 0891 0891 D Only 1486 1486 Lr Only 1820 1820 I-Only S Only 1592 1592 W Only E Only H Only APP"'Ru""VED BY DEC 0 2 2014 INAINCo . . ° V6r 614.9 NC�48�72614,B606'1149 ' Description BM 31-MOD ROOF BEAM @ SECOND LEVEL MOD WALL FOLDLINE Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set.ASCE 740 Material Properties Analysis Method. Allowable Stress Design Fb-lensino 2.800.0 psi E.Modulus mrf%ugucity Load Combination ASC E7-1O Fb'Cumpr 2.00OOpsi Ebood'xx 1.900.Oko/ Fn'PrU 2.51O.Upsi Emmbond xx 96571kn/ VVbod8pooieo iLovo|Truss Joist Fn'Perp 750.0 psi Wood Grade MiomLamLVL 1QE Fv 285.0 psi Ft 1,555.0 psi Density 32210pcf Beam Bracing Beam iaFully Braced against lateral-torsion buckling .' rppvre`�p�"/-�.''=�_ Factors—''-- 'applied— -- ----- Service----entered ---- Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=OOi5O. b=O.O2O. 8=0.01750ksf, Tributary VNdth=1O9Dft,8R00R Load for Span Number 2 Uniform Load: D=O815O. b=O.O2O. 8=0.01750ksf, Tributary Width=1O5Oft,(ROOF) Load for Span Number 3 Uniform Load. D~O.O150, b~O.O20. G~O.O1750 ksf, Tributary KWd1h~1O.50ft(R0UF) ID 0 Maximum Bending Stress Ratio 0.241: 1 Maximum Shear Stress Ratio 0.2 7 1 Section used for this span 5.250 X 11.875 Section used for this span 5.250 X 11.875 fb:Actual 721.29 psi fv Actual 67 71 psi FB Allowable 2,990.00psi Fv.Allowable 327 75 psi Load Combination +D+S Load Combination +D+5 Location of maximum on span 14 750ft Location of maximum on span 13 882 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection APPR-%%'EP-7' BY Max Downward L+Lr+S Deflection 0 089 in Ratio= 1983 V Max Upward L+Lr+S Deflection -0 008 in Ratio= 10149 Max Downward Total Deflection 0.162 in Ratio= 1091 DEC 0 Max Upward Total Deflection -0 014 in Ratio= 5587 Makimurin an-s" Load Combination Max Stress Ratios Moment Values ShearValues DOnly OUO OUO OOU OOO Length~14750 ft 1 0149 0127 0.90 1000 100 100 100 100 1.00 358 34816 234000 130 3268 25650 Length~05808 2 0148 0127 090 1000 100 100 100 100 100 358 34815 234000 102 3208 25650 Length~30708 3 0023 0127 090 1000 100 100 100 10 100 050 5422 234000 027 3268 25650 +D^L 1000 100 100 100 100 1.00 000 000 000 000 F 'W tSTATE12467 qc6, ile�,- -12467XENGINEERING 6 Id V6�.13 -9 i M1 -ENERCALC,I NC-1983-iO U1 od'Sei' 14,b 6.�14"�9 4 A� W Description: BM 3 1-MOD ROOF BEAM @ SECOND LEVEL MOD WALL FOLDLINE Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C rn C I C L M fb Pb V fv F'v Length=14 760 ft 1 0134 0116 100 1000 100 100 100 100 100 358 34815 260000 136 3268 28500 Length=6 580 ft 2 0134 0115 100 1000 100 100 100 100 100 358 34815 260000 102 3268 28500 Length=3 670 ft 3 0021 0115 100 1000 100 100 100 100 100 056 5422 260000 027 3268 28500 +D+Lr 1000 100 100 100 100 100 000 000 000 000 Length=14 750 It 1 0238 0204 125 1000 100 100 100 100 100 796 77460 325000 302 7271 35625 Length=6 580 ft 2 0238 0204 1.25 1000 100 100 100 100 100 796 774 60 325000 226 7271 35625 Length=3 670 ft 3 0037 0204 125 1.000 100 1.00 100 100 1.00 124 12063 3250 00 060 7271 35625 +D+S 1000 100 1.00 100 100 100 000 000 000 000 Length=14 750 It 1 0241 0207 1 15 1000 100 100 100 100 100 742 72129 299000 281 6771 32775 Length=6 680 ft 2 0241 0207 115 1000 100 100 100 100 100 742 72129 299000 210 6771 32775 Length=3 670 ft 3 0038 0207 115 1.000 100 100 100 100 1.00 116 11233 299000 056 6771 32775 +D+O 7501-r+0 750L 1000 100 100 100 100 1.00 000 000 0.00 000 Length=14 750 ft 1 0206 0176 125 1000 100 100 100 100 100 687 66799 325000 261 6271 35625 Length=6 580 It 2 0206 0176 125 1000 100 100 100 100 100 687 66799 325000 195 6271 35625 Length=3 670 ft 3 0032 0176 125 1000 100 100 100 100 100 107 10403 325000 051 6271 35625 +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 Length=14 750 ft 1 0210 0180 1 15 1000 100 100 100 100 100 646 62801 299000 245 5895 32775 Length=6 580 ft 2 0210 0180 1 15 1000 100 100 100 100 100 646 62801 299000 183 5895 32775 Length=3 670 ft 3 0033 0.180 1 15 1000 100 100 100 100 100 101 9780 299000 048 6895 32775 +D+O 60W 1000 1.00 100 100 100 100 000 000 000 000 Length=14 750 It 1 0084 0072 160 1000 100 1.00 100 100 100 368 34816 416000 136 3268 45600 Length=6 580 ft 2 0084 0072 160 1000 100 100 100 100 100 358 34815 416000 102 3268 45600 Length=3 670 ft 3 0013 0072 160 1000 100 1.00 100 100 100 056 5422 416000 027 3268 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=14 750 ft 1 0084 0072 160 1000 100 100 100 100 100 358 34815 416000 136 3268 45600 Length=6 580 ft 2 0084 0072 160 1000 100 100 100 100 100 358 34815 416000 102 3268 45600 Length=3 670 ft 3 0013 0072 160 1000 100 100 100 100 100 056 5422 416000 027 3268 45600 +D+O 7501r+0 750L+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=14 750 It 1 0161 0138 160 1000 100 1.00 100 100 100 687 66799 416000 261 6271 45600 Length=6 580 It 2 0161 0138 160 1000 100 100 100 100 100 687 66799 416000 195 6271 45600 Length=3 670 ft 3 0025 0138 160 1000 100 100 100 100 100 107 10403 416000 051 6271 45600 +D+O 750L+0 750S+0 45OW 1000 100 1.00 100 100 100 000 000 000 000 Length=14 750 ft 1 0151 0129 160 1.000 1.00 100 100 100 100 646 62801 416000 245 5895 45600 Length=6 680 ft 2 0161 0129 1.60 1000 100 100 100 1.00 100 646 62801 416000 183 6895 45600 Length=3 670 ft 3 0024 0129 160 1000 100 100 100 100 100 101 9780 416000 048 5895 45600 +D+O 750L+0 750S+0 5250E 1000 100 100 100 1.00 100 000 000 000 000 Length=14 760 It 1 0151 0129 160 1000 100 100 100 100 100 646 62801 416000 245 5895 45600 Length=6 580 It 2 0151 0129 160 1000 1.00 100 100 100 100 646 62801 416000 183 5895 45600 Length=3 670 It 3 0024 0129 160 1000 100 100 100 100 100 101 9780 416000 048 5895 45600 +0 60D+O 6OW 1000 100 100 100 1.00 100 000 000 000 000 Length=14 750 ft 1 0050 0043 160 1000 100 100 100 100 100 215 20889 416000 082 1961 45600 Length=6 580 ft 2 0050 0043 1.60 1000 100 100 100 100 100 215 208 89 416000 061 1961 45600 Length=3 670 ft 3 0008 0043 1.60 1000 100 100 100 1.00 100 0 33 3253 416000 016 1961 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=14 750 ft 1 0050 0043 1.60 1000 100 100 100 1.00 100 215 20889 416000 082 1961 45600 Length=6 580 ft 2 0050 0043 160 1000 100 100 100 1.00 100 215 20889 416000 061 1961 45600 Length=3 670 ft 3 0008 0043 160 1000 100 100 100 100 100 033 3253 416000 016 1961 45600 Averall f�e immunDeflections=, z Load Combination Span Max "-"Defl Location in Span Load Combination Max "+'Defl Location in Span +D+Lr 1 01621 6693 00000 0000 2 00000 6693 +D+Lr -00141 2212 +D+Lr 3 00022 1727 00000 2212 Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2273 5971 0319 0 973 APPR, Overall MINimurn 0613 1610 0086 0262 UVED BY D Only 1022 2684 0144 0.437 +D+L 102-2 2684 0144 0437 DEC 0 2 2014 , Co ?467 NGXSTATE)2 ec5 TO, 7-fil6tWA24671ENGINEER ERCALPJUC�1983-204,B.M6 4, - Ver, Q9'� Description BM 31-MOD ROOF BEAM @ SECOND LEVEL MOD WALL FOLDLINE Vertical-Real fil 6 Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 support 3 Support 4 +D+Lr 2273 5971 0319 0973 +D+S 2117 5560 0297 0906 +D+O 7601-r+0 750L 1960 5149 0275 0839 +D+O 750L+0 750S 1843 4841 0259 0789 +D+O 60W 1022 2684 0144 0437 +D+O 70E 1022 2684 0144 0437 +D+O 7501-r+0 750L+0 45OW 1960 5149 0275 0839 +D+O 750L+0 750S+0 45OW 1843 4841 0259 0789 +D+O 750L+0 750S+0 5250E 1843 4841 0259 0789 +0 60D+0 60VV 0613 1610 0086 0262 +0 60D+0 70E 0613 1610 0086 0262 D Only 1022 2684 0144 0437 Lr Only 1251 3287 0176 0536 L Only S Only 1095 2876 0154 0469 W Only E Only H Only APP""RUCNEUD By DEC 0 2014 1 4' N ;INC. z+^ � 'File 66 - Description 8M4 TYPICAL� Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 740 Load Combination Set ASCE 7-10 Material Properties /noksioMethnd- A||ownb|eStress Design Fb'Tension 850 psi E:Modulus m'6ta8oty Load Combination ASC E7-1U Fb-Cumpr 850 psi Ebond'xx 1300koi Fc Pr/| 1300psi Emmbond xx 470ko/ Wood Species Hem Fir Fo'Perp 405 psi Wood Grade Nu2 Fx 150 psi Fl 525 psi Density 277pcf Beam Bracing Beam isFully Braced against lateral-torsion buckling Repetitive Member Stress Increase Q(0 019995)L(OL5332) Span=10.750 ft ^�� - — 8e��|ua���r� Load Factors wN|booppk��r���n� -''rr'�-�-��-� oi Beam self weight calculated and added to loads Uniform Load: D=O�015O. L=0.040ksf, Tributary VWdth=1 %Bft,(FLOOR) NARr Maximum Bending Stress Ratio 0.84a 1 Maximum Shear Stress Ratio 0.332 , 1 Section used for this span W Section used for this span W fb Actual 994.73 psi N.Actual 49 78 psi F13.Allowable 1,173.00psi Fv.Allowable 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.375ft Location of maximum on span 10.161 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection MR PPRU'VEDn' BY Max Downward L+Lr+S Deflection 0.260 in Ratio= 495 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.368 in Ratio= 350 DEC 0 2 2014 Max Upward Total Deflection 0.000 in Ratio= 0 <180 7�'f -r-m- INC Load Combination Max Stress Ratios Moment Values olleal values ~u~H 000 000 000 000 Length~1O750 It l 0276 0108 090 1200 100 115 100 100 100 032 39138 105570 011 1458 13500 ~D+L+H 1200 100 115 100 100 100 000 000 000 000 Length~1O750 ft 1 0840 0332 100 1200 108 1 15 100 100 100 109 99473 117300 036 4978 15000 +D+Lr+H 1200 100 1 15 100 100 100 000 ODO OOO 000 Length~107508 1 0198 0078 125 1200 100 1 15 100 100 100 032 28138 146625 Oil 1458 18750 +D�S�H 120 100 115 1.00 1.00 100 ODO 000 800 000 Length~1O750 It 1 0216 omm 115 1200 100 115 100 100 100 032 28130 134098 011 1458 17250 +D+O75OU+O 750L+H 1200 100 115 100 100 100 000 000 800 000 Length~1O750 ft l 0550 0218 125 1200 100 115 100 100 100 090 81888 146625 030 4088 18750 +D+O75OL+OJ6OS+H 1200 100 115 100 100 100 000 000 000 000 _ Fde=W.123891ENGINEERINGISTATE12389:eo6 's WOOCI-Be8111`' ENERCALC,INC 19832014,Budd 04128, Ljc. Description: BM 4-TYPICAL FLOOR JOIST Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=10 750 it 1 0 607 0 238 116 1200 100 1 15 100 100 1.00 0 90 81888 134895 030 4098 17250 +D+O 60W+H 1200 100 1 15 100 100 100 000 000 000 000 Length=10 750 ft 1 0155 0 061 160 1200 100 1 15 100 100 100 032 291.36 1876.80 011 1458 24000 +D+O 70E+H 1200 100 115 100 100 100 000 000 000 000 Length=10 750 it 1 0155 0 061 160 1200 100 1 15 100 100 100 032 29136 187680 Oil 1458 24000 +D+O 75OLr+0 750L+0 450W+H 1200 1.00 115 100 100 100 000 000 000 000 Length=10 750 It 1 0.436 0171 160 1200 100 1.15 100 1.00 100 0 90 81888 187680 030 4098 24000 +D+O 750L+0 750S+O 450W+H 1200 100 1.15 100 100 100 000 000 000 000 Length=10 750 it 1 0 436 0171 1.60 1200 100 115 1.00 100 1.00 090 81888 187680 030 4098 24000 +D+O 750L+0 750S+0 5250E+H 1200 100 115 1.00 100 100 000 000 000 000 Length=10 750 It 1 0 436 0171 1.60 1200 100 116 1.00 100 1.00 090 81888 187680 030 4098 24000 +0 60D+O 60W+O 60H 1200 1.00 1.15 1.00 100 100 000 000 000 000 Length=10 750 ft 1 0 093 0 036 160 1200 100 115 100 100 1.00 019 17482 187680 006 875 24000 +0 6OD+0 70E+0 60H 1200 100 115 100 100 100 000 000 000 000 Length=10 750 it 1 0 093 0 036 160 1200 100 115 100 100 100 0.19 17482 187680 006 875 24000 Overall Maximum-Deflections-Unfactoted Ldads Load Combination Span Max Defl Location in Span Load Combination Max."+°Defl Location in Span D+L 1 03680 5 414 00000 0 000 Vertical Reactions-_'U_ nfacto _ _red Support notation Far left is#1 Values in KIPS Load Combination _ Support 1 Support 2 Overall MAXimum 0 405 0 405 Overall MlNimum 0119 0119 D Only 0119 0119 LOnly 0287 0287 D+L 0 405 0 405 APPROVED BY DEC 02 2014 1 1 , ood Beam ;- - = _= -File`=W.123891ENGINEER_INGLSTAT62389 ec6, � ,ENERCALC;INC 19834014,Q64614 di.Vk64 121 Description- BM 5-FLOOR JOISTS BELOW BEARING WALL @ SECOND LEVEL CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method- Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus ofElastiaty Load Combination ASCE 7-10 Fb-Compr 2,600 0 psi Ebend-xx 1,900 0 ksi Fc-PHI 2,510.0 psi Eminbend-xx 965 71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D 0 019995 L 0 05332 D(0 12)Lr(o 14)S(0 29) Q(0 0933 - --- 3.50 X 7.250 Span=10 50 ft r Adied Loads; _ = Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.010 ksf, Tributary Width=9.330 ft,(WALL) Point Load D=0.120, Lr=0.140, S=0.290 k @ 9.580 ft,(BEARING WALL) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1 333 ft,(FLOOR) Maximum Bending Stress Ratio _ 0.318 1 Maximum Shear Stress Ratio = 0.190 ' 1 Section used for this span 3.50 X 7.250 Section used for this span 3.50 X 7.250 fb.Actual = 950.99 psi fv:Actual = 54.09 psi FB•Allowable = 2,990.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.327ft Location of maximum on span = 9.925 ft Span#where maximum occurs = Span#1 Span#where maximum o6�g""�il`"n®��®1 Maximum Deflection BY Max Downward L+Lr+S Deflection 0 084 in Ratio= 1491 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 DEC 0 2 2014 Max Downward Total Deflection 0 246 in Ratio= 512 Max Upward Total Deflection 0.000 in Ratio= 0 <180 -N_ Maximum Forces'&Stresses for'Load Combinations__ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C Fv C i C r C m C t C L M tb Pb V fv Pv +D+H 0.00 000 000 000 Length=10 50 ft 1 0 247 0153 090 1 000 1.00 1 15 100 100 100 170 66346 2691.00 067 3935 25650 +D+L+H 1 000 100 `115 100 100 100 000 000 000 000 Length=10.50 ft 1 0 318 0190 100 1 000 100 1 15 100 100 100 243 95099 299000 091 5409 28500 +D+Lr+H 1 000 100 1 15 100 1.00 100 000 000 000 000 Length=10 50 ft 1 0184 0132 125 1 000 100 1 15 100 100 100 176 68934 3737.50 079 4690 35625 +D+S+H 1 000 1.00 115 100 1.00 100 0.00 000 000 000 Length=10 50 ft 1 0209 0168 115 1 000 100 1 15 100 100 100 183 717.61 343850 093 5499 32775 +D+O 750Lr+0 750L+H 1 000 1.00 1 15 100 100 100 000 000 000 000 I 89:ec6 File=W 123891ENGINEERINGISTATD23 W-66d Beam ENERCALC,INC 1983.2014,Budd 614128,yer6:14'12f-- Description: BM 5-FLOOR JOISTS BELOW BEARING WALL @ SECOND LEVEL Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I Cr Cm C t C L M fb F'b V fv F'v Length=10 50 It 1 0 240 0.157 125 1.000 100 115 1.00 100 1.00 230 89835 373750 095 5607 35625 +D+O 750L+0 750S+H 1 000 100 1.15 100 100 1.00 000 000 000 000 Length=10 50 ft 1 0 267 0190 115 1.000 100 115 100 100 100 235 91920 343850 105 6213 32775 +D+O 60W+H 1000 100 115 100 100 100 000 000 000 000 Length=10 50 It 1 0139 0 086 160 1 000 100 115 100 100 100 170 66346 478400 067 3935 45600 +D+O 70E+H 1 000 100 115 100 100 100 000 000 000 000 Length=10 50 ft 1 0139 0 086 160 1 000 1.00 115 100 1.00 1.00 170 66346 478400 067 3935 45600 +D+O 75OLr+0 750L+0 450W+H 1 000 100 1.15 100 1.00 100 000 000 000 000 Length=10 50 It 1 0188' 0.123 160 1.000 100 1.15 100 100 100 230 89835 4784.00 095 56.07 45600 +D+O 750L+O 750S+0 450W+H 1 000 100 115 100 100 100 0.00 000 000 000 Length=10 50 It 1 0192 0.136 160 1 000 100 115 100 100 1.00 2.35 91920 478400 105 6213 45600 +D+O 750L+0 750S+0 5250E+H 1 000 100 1 15 100 100 1.00 000 000 000 000 Length=10 50 It 1 0192 0136 160 1 000 100 1.15 100 100 100 235 91920 478400 105 6213 45600 +0 60D+0 60W+0 60H 1 000 100 1.15 100 1 00 1.00 000 000 000 000 Length=10 50 ft 1 0 083 0 052 160 1 000 100 1.15 100 100 100 102 39808 478400 040 2361 45600 +0 60D+0 70E+0 60H 1.000 100 1.15 100 100 100 000 000 000 000 Length=10 50 ft 1 0 083 0 052 160 1 000 100 115 100 100 100 102 39808 478400 040 2361 45600 �'OveralhMaximum.Deflections-Unfactored_Loads yT,_J�_� = Load Combination Span Max "-"Deft Location in Span Load Combination Max "+"Defl Location in Span D+L+S 1 02456 5.327 00000 0 000 VertlCal,Re8Ct10f15 UnfaCtohed 7 Support notation-Far left is#1 Values in KIPS Load Combination Support 1 Support-2— Overall upport2 ;Overall MAXimum 0 940 1 279 Overall MINlmum 0012 0.128 D Only 0635 0.734 L Only 0 280 0 280 Lr Only 0 012 0128 L+Lr 0 292 0.408 SOnly 0025 0265 L+S 0 305 0 545 Lr+S 0038 0.392 D+Lr 0 647 0 862 D+L 0915 1 014 D+L+Lr 0 927 1.142 D+S 0 661 0 999 D+L+S 0 940 1279 D+Lr+S 0 673 1 126 DEC 0 2 2014 [INC."N� 1 ) l f ) �+ _- -File=W_124671ENGINEERING%STATE12467.bc6 .a7tee� Beam"-- -; = c = __ - ENERCALC,ING1l383-2014;Bmid6149.4:Ver61491- Description: BM 6-PACO RIM BELOW CANT WALL Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 'Material Properties.—_: . . . ;... Analysis Method: Allowable. Strength Design v Fy.Steel Yield. 50 0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E-Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination ASCE 7-10 W(6 62) D(0 29)Lr0 39) D(V76) ZZ Span=10 830 ft PACO BEAM APpfled.LOadS Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0 0150 ksf, Tributary Width=12.50 ft,(wall) Point Load: D=0.290, Lr=0 390 k @ 9.580 It,(LVL BEAM POINT LOAD) Point Load. W=6.620 k @ 7 580 ft,(S.W.UPLIFT/COMP.) ` IDES/GNSUMMARY� -.._.� �.,, _-_�-- -- -_- s- • Maximum Bending Stress Ratio = 0.499: 1 Maximum Shear Stress Ratio= 0.079 1 Section used for this span PACO BEAM Section used for this span PACO BEAM Ma-Applied 11.718 k-ft Va:Applied 4.106 k Mn/Omega•Allowable 23.478 k-ft Vn/Omega-Allowable 51.834 k Load Combination +D+O 60W Load Combination +D+O 60W Location of maximum on span 7.581 ft Location of maximum on span 10 830 ft Span#where maximum occurs Span#1 Span fthere maximum ocrp� ®�B�® 1 Maximum Deflection �4 Max Downward L+Lr+S Deflection 0.008 in Ratio= 15,563 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <180 DEC 0 2 1014 Max Downward Total Deflection 0.326 in Ratio= 398 Max Upward Total Deflection 0 000 in Ratio= 0 <120 Maximum°Forces&Stresses forloadd6mblllations Load Combination Max Stress Ratios Summary of Moment Values ary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm a ° Vnx Vnx/Omega D Only Dsgn L= 10 83 It 1 0131 0 026 308 308 3921 2348 100 100 133 8656 5183 +D+L Dsgn L= 10 83 ft 1 0131 0 026 308 308 3921 2348 1.00 100 1.33 8656 5183 +D+Lr Dsgn L= 10 83 ft 1 0142 0 032 334 334 3921 2348 100 100 167 8656 5183 +D+S Dsgn L= 10 83 ft 1 0131 0 026 3.08 308 3921 2348 100 100 133 8656 5183 +D+O 75OLr+0 750L Dsgn L= 10 83 ft 1 0139 0.031 327 327 3921 2348 100 100 158 8656 5183 +D+0.750L+0 750S Dsgn L= 10 83 ft 1 0.131 0 026 308 308 3921 2348 100 100 133 8656 5183 +D+O 60W Dsgn L= 10 83 It 1 0 499 0 079 1172 1172 3921 2348 100 100 411 8656 5183 +D+O 70E Dsgn L= 10 83 ft 1 0131 0 026 308 308 3921 2348 100 100 133 8656 5183 +D+O 75OLr+0 750L+0 45OW Dsgn L= 10 83 ft 1 0 414 0 071 9.72 9.72 3921 2348 100 100 367 8656 5183 +D+O 750L+0 750S+0 45OW Dsgn L= 10 83 ft 1 0 403 0 066 946 946 3921 2348 100 100 341 8656 5183 +D+O 750L+0 750S+0 5250E Dsgn L= 10 83 It 1 0131 0 026 308 308 3921 2348 100 100 133 86.56 5183 --, M4 e-c6 tee --� -,�,.,'File"--W.745MNGINEERINGIS 67' -Ve 6 9 -1983-2014�guild 94- 61'4 44' �ENERQ�LQ,ING Description BM 6-PACO RIM BELOW CANT WALL Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax Mmax- Ma-Max Mnx MnxtOmega Cb Rm Va Max Vnx VrLx/Omega +060D+060W Dsgn L= 10,831ft 1 0453 0069 1064 1064 3921 2348 100 100 358 8656 5183 +O 60D+0 70E Dsgn L= 10 83 It 1 0079 0015 185 185 3921 2348 100 100 080 8666 5183 '04il Load Combination Span Max 'Ll'Defl Location in Span Load Combination Max "+"Defl Location in Span W Only 1 03265 6.011 00000 0000 Vertical R_6 a c t i d ns, Support notation-Far left is#`1 Values in KIPS -, _ ' Load Combination Support I Support 2 Overall MAXimurn 2295 4633 Overall MINimum 0045 0345 D Only 1103 1326 +D+L 1.103 1326 +D+Lr 1148 1.671 +D+S 1103 1326 +D+O 750Lr+0 750L 1137 1585 +D+O 750L+0 750S 1103 1326 +D+O 60W 2295 4106 +D+O 70E 1103 1326 +D+O 75OLr+0 750L+0 45OW 2031 3670 +D+O 750L+0 750S+0 45OW 1997 3411 +D+O 750L+0 7513S+0 5250E 1103 1326 +0 60D+0 6OW 1854 3576 +0 60D+0 70E 0662 0796 D Only 1103 1326 Lr Only 0045 0345 L Only S Only W Only 1987 4633 E Only H Only APP"Ru"VED By DEC 0 2 2014 NIP IN o . . ` . ' . . NGIONEE T�67 J6 XS Description BM 7-CANTILEVERED PACO BEAM ' Calculations per AISC3OO-10, IBC 202,ASCE 7-1O Load Combination Set-ASCE 740 r4i' r—rl �� . Allowable Strength Fy.Steel Yield 50.0km Beam Bracing: Beam isFully Braced against lateral-torsional buckling E:Modulus 20.000.0km Bending AxisMajor Axis Bending Load Combination ASCE 7'10 Span=40ft Span 1350ft PA00 BEAM PACO BEAM Service loads entered.Load Factors will be applied for calculations. Beam self weight calculatedand added toloads Load for Span Number 1 Uniform Load D=OO15O. L=D.04Oksf, Tributary Width=5.25Oft,(FLOOR) Point Load* D=1.%0. b=O.348. VV=-2J80kK&O.Oft,(PACO BEAM) Load for Span Number 2 Uniform Load: D=O815O` L=O040ksf, Tributary Width=5.25Oft,(FLOUR) Maximum Bending Stress Ratio 0.354: 1 Maximum Shear Stress Ratio 0.050 1 Section used for this span PACO BEAM Section used for this span PACO BEAM Ma Applied 8.310 k-ft Va:Applied 2.588 k Mn/Omega:Allowable 23.478 k-ft Vn/Omega Allowable 51.834 k Load Combination +D+0.75OLr+O 750L Load Combination +D+L Location of maximum on span 4 000ft Location of maximumA ROVED By4 000 ft Span#where maximum occurs Span#1 Span#where maximum opc cfr s Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0 167 in Ratio= 967 DEC 0 2 2014 Max Upward L+Lr+S Deflection -0 113 in Ratio= 846 Max Downward Total Deflection 0.600 in Ratio= 160 Max Upward Total Deflection -0.600 in Ratio= 160 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values D Only Dsgn L= 4 00 ft 1 0257 0033 -603 603 3921 2348 100 1.00 169 8656 5183 Dsgn L= 13 50 ft 2 0257 0020 0.13 -603 603 3921 2348 100 100 105 8656 5183 Dsgn L~ 400 It 1 0328 0050 -771 771 3921 2348 100 100 259 8656 5183 DsgnL~ 1350 ft 2 0328 0050 350 -771 771 3921 2348 100 100 259 8656 5183 +D+Lr Dsgn L~ 4008 1 0315 0030 '739 739 3921 2348 100 100 203 8650 5183 Dxgn L~ 1350# 2 0315 0022 001 -739 738 3821 2348 100 100 115 8656 5183 +D+S Dsgn.L~ 4008 1 0257 0033 -603 003 3921 2348 18010O 189 8658 5183 Dsgn L= 1350ft 2 0257 000 013 -603 005 8921 2348 100 100 105 0050 5183 +D+On5OLr+O 750L Dsgn L= 480ft 1 0354 0050 -831 831 3921 2348 100 100 257 8858 5183 1350ft 2 0354 0044 222 '831 831 3921 2048 100 100 228 8856 5183 �o~ormx+o750G Dngn L= 400It 1 0311 0046 -723 728 3921 2348 1.00 1.00 232 8O50' 5183 ~ 13508 2 0311 0042 256 -729 729 3821 2348 100 100 220 8656 5183 Dagn L~ 4ODft 1 0027 0011 064 064 3921 2348 100 1.00 055 8656 5183 __ --File,=CWVWAENGINEERIMSTAT�?4676 0 ENf*ALQ;rd19 ,4614Id 6A4A_4, RX , Desaiption BM 7-CANTILEVERED PACO BEAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax Mmax- Ma-Max Mnx MnxtOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn L= 13 50 It 2 0100 0012 236 236 3921 2348 100 100 065 8656 5183 +D+O 70E Dsgn L= 4 00 ft 1 0257 0033 -603 603 3921 2348 100 100 169 8656 5183 Dsgn L= 13 50 ft 2 0257 0020 013 -603 603 3921 2348 100 100 105 8656 5183 +D+O 75OLr+0 750L+0 45OW Dsgn L= 4 00 It 1 0141 0037 -331 331 3921 2348 100 100 191 8656 5183 Dsgn L= 13 50 ft 2 0174 0037 408 -331 4.08 3921 2348 1,00 100 191 8656 5183 +D+O 750L+0 750S+0 45OW Dsgn L= 400ft 1 0097 0035 -229 229 3921 2348 100 100 183 8656 5183 Dsgn L= 13 60 It 2 0193 0035 452 -229 452 3921 2348 100 1.00 183 8656 5183 +D+O 750L+0 750S+0 5250E Dsgn L= 4001t 1 0311 0045 -729 729 3921 2348 1.00 100 232 8656 5183 Dsgn L= 13 50 ft 2 0311 0042 256 -729 729 39 21 2348 1.00 100 220 8656 5183 +0 60D+0 6OW Dsgn L= 400ft 1 0130 0017 305 305 3921 2348 100 100 087 8656 5183 Dsgn L= 13 50 ft 2 0.137 0011 322 322 3921 2348 100 1.00 069 8656 5183 +0 60D+0.70E Dsgn L= 4 00 It 1 0154 0020 -362 362 3921 2348 100 100 101 8656 5183 Dsgn L= 13.50 It 2 0.154 0.012 008 -362 3.62 3921 2348 100 100 063 8656 5183 0 x Overall Mi'imum De 606ns Load Combination Span Max Defi Location in Span Load Combination Max "+�'Defl Location in Span -1 ow 1 05996 0000 00000 0000 2 00000 0000 -1 ow -03060 5712 Vertical-Reaction Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6469 1493 Overall MINimum 0441 0052 D Only 2731 0152 +D+L 5113 1445 +D+Lr 3171 0052 +D+S 2731 0152 +D+O 750Lr+0 760L 4848 1047 +D+O 750L+0 7505 4517 1199 +D+O 60W 0569 0647 +D-0 60W 4893 -0342 +D+O 70E 2731 0152 +D+O 750Lr+0 750L+0 45OW 3226 1417 +D+O 75OLr+0 75OL-0 45OW 6469 0676 +D+O 750L+0 750S+0 45OW 2896 1493 +D+O 750L+0 75OS-0 45OW 6139 0762 +D+O 750L+0 750S+0 5250E 4517 1122 +0 60D+0 60W -0524 0586 +0 6OD-0 60W 3801 -0403 +0 60D+0 70E 1638 0091 D Only 2731 0152 Lr Only 0441 -0101 L Only 2382 1293 S Only IN Only -3604 0824 -1 ow3604 -0824 E Only APPROVED By H Only U DEC 0 2 2014 Qr;, INC. File'=w.1246'AENGINEERINGISTAT_E12467.i)c6 ��81 �F1i�1 - - A� �"9 - u 69'F-Ve'6149. - - - - - - �ENERC LC INC.1 83 2014 B dd 14. .4 r Description: BM 71-CANTILEVERED PACO BEAM -•CODE`REFEREIUCESr��"�=___"-`�, �>;.= - __-___ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Materal`Properties Analysis Method. Allowable Strength Design Fy:Steel Yield. 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus, 29,000 0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(1 D0075 L02 0075 02 Span=4 0 ft Span=13 50 ft PACO BEAM PACO BEAM ApptedCoads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft,(FLOOR) Point Load D=1 210 k @ 0.0 ft,(PACO BEAM) Load for Span Number 2 Uniform Load. D=0 0150, L=0.040 ksf, Tributary Width=5.0 ft,(FLOOR) DES/GN SUIUIMARY=. - _ _ _ OEM Maximum Bending Stress Ratio = 0.303. 1 Maximum Shear Stress Ratio= 0.047 - 1 Section used for this span PACO BEAM Section used for this span PACO BEAM Ma:Applied 7 120 k-ft Va:Applied 2 451 k Mn/Omega:Allowable 23 478 k-ft Vn/Omega Allowable 51 834 k Load Combination +D+L Load Combination +D+L Location of maximum on span 4.000ft Location of maximum o 4 000 ft Span#where maximum occurs Span#1 Span#where maximu up ®VE® Ryan#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.159 in Ratio= 1,016 DEC 0 2 2014 Max Upward L+Lr+S Deflection -0.108 in Ratio= 889 Max Downward Total Deflection 0 215 in Ratio= 446 Max Upward Total Deflection -0.072 in Ratio= 2265 i •.Maxiimm Forces-&'Stresses.fbr Load Combinations,-• Load Combination F Max Stress Ratios Summary of Moment Values 1NOSUmmary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn L= 4 00 IT 1 0 235 0 030 -552 552 3921 2348 100 100 155 8656 5183 Dsgn L= 13 50 ft 2 0 235 0 019 016 -�5 52 552 3921 2348 1.00 100 098 8666 5183 +D+L Dsgn.L= 4 00 It 1 0 303 0 047 -712 712 3921 2348 100 1.00 245 8656 5183 Dsgn L= 13 50 It 2 0 303 0 047 342 -712 712 3921 2348 100 100 245 8656 5183 +D+Lr Dsgn L= 4 00 ft 1 0 235 0 030 -552 552 3921 2348 1.00 100 155 8656 5183 Dsgn L= 13 50 ft 2 0 235 0 019 016 -5.52 552 3921 2348 100 100 098 8656 5183 +D+S Dsgn L= 4 00 ft 1 0 235 0 030 -552 552 3921 2348 100 100 155 8656 5183 Dsgn L= 13 50 It 2 0 235 0 019 016 -552 552 3921 2348 100 100 098 8656 5183 +D+O 75OLr-+0 750L Dsgn L= 4 00 ft 1 0 286 0 041 -672 672 3921 2348 100 100 215 8656 5183 Dsgn L= 13 50 ft 2 0 286 0 040 252 -672 672 3921 2348 100 100 208 8656 5183 +D+O 750L+0 750S Dsgn L= 4 00 ft 1 0 286 0 041 -672 672 3921 2348 100 100 215 8656 5183 Dsgn L= 13 50 It 2 0 286 0 040 252 -672 672 3921 2348 100 100 208 8656 5183 +D+O 6OW Dsgn L= 4 00 ft 1 0 235 0 030 -552 552 3921 2348 100 100 155 8656 5183 6- 8j--26i,--l3u '4 0-" GINEERINGISTATE12467�eq!3- e- ,.Bea m-- �'--61E� INCO Id QALQ Description: BM 7.1-CANTILEVERED PACO BEAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax Mmax- Ma-Max Mnx MnYJOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn L= 13 50 ft 2 0235 0019 016 -552 552 3921 2348 100 100 098 8656 5183 +D+O 70E Dsgn L= 400ft 1 0235 0030 -552 552 3921 2348 100 100 155 8656 5183 Dsgn L= 13 50 ft 2 0235 0019 016 -552 552 3921 2348 100 100 098 8656 5183 +D+O 7501-r+0 750L+0 45OW Dsgn L= 4 00 ft 1 0286 0041 -672 672 3921 2348 100 100 215 8656 5183 Dsgn L= 13 50 ft 2 0286 0040 252 -672 672 3921 2348 1.00 100 208 8656 5183 +D+O 750L+0 760S+0 45OW Dsgn L= 4 00 It 1 0286 0041 -672 672 3921 2348 100 100 215 8656 5183 Dsgn L= 13 50 ft 2 0286 0040 252 -672 672 3921 2348 1 DO 100 208 8656 5183 +D+O 750L+0 750S+0 5250E Dsgn L= 4 00 It 11 0286 0041 -672 672 3921 2348 100 100 215 8656 5183 Dsgn L= 13 50 ft 2 0286 0040 252 -672 672 3921 2348 100 100 208 8656 6183 +0 60D+0 6OW Dsgn L= 4 00 ft 1 0141 0018 -331 331 3921 2348 100 100 093 8656 5183 Dsgn L= 13 50 ft 2 0141 0011 010 -331 331 3921 2348 100 100 059 8656 5183 +0 60D+0 70E Dsgn L= 4 00 ft 1 0141 0018 -331 331 3921 2348 100 100 093 8656 5183 Dsgn L= 13 50 ft 2 0141 0011 010 -331 331 3921 2348 100 100 059 8656 5183 I veira axiiirldmDe lecti0s, I Load Combination Span-- Max Defi Location in Span Load Combination Max 'Y'Defl Location in Span D Only 1 02151 0000 00000 0000 L Only 2 01594 7062 D Only -00301 0935 V@ftIC81Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4801 1396 Overall MINimum 1520 0099 D Only 2533 0165 +D+L 4801 1396 +D+Lr 2533 0165 +D+S 2533 0165 +D+O 7501-r+0 750L 4234 1088 +D+O 750L+0 750S 4234 1088 +D+O 60W 2533 0165 +D+O 70E 2533 0165 +D+O 75OLr+0 750L+0 45OW 4234 1088 +D+O 750L+0 750S+0 45OW 4234 1088 +D+O 750L+0 750S+0 5250E 4234 1088 +0 60D+0 6OW 1520 0099 +0 60D+0 70E 1520 0099 D Only 2533 0165 Lr Only L Only 2269 1231 S Only W Only E Only H Only APrF3R,U"---VE[) By DEC 0 2 2014 NIP IN f0p ' . . 'i4 Elk FRERQALQJNC_iq83-2014�Puifd 6-%9 ' Description BM 8-PACO BEAM BELOW S W 4 i b16 Calculations per AIGC3OU- 0\ |8C2012.ASCE740 Load Combination Set:ASCE 74O ,. �,,��^ ' ^-Mu�Uwrrom!9es, °� - Allowable Strength Design Fy.Steel Yield 500km Beam Bracing Beam isFully Braced against lateral-torsional buckling E-Modulus: 29.0000km Bending Axis Major Axis Bending Load Combination ASCE T-1U Q(0 01999�L(G 05332) Span 10 670 ft PACO BEAM Service loads entered.Load Factors will be applied for calculations. Beam self weight calculatedand added bloads Un/formLood D=08160. L=0040ksf, Tributary Width=1333ft,(FLOOR) Point Load- VV=-6.48Ok Point Load VV=O48Ok@025@ft,(G.W Unifonnbmd: D=081tOksf, Tributary Width=1O�ft,0NALU PointLuod- D=1.510. b=1��8k��8250ft.(Gl0j = ` DfSIGN, VK Maximum Bending Stress Ratio 0.312: 1 Maximum Shear Stress Ratio 0.103 1 Section used for this span PACO BEAM Section used for this span PACO BEAM Mn/Omega:Allowable 23.478 k-ft Vn/Omega.Allowable 51.834 k Load Combination +D+0.75OLr+0.750L+0.45OW Load Combination +D+0.75OLr+O 750L+O 450W Location of maximum an span 9.230ft Location of maximum on snan 10.670 ft Span#where maximum occurs Span#I Span#where maximApf,rRoVED Bypan#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.043 in Ratio= 2,999 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 DEC 0 2 Z014 Max Downward Total Deflection 0.153 in Ratio= 837 Max Upward Total Deflection -0.168 in Ratio= 764 '66d Combihith' Load Combination Max Stress Ratios Summary of Moment Values HVIM INC-summary of Shear Values D Only Dsgn L 10 67 ft 1 0160 0044 375 375 3921 2348 100 100 227 8656 5183 DsgnL~ 1O67 It 1 0191 0049 448 448 3921 2348 100 100 255 8656 5183 +D+Lr DsgnL~ 1067 ft 1 0233 0074 547 547 3921 2348 100 100 385 8656 5183 +D+S 10078 1 0100 0044 575 375 3921 2348 100 100 227 8050 510 +D+O75OLr~o75mL 1087ft 1 0234 001 550 550 3921 2340 100 100 367 8050 5183 +D+O750L+0 750S ~ 1067 ft 1 0183 0048 429 429 3921 2348 100 100 248 8656 5183 Degn '~ 1067O 1 0262 0087 610 421 010 3921 2348 100 100 448 8056 5183 ~D+O70E Dsgn L~ 10078 1 0 16 0.044 375 375 3921 23.48 100 100 227 8656 5183 +D-0 70E Dsgn L= 1067O 1 0160 0044 375 375 3921 2348 100 100 227 8656 5183 +D+O 75Ou+O750L+O 45OW Dsgn L~ 1007M 1 0312 0103 733 '142 733 3921 23/8 100 100 533 8656 5183 e=,W.1Z46AENGINEERINGISTATB2467.666,,,,� ee I A 96iO4,66ild 6 lip IN lil 1: i`1�11 NA 115 Desaipfion BM 8-PACO BEAM BELOW S W 4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax Mmax- Ma-Max Mnx MnxtOmega Cb Rm Va Max Vnx VrDc/Omega +D+O 750L+0 750S+0 450W Dsgn L= 10 67 ft 1 0241 0080 565 -199 565 3921 2348 100 100 414 8666 5183 +D+O 750L+0 750S+0 5250E Dsgn L= 10 67 It 1 0183 0048 429 429 3921 2348 100 100 248 8656 5183 +D+O 750L+0 750S-0 6250E Dsgn L= 10 67 ft 1 0183 0048 429 429 3921 2348 100 100 248 8656 5183 +0 60D+0 60W Dsgn L= 10 67 ft 1 0226 0069 494 -532 532 3921 2348 100 100 358 8656 5183 +0 l 70E Dsgn L= 10 67 ft 1 0096 0026 225 225 3921 2348 1100 100 136 8656 5183 +0 60D-0 70E Dsgn L= 1067ft 1 0096 0026 225 225 3921 2348 100 100 136 8656 5183 'Qvera Maxiirnum'Difificellciini,--t,r,,' Load Combination Span Max 'U'Defl Location in Span Load Combination Max "+"Def] Location in Span +D+O 7501-1 750L 1 01529 5708 W Only -01675 4055 V&661,"e &i-o6ns--,, Support notation Far left is#1 Values in KIPS Load Combination Support Support 2 Overall MAXimum -3692 5328 Overall MINimum -0105 0284 D Only 1161 2269 +D+L 1446 2554 +D+Lr 1403 3847 +D+S 1161 2269 +D+O 7601-r+0 750L 1556 3666 +D+O 750L+0 750S 1375 2483 +D+O 60W -1054 4485 +D+O 70E 1161 2269 +D+O 7501-1 750L+0 450W -0105 5328 +D+O 750L+0 750S+0 450W -0287 4144 +D+O 750L+0 750S+0 5250E 1375 2483 +0 l 60W -1619 3577 +0 60D+0 70E 0697 1362 D Only 1161 2269 Lr Only 0242 1578 L Only 0284 0284 S Only W Only -3692 3692 E Only H Only APPROVED BY DEC 0 2 zog IN ';�I ,NCa W,1246-AENGINEERINGISTATEQ46Tixc6 -EMERCA QINQ'1983 011,1301d,614 4N6rGi4.§' Description BM 81-PACO BEAM BELOW S W 5 Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set.ASCE 7-10 f6p lities, 77 Analysis Method, Allowable Strength Design Fy.Steel Yield. 50.0 ksi Beam Bracing. Beam is Fully Braced against lateral-torsional buckling E.Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination ASCE 7-10 f D 0 16) D(l 02)55) Q(0 019995 L 05332) Span=10.670 ft PACO BEAM ;"'.;m1Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0 0150, L=0.040 ksf, Tributary Width 1.333 ft,(FLOOR) Point Load. W=5.620 k@ 9 250 ft,(S W) Uniform Load: D=00150ksf, Tributary Width=10.0 ft,(WALL) Point Load D=1.280, Lr=1.550 k@9.250 ft,(ROOF BEAM) Maximum Bending Stress Ratio = 0.326: 1 Maximum Shear Stress Ratio= 0.106 . 1 Section used for this span PACO BEAM Section used for this span PACO BEAM Ma Applied 7.655 k-ft Va:Applied 5.484 k Mn/Omega-Allowable 23.478 k-ft Vn/Omega:Allowable 51.834 k Load Combination +D+0.75OLr+0.750L+0.45OW Load Combination +D+O 750Lr+0 750L+0.450VV Location of maximum on span 8.323ft Location of maximum on span 10.670 ft Span#where maximum occurs Span#I Span#where maximum "WONEURD Bean Maximum Deflection Max Downward L+Lr+S Deflection 0.036 in Ratio= 3,522 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 DEC 0 2 2014 Max Downward Total Deflection 0.202 in Ratio= 635 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Jwaxl Load Combination Max Stress Ratios Summary of Moment Values NGmmary of Shear Values Segment Length Span# M V Mmax Mmax- Ma-Max Mnx MnxIOmega Cb Rm Va-Max Vnx Vnx/Omega D Only Dsgn L= 10 67 ft 1 0151 0040 355 355 3921 2348 100 100 207 8656 5183 +D+L Dsgn L= 1067ft 1 0183 0045 429 429 3921 2348 100 100 235 8656 61.83 +D+Lr Dsgn L= 10 67 ft 1 0211 0066 496 496 3921 2348 100 100 341 8656 51.83 +D+S Dsgn L= 10 67 ft 1 0151 0040 3.55 355 3921 2348 100 1.00 207 8656 5183 +D+O 75OLr+0 750L Dsgn L= 10 67 It 1 0217 0.063 510 610 39.21 2348 100 100 329 8656 5183 +D+O 750L+0 750S Dsgn L= 10 67 ft 1 0175 0044 411 411 3921 2348 100 100 228 8656 5183 +D+O 6OW Dsgn L= 10 67 ft 1 0295 0096 693 693 3921 2348 100 100 499 8656 5183 +D+O 70E Dsgn L= 10 67 ft 1 0151 0040 3.55 355 3921 2348 100 100 207 8656 5183 +D-0 70E Dsgn L= 10 67 It 1 0161 0040 355 355 39.21 2348 100 100 207 8656 5183 +D+O 75OLr+0 750L+0 45OW Dsgn L= 10 67 ft 1 0326 0106 766 766 39.21 2348 100 100 548 8656 5183 +D+O 750L+0 750S+0 45OW Fil4=,W.,124671ENGINEERINGISTATE)2467ec6: h ENERCALC,INC 1983-2014; 0 14 1 6 4, Description- BM 81-PACO BEAM BELOW S W 5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax Mmax- Ma-Max Mnx MnYJOmega Cb Rm Va Max Vnx VriyuOmega Dsgn L= 10 67 ft 1 0273 0086 642 642 3921 2348 100 100 448 8656 5183 +D+O 750L+0 750S+0 5250E Dsgn L= 11067ft 1 0175 0044 411 411 3921 2348 100 100 228 8656 5183 +D+O 750L+0 75OS-0 5250E Dsgn L= 10 67 ft 1 0.175 0044 411 411 3921 2348 100 100 228 8656 5183 +0 60D+0 60W Dsgn L= 10 67 ft 1 0247 0080 580 580 3921 2348 100 100 417 8656 5183 +0 60D+0 70E Dsgn L= 10 67 ft 1 0091 0.024 213 213 3921 23.48 1.00 100 124 8656 5183 +0 60D-0 70E Dsgn L= 10 67 ft 1 0091 0024 213 213 3921 2348 100 100 124 8656 5183 f Oyerqu.' iim Maxiih -De Iecti qns�r Load Combination Span Max Defl Location in Span Load Combination Max Defl Location in Span +D+O 7501-r+0 750L+0 45OW 1 02018 5815 00000 0000 V-ftkkoikt", e jons ,-.- --j Support notation Far left is#1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1835 5483 Overall MINimum 0206 0284 D Only 1131 2070 +D+L 1415 2354 +D+Lr 1337 3414 +D+S 1131 2070 +D+O 7501-r+0 750L 1499 3291 +D+O 750L+0 750S 1344 2283 +D+O 60W 1.579 4993 +D+O 70E 1131 2070 +D+O 7501-r+0 750L+0 45OW 1835 5483 +D+O 750L+0 750S+0 45OW 1681 4476 +D+O 750L+0 750S+0 5250E 1.344 2283 +0 60D+0 6OW 1127 4165 +0 60D+0 70E 0678 1242 D Only 1131 2070 Lr Only 0206 1344 L Only 0284 0284 S Only W Only 0748 4872 E Only H Only APPRUVED By DEC 0 2 2014 IN ---.�,'-71�'�_�--,�_--,�.-,---�-�,--,Fil&-�,W,1246AFNGINEERINGISTATE12467 666, ,Wood,13 �4,V �ENER JNC�198�2 14,--66 J -14b� -Ci 3 0 ld(i'4,9� W6 Ver Description BM 9-BEAM AT FLOOR OPENING Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method. Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2600 psi Ebend-xx 1900ksi FG-PHI 2510 psi Eminbend-xx 965.71 ksi Wood Species Truss Joist Fc:-Perp 750 psi Wood Grade Microl-am LVL 19 E Fv 285 psi Ft 1555 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.03)L(O.08) 5.250 X 7.250 Span=15 330 It Service loads entered. Load Factors will be applied for calculations Applied Beam self weight calculated and added to loads Uniform Load D=0.0150, L=0.040 ksf, Tributary Width=2.0 ft(FLOOR) -Ma3m, Maximum Bending Stress-Ratio = 0.3491 Maximum Shear Stress Ratio = 0.116 , 1 Section used for this span 5.250 X 7.250 Section used for this span 5.250 X 7.250 fb:Actual = 908.37 psi fv:Actual = 33.19 psi FB:Allowable = 2,600.00psi Fv-Allowable = 285 00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7 665ft Location of maximum on span = 0 000 ft Span#where maximum occurs = Span#I Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.316 in Ratio= 582 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 APPROVED BY Max Downward Total Deflection 0.468 in Ratio= 393 Max Upward Total Deflection 0.000 in Ratio= 0 <180 DEC 0 2 2014 Maximum"For s,,§(§treSSesFf6r,Load Combinations' Load Combination Max Stress Ratios Moment RaWN M Shear Values Segment Length Span# M V C d C FN C i Cr CM C t CL M 1b --- F'6 Nw. V fv F'v D Only 000 000 000 000 Length=15 330 ft 1 0126 0042 090 1000 100 100 100 100 100 113 29519 234000 027 1078 25650 +D+L 1000 100 100 100 100 100 000 000 000 000 Length=15 330 ft 1 0349 0116 100 1000 100 100 100 100 100 348 90837 260000 084 3319 28500 +D+Lr 1000 100 100 100 100 100 000 000 000 000 Length=15 330 It 1 0091 0030 125 1000 100 100 100 100 100 113 29519 325000 027 1078 35625 +D+S 1000 1.00 100 100 100 100 000 000 000 000, Length=15 330 It 1 0099 0033 115 1000 100 100 100 100 100 113 29519 299000 027 1078 32775 +D+O 7501-r+0 760L 1000 100 100 1.00 100 100 000 000 000 000 Length=15 330 It 1 0232 0077 125 1000 100 100 100 100 100 289 75507 325000 070 2759 35625 +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 ':V46'AENGINEERING,,ASTATEQ467-.ec6,,�,,-, -Build.6 TNEKALC,1 1983-201.4. v� 11111.11150 will—= Description. BM 9-BEAM AT FLOOR OPENING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C IN C i Cr Cm C t CL M flo F'b V fV F'v Length=15 330 It 1 0253 0084 115 1.000 100 1.00 100 100 100 289 75507 299000 070 2759 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=15 330 ft 1 0071 0024 160 1000 100 100 100 100 100 113 29519 416000 027 1078 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=15 330 ft 1 0071 0024 160 1000 100 100 100 1.00 100 1.13 29519 416000 027 1078 45600 +D-0 70E 1000 100 100 1.00 100 100 000 000 000 000 Length=15 330 It 1 0071 0024 1.60 1000 100 100 100 100 100 113 29519 416000 027 1078 45600 +D+O 75OLr-+O 750L+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=15 330 ft 1 0.182 0060 1.60 1000 1.00 100 1.00 100 1.00 289 75507 416000 070 2759 45600 +D+O 750L+0 750S+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=15 330 It 1 0182 0060 160 1000 100 100 1.00 100 100 289 75507 416000 070 2759 45600 +D+0 750L+0 750S+0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=15 330 It 1 0182 0060 160 1000 100 100 1.00 100 100 289 75507 416000 070 2759 46600 +D+O 750L+0 75OS-0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=15 330 It 1 0182 0060 160 1000 100 100 100 1.00 100 289 75507 4160.00 070 2759 45600 +0 60D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=15 330 ft 1 0043 0014 1.60 1000 100 100 100 100 100 068 17712 416000 016 647 45600 +0 60D+0 70E 1000 100 100 100 1.00 100 000 000 000 000 Length=15 330 It 1 0043 0014 160 1000 100 100 1.00 100 100 068 17712 416000 016 647 45600 +0 6OD-0 70E 1000 100 1100 100 100 100 000 000 000 000 Length=15 330 It 1 0043 0014 160 1000 100 100 100 100 100 068 17712 4160 W 016 647 456 W Overall Maximum 6jff6&"�ions a�,: Load Combination Span Max 'U'Defl Location in Span Load Combination Max "+Tefi Location in Span 1 04676 7721 00000 0000 Wrtical`Rea,qtions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 0908 0908 Overall MINimurn 0177 0177 D Only 0295 0295 +D+L 0908 0908 +D+Lr 0295 0295 +D+S 0295 0295 +D+O 75OLr-+O 750L 0755 0755 +D+O 750L+0 750S 0755 0755 +D+O 60W 0295 0295 +D+O 70E 0295 0295 +D+O 7501-r+0 750L+0 45OW 0755 0755 +D+O 750L+O 750S+0 45OW 0755 0755 +D+O 750L+0 750S+0 5250E 0755 0755 +0 60D+0 6OW 0177 0177 +0 60D+0 70E 0177 0177 D Only 0295 0295 Lr Only L Only 0613 0613 S Only W Only E Only H Only APPROVED BY DEC 0 2 2014 -N� P ,NC. �-,R 16 W 124MEN G I N EERI N G;IuA�TTqT?.4671eoc��j ,Wn 4 V -10 -114.9" , -2044.-Budd 6,' Ver.6- .9 6&Beam liiEk- 'IN1983 .4, C�Lcl Description BM 10-SHORT BEAM AT FLOOR OPENING Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticlty Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 1,900.0ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965 71 ksi Wood Species Truss Joist Fc-Perp 750.0 psi Wood Grade Microl-am LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32 210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.3)L(0 61) 1 k, 3 50 X 7.250 Span=9 250 ft Applied Loads; 'y„TyService loads entered Load Factors will be applied for calculations -- Beam self weight calculated and added to loads Point Load D=0.30, L=0 610 k @ 5.250 ft,(FLOOR) Maximum Bending Stress Ratio = 0.3191 Maximum Shear Stress Ratio = 0.112 1 Section used for this span 3.50 X 7.250 Section used for this span 3.50 X 7.250 fb Actual = 829.23 psi fv:Actual 31.89 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.233ft Location of maximum on span = 8 676 ft Span#where maximum occurs = Span#I Span#where maximum occurs = Span#1 Maximum Deflection APP R®QED Max Downward L+Lr+S Deflection 0.081 in Ratio= 1374 ED BY Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.125 in Ratio= 888 Max Upward Total Deflection 0.000 in Ratio= 0<180 DEC 02 2014 0- ----t - —7,- --, , . - ---,Combinations" - -- _Forcesisi-ressqS16-r'LoWA ! Maxirnuiil Load Combination Max Stress Ratios Momentam, N IgMkpo Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Pb V fV Pv D Only 000 000 000 000 Length=9 250 ft 1 0124 0045 090 1000 100 100 1.00 100 100 074 28902 234000 019 1142 25650 +D+L 1000 1.00 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0319 0112 100 1000 100 100 100 100 100 212 82923 260000 054 3189 28500 +D+Lr 1000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0089 0032 125 1000 1.00 100 1.00 100 100 074 28902 325000 019 1142 35625 +D+S 1000 1.00 100 100 100 1.00 000 000 000 000 Length=9 250 ft 1 0097 0035 115 1000 100 100 100 100 100 074 28902 299000 019 1142 32775 +D+0.75OLr+0.750L 1000 1.00 100 1.00 100 100 000 000 000 000 Length=9 250 ft 1 0214 0075 125 1000 100 100 100 100 100 177 69418 3250 00 045 2677 35625 -D+O 750L+0 760S 1000 100 100 100 100 100 000 000 000 000 =VU d. earn _ - �E ERCAC -I C.< 8 14F id614"94-Ve6 '4 ,Ba i r. 'f 9 - - Description: BM 10-SHORT BEAM AT FLOOR OPENING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M ib F'b V fv F'v Length=9 250 ft 1 0 232 0 082 115 1 000 100 100 100 100 100 177 69418 299000 045 2677 32775 +D+O 60W 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 It 1 0 069 0 025 160 1 000 100 100 100 100 100 074 28902 416000 019 1142 45600 +D+O 70E 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0 069 0 025 160 1 000 100 100 100 100 100 074 28902 416000 019 1142 45600 +D-0 70E 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0.069 0 025 160 1 000 1.00 1.00 100 100 100 074 289.02 416000 019 1142 45600 +D+O 7501-r+0 750L+0 45OW 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0167 0 059 160 1 000 1.00 100 1.00 100 1.00 177 69418 416000 045 2677 45600 +D+O 750L+0 750S+0 45OW 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0167 0 059 160 1 000 100 100 100 100 100 177 69418 4160.00 045 2677 45600 +D+O 750L+0 750S+0 5250E 1 000 1.00 100 1.00 100 100 000 000 000 000 Length=9 250 ft 1 0167 0 059 160 1 000 100 100 100 100 100 177 694.18 416000 0.45 26 77 45600 +D+O 750L+0 75OS-0 5250E 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0167 0 059 160 1 000 100 100 100 100 100 177 69418 416000 045 2677 45600 +0 60D+0 6OW 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 It 1 0 042 0 015 160 1 000 100 100 100 100 100 044 17341 416000 012 685 45600 +0 60D+0 70E 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0 042 0 015 160 1 000 1.00 100 100 100 100 044 17341 416000 012 685 45600 +0 600-0 70E 1 000 100 100 100 100 100 000 000 000 000 Length=9 250 ft 1 0 042 0 015 160 1 000 100 100 100 100 100 044 17341 416000 012 685 45600 OveralhMaxitnum-Beflections_-_ Load Combination V v Span Max "--°Defl* \ Location in Span Load Combination Max "+'Defl Location in Span +D+L 1 01249 4 828 00000 00W Vel tIC81 Re8Ct10118=--== _ =' Support notation.Far left is#1 Values in KIPS -A .>_ Load Combination Support 1 Support 2 Overall MAXimum 0 420 0 543 Overall MINimum 0094 0118 D Only 0156 0197 +D+L 0 420 0 543 +D+Lr 0156 0197 +D+S 0156 0197 +D+O 75OLr+0 750L 0 354 0 456 +D+O 750L+o 750S 0 354 0 456 +D+O 60W 0156 0197 +D+O 70E 0156 0197 +D+O 7501-r+0 750L+0 45OW 0 354 0 456 +D+O 750L+0 7506+0 45OW 0 354 0 456 +D+O 750L+0 750S+0 5250E 0 354 0 456 +0 60D+0 6OW 0 094 0118 +0 60D+0 70E 0 094 0118 D Only 0156 0197 Lr Only L Only 0 264 0 346 S Only W Only E Only H Only APPRU 'E® y DEC 0 2 2014 NIP9N ~ ^ . ENERjW Description: 0N11'FLOOR BEAM BELOW POINT LOAD AJFIRST LEVEL CEILING CODE Calculations per NDS 2012. IBC 2U12. CBC 2013\ASCE 74O Load Combination Set.ASCE 74U Material Prti Analysis Method: Allowable Stress Design Fb'Tension 2.00O0 psi £:Modulus o/fletici�y Load Combination ASCE 7-1O Fb'Cmnpr 2,600.0 psi Ebond'xx 1.900.Ukui Fo'PrU 2.510.Opsi Emmbond'xx 98571kn/ Wood Species iLave|Truss Joist Fo'Perp 750.0 psi Wood Grade MiomLomLVL 1.QE Fv 285Opsi Ft 1,555.0 psi Density 32210pcf Beam Bracing Beam mFully Braced against lateral-torsion buckling 5 250 X 11875 Span=10 830 ft Gammekmdse���d Lna�Fan�mm�|beopp|/sdfornobu|��|ono � . Point Load- D=O1580. L=0420k@1Oft, Point Load D=2.27O. Lr 1.640, L=O.28O. VV=3.60Ok@1Oft,8PT.LOAD) Maximum Bending Stress Ratio 0.1241 Maximum Shear Stress Ratio 0.280 1 Section used for this span 5.250 X 11.875 Section used for this span 5.250 X 11.875 fb Actual 514.38 psi fV:Actual 127 61 psi FB Allowable 4,160.00psi Fv:Allowable 456.00 psi Load Combination +D+0.75OLr+0.750L+0.450VV Load Combination +D+0.75OLr+O 750L+O 450W Location of maximum on span 1.028ft Location of maximum on span 0 000 ft Span#where maximum occurs Span#I Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S;Deflection 0.015 in Ratio= 8522 APTF'ROVEDDP BY Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.054 in Ratio= 2391 Max Upward Total Deflection -0.034 in Ratio= 3787 DEC 0,2 7014 L Com oUnly 000 00 OOO 000 Length~1O830 ft 1 0091 0207 090 1.000 100 100 100 100 1.00 220 21373 234000 220 5302 35650 +D+L 1000 100 100 100 100 100 000 000 000 000 Length~1083N8 1 0106 0240 1.00 100 100 100 100 100 100 283 27534 2e0000 284 m31 28500 +D+'r 1.000 100 100 100 100 100 OOO 000 OOO 080 Length=1O830 It 1 0110 0249 125 1000 100 100 100 100 100 368 35808 325000 369 8884 35625 ~D+S 1000 100 100 100 1�00 100 000 000 OOO 000 Length~1O830ft 1 0071 0102 115 1080 100 10 180 100 180 220 21373 299000 220 5302 32775 -i-D+O 7501r+0 750L 1000 1.00 100 100 100 100 000 000 OUO 000 Length~1U830 It 1 0113 0256 125 1000 100 10 100 100 100 379 36821 325000 380 9135 35025 +D+O750L+)750S 1000 1.00 100 100 100 100 000 000 000 000 F e W: AENG NEER 7 H 1246 1 INGXSTATEV467 -Ver,6 479T d ENER6�" k�20 .,Id 14�4- Description: BM 11-FLOOR BEAM BELOW POINT LOAD AT FIRST LEVEL CEILING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb F'b V fV F'v Length=10 830 ft 1 0087 0197 115 1000 100 100 100 100 100 267 25994 299000 268 6449 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=10 830 ft 1 0098 0222 160 1000 100 1.00 100 100 100 420 40861 416000 421 10137 45600 +D-0 6OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 ft 1 0005 0010 160 1000 100 100 100 1.00 100 019 1884 416000 019 467 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 830 ft 1 0051 0116 160 1000 100 100 1.00 100 1.00 220 21373 416000 220 5302 45600 +D+O 7501-r+0 750L+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 R 1 0124 0280 1.60 1000 1.00 100 1.00 100 100 529 51438 416000 530 12761 45600 +D+O 7501-r+0 75OL-0 45OW 1000 100 100 1.00 100 100 000 000 000 000 Length=10 830 It 1 0053 0121 1.60 1.000 100 100 100 100 100 228 22204 416000 229 5509 45600 +D+O 750L+0 750S+0 45OW 1000 100 1.00 100 100 100 000 000 000 000 Length=10 830 ft 1 0098 0221 160 1000 100 100 100 100 100 418 40610 416000 419 10075 45600 +D+O 750L+0 75OS-0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0027 0062 160 1000 100 100 100 100 100 117 11377 416000 117 2823 45600 +D+O 750L+0 760S+0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=10 830 ft 1 0062 0141 160 1000 100 100 100 100 1.00 267 25994 416000 268 6449 45600 +0 60D+0 6OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0078 0176 160 1000 100 100 100 100 100 332 32312 416000 333 8016 45600 +0 60D-0 6OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 ft 1 0016 0036 160 1000 100 100 100 100 100 069 6665 416000 069 1654 45600 +0 60D+0 70E 1000 1.00 100 100 100 100 000 000 000 000 Length=10 830 It 1 0031 0070 160 1000 100 100 100 100 100 132 12824 416000 132 3181 45600 Overall Makimum.D Load Combination Span Max .12 Defl Location in Span Load Combination Max `4�'Defi Location in Span +D+O 7501-r+0 750L+0 45OW 1 00543 4624 00000 0000 ,-Veiiicafkeaic'tio- Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5304 0540 Overall MINimum 0635 0065 D Only 2204 0224 +D+L 2839 0289 +D+Lr 3692 0376 +D+S 2204 0224 +D+O 7501-r+0 750L 3797 0386 +D+O 750L+0 750S 2680 0273 +D+O 60W 4213 0429 +D+O 70E 2204 0224 +D+O 7501-r+0 750L+0 45OW 5304 0540 +D+O 7501L+0 750S+0 45OW 4188 0426 +D+O 750L+0 750S+0 5250E 2680 0273 +0 60D+0 60VV 3332 0339 +0 60D+0 70E 1322 0135 D Only 2204 0224 Lr Only 1489 0151 L Only 0.635 0.065 S Only APPRU"VED By W Only 3349 0341 E Only H Only DEC 0 2 zog �rIN earn =N�J�SIATVEV�6�69D§- 6 4. d-1514 Description BM 12-CEILING BEAM AT MOD KITCHEN Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticlty Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 1,900 Oksi Fc-PrIl 2,510.0 psi Eminbend-xx 965 71 ksi Wood Species il-evel Truss Joist Fc-Perp 750.0 psi Wood Grade MicroLam LVL 1 9 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210 pcf Beam Bracing - Beam is Fully Braced against lateral-torsion buckling D(2 2)Lr(l 5)L(0.64)W(-3.35) D(0.1574 L 420) D(0084) 5.250 X 18 0 Span=19 830 ft "A' lied Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans. Uniform Load on ALL spans: D=0 0150, L=0.040 ksf, Tributary Width=10 50 fl Point Load: D=2.20, Lr=1.50, L=0.640, W=-3.350 k @ 2.50 ft,(LVL CEILING BEAM) Uniform Load- D=0 0080 ksf, Tributary Width=10.50 ft,(CEILING) z I -J Maximum Bending Stress Ratio = 0.6061 Maximum Shear Stress Ratio = 0.460 : 1 Section used for this span 5.250 X 18.0 Section used for this span 5.250 X 18.0 fb,:Actual = 1,574.51 psi fv-Actual = 131 15 psi FB-Allowable = 2,600.00 psi Fv.Allowable = 285 00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.408ft Location of maximum on span = 0 000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#i Maximum Deflection Max Downward L+Lr+S Deflection 0.317 in Ratio= 750 APPU Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 "I"ROVEJ) By Max Downward Total Deflection 0.554 in Ratio= 429 Max Upward Total Deflection -0.074 in Ratio= 3211 DEC 02 1014 rA ---- ------- �tfqss6s or., ions Load Combination Max Stress Ratios Moment alAN FI !NC- Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M th Fb V fV Fv D Only 000 000 000 000 Length=19 830 It 1 0286 0257 090 1000 1.00 100 100 100 100 1581 66903 234000 415 6582 25650 +D+L 1000 100 100 100 100 100 000 000 000 000 Length=19 830 It 1 0606 0,460 100 1000 100 100 1.00 100 100 3720 1,57451 260000 826 13115 28500 +D+Lr 1000 100 100 100 100 100 000 000 000 000 Length=19 830 It 1 0234 0243 125 1.000 100 100 100 100 100 17.95 75973 3250.00 546 8663 35625 +D+S 1000 100 100 100 100 100 000 000 000 000 Length=19 830 ft 1 0224 0201 115 1000 100 100 100 100 100 1581 66903 299000 415 6582 327.75 Y ,-File WA246AENG 7- 6-, INEERIN(MSTATEV246 -14' 4,,�Ver(3-1 '4 3� B- 8 uild.6 6A `BeaM jfNE§ Description BM 12-CEILING BEAM AT MOD KITCHEN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fV Pv +D+O 7501-r+0 750L 1000 100 1.00 100 100 100 000 000 000 000 Length=19 830 ft 1 0434 0366 125 1000 1.00 100 100 1 00 100 3335 1,41156 325000 822 13042 35625 +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 Length=19 830 It 1 0451 0350 115 1000 100 100 100 100 100 3184 1,34780 299000 723 11481 32775 +D+O 60W 1000 100 1 DO 100 100 100 000 000 000 000 Length=19 830 It 1 0134 0083 160 1000 100 100 100 100 100 1315 55654 416000 239 379.4 45600 +D+O 70E 1000 1.00 100 100 100 100 000 000 000 000 Length=19 830 ft 1 0161 0144 160 1000 100 100 100 100 100 15.81 66903 416000 415 6582 45600 +D+O 7501-r+0 750L+0 450W 1000 1.00 100 100 1.00 100 000 000 000 000 Length=19 830 ft 1 0319 0240 160 1000 100 100 100 100 100 3134 1,32645 416000 690 10951 45600 +D+O 7501L+0 750.5+0 450W 1000 100 100 100 100 1100 000 000 000 000 Length=19 830 ft 1 0304 0206 160 1.000 100 100 100 100 100 2988 1,26464 416000 592 9390 45600 +D+O 750L+0 760S+0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=19 830 11 1 0324 0252 160 1000 100 1.00 100 100 100 3184 1,34780 416000 723 11481 45600 +0 60D+0 60W 1000 100 100 100 100 100 000 000 000 000 Length=19 830 It 1 0.070 0.044 160 1.000 100 100 1.00 100 100 691 29237 416000 125 1985 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=19 830 It 1 0096 0087 160 1.000 100 100 100 100 100 948 40142 416000 249 3949 45600 -'64AWmum Maximum Deflections Load Combination Span Max 'L'Def[ Location in Span Load Combination Max "+'Defi Location in Span +D+L 1 05543 9770 00000 0000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination support 1 Support 2 Overall MAXimum 9250 7126 Overall MINimum 0959 0189 D Only 4527 2881 +D+L 9250 7126 +D+Lr 5838 3.071 +D+S 4527 2881 +D+O 7501-r+0 750L 9053 6207 +D+O 750L+0 750S 8069 6065 +D+O 60W 2770 2628 +D+O 70E 4527 2881 +D+O 7601-r+0 750L+0 450W 7735 6017 +D+O 750L+0 750S+0 450W 6752 5875 +D+O 750L+0 750S+0 5250E 8069 6065 +0 60D+0 60W 0959 1475 +0 60D+0 70E 2716 1729 D Only 4527 2881 Lr Only 1311 0189 L Only 4724 4245 S Only W Only -2928 -0422 E Only H Only APPpOVED , DEC'01 2 1014 N7PSNC. ' ^ ` ~ ` ' . ' Description. BM 13-OUT OF PLANE BEAM AT LIVING DINING _ Calculations per 2012NDS, IBC 2012, CBC 2013,ASCE 740 Load Combinations Used /SCE740 Analysis Method Allowable Stress Design Wood Section Name 3-1J5o14 EndFhoties Top&Bottom Pinned WmodGradin0Moouf Trus-Joist Overall Column Height 18.50 ft Wood Member Type NYionnUmm (Used for non-slender calculations) Exact Width 0_250m Allow Stress Modification Factors Wood Species iLevo|Truos Joist Exact Depth 14_0 in u,mc*for Bending 1 O Wood Grade MmmLamLVL 1 QE � Area 73 50 /�12 m C� CvhxCmnpressmn 1.0 Fb'Tension 2,600.0 psi Fv 285.0 psi :| 1.200.50 /�14 oymovfor Tension 1 U Fb-Compr 2,600.0 psi R 1,555.0 Psi ly 108820 /nw mn Wmumpumn 1 O Fn'Pd| 25100p� Dao�� �2210p� � . Q Temperature Factor 1 O Fo-Pmp 750.0 psi QU Flat Use Factor 1O E Mudu|unofElastin8y.. »«Bnndmg y-yBood/ny Axial KJ Built-up columns 1 O NDS 15.3.2 Basic 1.900.0 1.9000 1.000.0ksi Use Cr:Repetitive? No(-glb»nY Mm/mum 90571 90571 Brace condition for deflection(buok}ing)along columns X-X(Width)axis: Fully braced against buckling along X-XAxm Y-Y(dnpth)axis Fully braced against buckling along Y-YA*/o Service loads entered Load Factors will be applied for calculations Columnself weight included:3O4.15Olbs°Dead Load Factor BENDING LOADS.. . | WIND PRESSURE:LaLUniform Load creating My-y,VV=O2O8Ok/ft Bending&Shear Check Results i PASS Max.Axiu|+Bondin0Stress Ratio = 0.3795:1 Maximum SER0CELateral Load Reactions.. i Load Combination +D+0.60W Top along Y-Y 0.0 k Bottom along Y-Y OO k � Governing NDS Fomm|a Comp+ Myy. ND8Eq 3.9-3 Top along X-X 1 006 k Bottom along X-X 1 QOO k Location mmax above base 0.312n Maximum SERVICE Load Lateral Deflections... Atmaximum location values are | Alon0YY 0.0 in at OOIt above base / Applied Axial 0.3042k for load combination ma Applied Mx O.Ok-ft Applied My 52O8k� Along 1J11 m at 9.312 ftubmmb�o Fc Allowable 2,510.0 psi for load combination VVOoly Other Factors used tocalculate allowable stresses. �� PASS Mammum8h��8�emRu�o= DDS4SQ'1 ���� �� ��u��Yy ' � m � ��~= �� o Load Combination +D+0�OW (fmCv Gombo�d�dum 100 ��0 Location ofmax above base 008 Applied Design Shear 23333psi DEC 0 2 2018 Allowable Shear 285.0 psi ' dihatiU SK$, Maximum Axial+Bendinq Stress Ratio MaxM9 Load Combination C D C P Stress Ratio Status Location Stress RahN 'R*us+ftLR DOnly 10D0 1.000 0.001640 PASS 0.0 ft 0.0 PASS 1850ft +D+L 1.000 1.000 0.001849 PASS 0.0 it UU PASS 1850ft +D+Lr 100 100 0001049 PASS 0.0 ft 00 PASS 1850ft +D+G 1.000 100 0001640 PASS 0.0 ft 0.0 PASS 1&50 ft +D+O75OLr+076OL 1.000 1.000 0.001048 PASS 0.0 ft 0.0 PASS 18.50 ft +D+0J50L+0J508 1.000 100 0.001849 PASS 0.0 ft 0.0 PASS 1850ft +D+OG00 1.000 1.000 0.3705 PASS 9.312 ft 0.05458 PASS OUft +D+OJOE 1.000 1.000 0.001649 PASS 00ft 0.0 PASS 18.50 ft +D+0J50Lp0J50L+045OVV 1000 100 0.2840 PASS 9.188 ft 0.04093 PASS 0.0 ft +D+0750L+0J508+0.450N 1.000 100 02846 PASS 9188f 004093 PASS 0.0 ft +D+0J50L+8J508+0.5250E 1.000 1.000 0.001649 PASS 0.0 ft 0.0 PASS 1850ft +000D+0.600 1.000 1.000 0.3705 PASS 9.312 ft 0.05458 PASS 0Oft NGINEERINGISTATE12467ic5- odd Umn 3 ,- .1 ;26ii.gfli d Description- BM 13-OUT OF PLANE BEAM AT LIVING/DINING kin-Re�u ts" -,L6idZ 66i6i Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0 70E 1.000 1.000 0 000989 PASS 00ft 00 PASS 18 50 ft Note.Only non-zero reactions are listed UiAmum-Rea&i&6S, X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0304 k +D+L k k 0304 k +D+Lr k k 0304 k +D+S k k 0304 k +D+O 7501-r+0 750L k k 0304 k +D+O 750L+0 750S k k 0304 k +D+O 60W 1143 1 143k k 0304 k +D+O 70E k k 0304 k +D+O 7501-r+0 750L+0 45OW 0857 0 857 k k 0304 k +D+O 750L+0 750S+0 45OW 0857 0 857 k k 0304 k +D+O 750L+0 750S+0 5250E k k 0 304 k +0 60D+0 60W 1143 1 143k k 0 182 k +0 60D+0 70E k k 0 182 k 0 Only k k 0304 k Lr Only k k k L Only k k k S Only k k k W Only 1906 1 905k k k E Only k k k H Only k k k iNa ii*iow Load Combination Max X-X Deflection Distance Max Y-Y Deflection Distance D Only 0 0000 in 0 000 ft 0000 in 0000 it +D+L 0 0000 in 0 000 it 0000 in 0000 ft +D+Lr 0.0000 in 0 000 ft 0000 in 0000 ft +D+S 0 0000 in 0 000 ft 0000 in 0000 ft +D+O 75OLr+0 760L 0 0000 in 0 000 it 0000 in 0000 It +D+O 750L+0 750S 0 0000 in 0 000 It 0000 in 0000 ft +D+O 60W 10265 in 9 312 It 0000 in 0000 it +D+O 70E 0 0000 in 0 000 ft 0000 in 0000 ft +D+O 7501-r+0 750L+0 45OW 0 7699 in 9 312 It 0000 in 0000 it +D+O 750L+0 750S+0 45OW 0 7699 in 9 312 ft 0000 in 0000 ft +D+O 750L+0 750S+0 5250E 0 0000 in 0000 it 0000 in 0000 ft +0 60D+0 60VV 10265 in 9 312 It 0000 in 0 000 ft +0 60D+0 70E 0 0000 in 0000 ft 0000 in 0000 ft D Only 0 0000 in 0000 ft 0000 in 0000 ft Lr Only 0 0000 in 0 000 it 0000 in 0000 ft L Only 0 0000 in 0000 ft 0000 in 0000 ft S Only 0 0000 in 0 000 ft 0000 in 0000 ft W Only 17109 in 9312 ft 0000 in 0000 ft E Only 0 0000 in 0000 ft 0000 in 0000 it H Only 0 0000 in 0 000 ft 0000 in 0000 ft APPRUVED By DEC o 2 zom NIPINC.*. W 124671ENGINEERING V5TATE1Z467§c& U fti 5 'ENERCALG`INC 1983,261 d6l4'A4A1k6,'j'4§-i Description BM 13-OUT OF PLANE BEAM AT LIVING DINING Y M-y Loads -x 0 LO 43S &175x14 5 250 in Loads are total entered value.Arrows do not reflect absolute direction APPPRUOVED BY DEC 0 2 2014 INPINC� ` - . . 66, IPM 51 ' 0.11.8 12 IIER111:11-5 lain, Description: BM 14-MOD ROOF BEAM AT LIVING/DINING CODE Calculations per NDS 2012, IBC 2012, CBC 2U13,ASCE 7-1O Load Combination Set:ASCE 7-1O Material Properties AmolynxMethnd Allowable Stress Design Fb'Tension 2.800.0 psi E:Modulus u//Iugxzty Load Combination ASC E7-1U Fb Cmnpr 2.000Opsi Eb000-xx 1.900.Oko/ Fo'Rr/| 2.51UUpsi Emmbemd'xx 965.71ko/ Wood Species iLovu|Truss Joist Fc'Perp 750.0 psi Wood Grade M/nvuLamLVL 18E Fv 285.0 psi Ft 1,555.0 psi Density 32210pcf Beam Bracing Beam ioFully Braced against lateral-torsion buckling D(O 11505)Lr(O 1534) 5.250 X 11.875 Service loads entered Load Factors will be applied for calculations �ppjie',-.Lohd Beam self weight calculated and added to loads Uniform Load: D=O.O15O. b=O020 ksf, Tributary Width=767Dft,(lO0F) Maximum Bending Stress Ratio 0.36a I Maximum Shear Stress Ratio 0.160 , 1 Section used for this span 5.250 X 11.875 Section used for this span 5.250 X 11.875 fb:Actual 1,196 64 psi fv:Actual 56 94 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 9.335ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs span#1 Maximum Deflection APPROVED Y Max Downward L+Lr+S Deflection 0 303 in Ratio= 739 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.558 in Ratio= 401 DEC 0 2 2014 Max Upward Total Deflection 0.000 in Ratio= 0 <180 100 Load Combination Max Stress Ratios Moment Values ShearValues DOn* OOU 000 000 000 Length~18070 ft 1 0234 0101 080 1000 100 100 1.00 100 100 562 54001 234000 108 2601 25650 +D+L 1000 100 100 1.00 10 10 000 000 OOO 000 Length=18 670 ft 1 0210 0091 100 100 100 1.00 100 100 100 502 54001 200000 108 2001 28500 ~D+Lr 1000 100 100 100 100 100 000 000 000 000 Length~18V70 It l 0368 0160 125 100 100 100 10 100 100 1250 1.19664 325000 237 5694 35625 +D+S 100 100 1.00 100 1.00 180 000 000 000 800 Length~18670 R l 0103 0079 115 100 100 100 100 100 100 562 54661 239000 108 2001 32775 +D+O7501-r+0 750L 1000 100 100 100 100 100 000 000 UOO UOO Length~186708 1 0318 0138 125 1000 100 100 100 100 100 1063 1.03413 325000 205 4921 35625 EN_ERCAF'LICe=I 11E.ER 14 20 B f dT 1=4 9' Description BM 14-MOD ROOF BEAM AT LIVING DINING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C rn C t C L M fb Pb V fv Pv Length=18 670 ft 1 0183 0079 1.15 1000 1.00 100 100 100 100 562 54661 299000 108 2601 32775 +D+0 60W 1000 100 100 100 100 100 000 000 000 000 Length=18 670 ft 1 0131 0057 160 1000 100 100 100 100 100 562 54661 416000 108 2601 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=18 670 ft 1 0131 0057 160 1000 100 100 100 100 100 562 W 61 4160 00 108 2601 45600 +D+O 7601r+0 75OL-+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=18 670 It 1 0249 0108 160 1000 1.00 100 100 100 100 1063 1,03413 416000 205 4921 45600 +D+O 750L+0 750S+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=18 670 ft 1 0131 0057 160 1000 100 100 1.00 100 100 562 54661 416000 1.08 2601 45600 +D+O 750L+0 750S+0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=18 670 It 1 0131 0057 160 1.000 100 100 100 100 100 562 54661 416000 108 2601 45600 +0 60D+0 6OW 1000 100 100 100 100 1.00 000 000 000 000 Length=18 670 ft 1 0079 0034 160 1000 100 100 100 1.00 100 337 32797 416000 065 1561 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=18 670 ft 1 0079 0034 160 1000 100 100 100 100 100 337 32797 416000 065 1561 45600 Load Combination Span Max Defi Location in Span Load Combination Max "+"Deft Location in Span +D+Lr 1 05578 9403 00000 0000 Support notation Far left is#1 Values in KIPS Load Combination Support Support 2 Overall MAXimum 2636 2636 Overall MINimurn 0723 0723 D Only 1204 1204 +D+L 1204 1204 +D+Lr 2636 2636 +D+S 1204 1204 +D+O 7501-r+0 750L 2278 2278 +D+O 750L+0 7505 1204 1204 +D+O 60W 1204 1204 +D+O 70E 1204 1204 +D+O 7501r+0 750L+0 45OW 2278 2278 +D+O 750L+0 750S+0 45OW 1204 1204 +D+O 750L+0 750S+0 5250E 1204 1204 +0 60D+0 6OW 0723 0723 +0 60D+0 70E 0723 0723 D Only 1204 1204 Lr Only 1432 1432 L Only S Only W Only E Only H Only AVPR,UVED By DEC 0 2 z014 NIP IN ' , . . ' Description BM 15-MOD ROOF BEAM AT LIVING DINING ABOVE TOP WINDOWS � Calculations per NDS 2O12. IBC 2012. CBC 2O13.ASCE 7-10 Load Combination Set:ASCE T-1U Material Properties Analysis Method: Allowable Stress Design Fb'Tension 2.000.0 psi f:Modulus u/£XetInty Load Combination ASC E7-1U Fb'Oompr 2,600.0 psi Ebood'xx 1.900.Okui Fx'PrU 2.51O.Opsi Emmbond'xx 96571kn/ Wood 8poomo /Lovei Truss Jo/at Fo'Perp 750 0 psi Wood Grade MiuroLamLVL 1.QE Fv 285.0 psi Ft 1,555.0 psi Density 32210pcf Beam Bracing Beam ioFully Braced against lateral-torsion buckling 777 3-1.75xl 1.87 Service-----r-----Factorswill be------- calculations Beam self weight calculated and added to loads UnifxmLoad: D=00150. b=0.020. G=0.01750ksf, Tributary Width=85Oft,(ROOF) .Maximum Bending Stress Ratio 0.2341 Maximum Shear Stress Ratio 0.117 1 Section used for this span 3-1.75xl 1.87 Section used for this span 3-1.75xi 1.87 fb.Actual 700.83 psi fv:Actual 38.28 psi FB:Allowable 2,990.00psi Fv:Allowable 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span 8.000ft Location of maximum on span 15.066 ft Span#where maximum occurs Span#I Span#where maximum occuAPPROOVEdpaq? Maximum Deflection Max Downward L+Lr+S Deflection 0.139 in Ratio= 1386 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 DEC 0 2 2014 Max Downward Total Deflection 0 257 in Ratio= 746 Max Upward Total Deflection 0.000 in Ratio= 0 <180 NJ rb 11-41 IN Load Combination Max Stress Ratios Moment Values ShearValues DOnly 000 OOO 000 000 Length~10O8 1 0148 004 OSO 100 100 100 10 100 100 357 34083 234000 079 1885 25650 ~D+' 1000 100 100 108 1.00 100 000 000 000 OOo Length=16OM 1 0133 0066 100 1000 100 100 1,00 100 100 357 34683 26000 079 1895 28500 +D+Lr 1000 100 100 100 100 100 OOO OOO OOO 000 Length=16Oft 1 0231 0115 135 1000 100 100 100 100 100 773 75141 325000 171 4105 35825 +D+S 100 1.00 100 iUO 1.00 100 000 000 000 000 Length~1ooV 1 0234 0117 115 100 100 1.00 100 100 100 721 70083 299000 159 3828 32775 +D+O7501-r+0 750L 1000 100 1Z 10 100 100 000 000 OOO 000 Length=10Oft 1 0200 0100 125 100 100 100 100 100 100 088 05020 325000 148 3552 35625 -FD+O75X+V75OS 1000 100 100 100 100 100 000 000 000 000 Ytyj(5�Af��G!��ERINGISTAT 6 NC-1983-2 14.'BuildI3 -V,� 14 0 Description BM 15-MOD ROOF BEAM AT LIVING DINING ABOVE TOP WINDOWS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t CL M ib Pb V tv Pv Length=16 0 ft 1 0205 0102 115 1000 100 100 100 100 100 630 61233 299000 139 3345 32775 +D+O 60W 1000 100 100 100 100 1.00 000 000 000 000 Length=16 0 ft 1 0083 0042 160 1000 100 100 100 100 100 357 346,83 416000 079 1895 45600 +D+O 70E '1000 100 100 100 100 100 000 000 000 000 Length=16 0 It 1 0083 0042 160 1000 100 100 100 100 100 357 34683 416000 079 1895 45600 +D+O 7601-r+0 750L+0 450W 1000 100 100 100 100 100 000 000 000 000 Length=16 0 ft 1 0156 0078 160 1000 1.00 100 100 100 100 6.69 65026 416000 148 3552 45600 +D+0.750L+0 750S+0 450W 1000 100 100 100 100 100 000 000 000 000 Length=16 0 ft 1 0147 0073 160 1000 1.00 100 100 1.00 100 630 61233 416000 139 3345 45600 +D+O 750L+0 750S+0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=16 0 ft 1 0147 0073 160 1000 100 100 100 100 100 630 61233 416000 139 3345 45600 +0 60D+0 60W 1000 100 100 1.00 100 100 0.00 000 000 000 Length=16 0 ft 1 0050 0025 160 1000 100 100 100 100 100 2,14 20810 416000 047 1137 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=16 0 ft 1 0050 0025 160 1000 100 100 100 100 100 214 20810 416000 047 1137 45600 dverall"Mkimum De iC6 ons Load Combination Span Max Deft Location in Span Load Combination Max "+"Deft Location in Span +D+Lr 1 02573 8058 00000 0000 n Support notation Far left is#1 Values in KIPS Load Combination ~Support 1 Support 2 Overall MAXimum 1932 1932 Overall MINimum 0535 0535 D Only 0892 0892 +D+L 0892 0892 +D+Lr 1.932 1932 +D+S 1802 1802 +D+O 750Lr+0 750L 1672 1672 +D-f0 750L+0 750S 1574 1574 +D+O 60W 0892 0892 +D+O 70E 0892 0892 +D+O 7501-r+0 750L+0 450W 1672 1672 +D+O 750L+0 7505+0 45OW 1574 1574 +D+O 750L+0 750S+0 5250E 1574 1574 +060D+060W 0535 0535 +0 60D+0 70E 0535 0535 D Only 0892 0892 Lr Only 1040 1040 L Only S Only 0910 0910 W Only E Only H Only A PPMR,0VEJ) BY OEC o 2 zom INC. - , ' TPI41983'204B�W61404Veig �6 Description BM 16-CEILING BEAM AT BED I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set.ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E.Modulus of Elasticlty Load Combination ASCE 7-10 Fb-Compr 2,600 0 psi Ebend-xx 1,900 Oksi Fc-PrIl 2,510.Opsi Eminbend-xx 965 71 ksi Wood Species il-evel Truss Joist Fc-Perp 750.0 psi Wood Grade Microl-am LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling DP 11)Lr(2 67)L(O 94) D015 5)L04 0 D(0*84) 5 250 X 11875 Span=11 080 ft PP 1Service loads entered.Load Factors will be applied for calculations - 1— Beam self weight calculated and added to loads Loads on all spans . Uniform Load on ALL spans. D=0.0150, L=0 040 ksf, Tributary Width 10.50 fi Uniform Load. D=0.0080 ksf, Tributary Width=10.50 ft,(ceiling) Point Load. D=3.110, Lr=2.670, L=0.940 k @ 6 170 ft,(LVL BEAM) -DESIGN$AA Maximum Bending Stress Ratio = 0.796 1 Maximum Shear Stress Ratio = 0.451 1 Section used for this span 5.250 X 11.875 Section used for this span 5.250 X 11.875 fb.Actual = 2,068 81 psi fv:Actual = 128.52 psi FIB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.147ft Location of maximum on span = 10109 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#I Maximum Deflection A ROn 91�) Max Downward L+Lr+S Deflection 0.136 in Ratio= 980 W E D BY Max Upward L+Lr+S Deflection 0 000 in Ratio= 0 <360 Max Downward Total Deflection 0 342 in Ratio= 388 Max Upward Total Deflection 0.000 in Ratio= 0 <180 DEC 0 2 2014 axinnum. orces&Stresses for;Load;Comtimations� Load Combination Max Stress Ratios Moment'M... Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Fb V fv Pv D Only 000 000 000 000 Length=11080 ft 1 0513 0272 090 1000 100 100 100 100 100 1234 1,200 50 234000 290 6976 25650 +D+L 1000 100 100 100 100 100 000 000 000 000 Length=11 080 It 1 0796 0.451 100 1000 100 100 100 100 100 2127 2,06881 2600 00 534 12852 28500 +D+Lr 1000 100 100 100 100 100 000 000 000 000 Length=11080 it 1 0587 0296 125 1000 100 100 100 1.00 100 1962 1,90778 325000 439 10553 35625 +D+S 1000 100 100 100 100 100 000 000 000 000 Length=11080 it 1 0402 0213 115 1000 1.00 100 100 1.00 1.00 1234 1,200 50 299000 290 6975 32775 W v WAT132467 eq6 46AENGINEERING 04-.Budd 6.14.9.4,Ver, 1491- " Descripton BM 16-CEILING BEAM AT BED I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Pb V fv Pv +D+O 7501-r+0 750L 1000 100 100 100 100 100 000 000 000 000 Length=11 080 It 1 0733 0395 125 1000 100 100 100 100 100 2449 2,38220 325000 585 14066 35625 +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 Length=11 080 It 1 0619 0347 115 1000 100 100 100 100 100 1904 1,85174 299000 473 11383 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=11080 ft 1 0289 0153 160 1000 100 100 100 100 100 1234 1,200 50 416000 290 6975 45600 +D+O 70E 1000 100 100 1.00 100 100 000 000 000 000 Length=11080 It 1 0289 0153 160 1000 100 100 1.00 100 100 1234 1,200 50 416000 290 6975 45600 +D+O 75OLr+0 750L+0 45OW 1000 1.00 100 1.00 100 100 000 000 000 000 Length=11 080 It 1 0573 0308 160 1000 100 100 100 100 100 2449 2,38220 416000 585 14066 45600 +D+O 750L+0 750S-+O 450W 1000 100 100 1.00 100 100 000 000 0.00 000 Length=11 080 It 1 0445 0250 160 1000 100 100 1.00 100 1.00 1904 1,85174 416000 473 11383 45600 +D+O 750L+0 750S+0 5250E 1000 100 100 100 100 100 000 000 000 000 Length=11 080 ff 1 0445 0250 160 1000 100 100 100 100 100 1904 1,851.74 416000 473 11383 45600 +0 60D+0 6OW 1000 100 100 100 100 100 000 000 000 000 Length=11080 It 1 0173 0092 160 1.000 100 100 100 1.00 100 741 72030 416000 174 4185 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=11 080 It 1 0173 0092 160 1000 1.00 100 100 1.00 100 741 72030 416000 174 4185 45600 Overall Maximum•Deflections Load Combination Span Max Defl Location in Span Load Combination Max '+"Defl Location in Span +D+O 7501-r+0 750L+0 45OW 1 03419 5702 00000 0000 Vertical ReBCIlo11S c' _ . .... Support notation Far left is#1 Values in KIPS Load Combination support 1 Support 2 Overall MAXimurn 5738 6400 Overall MINimurn 1183 1487 D Only 2793 3147 +D+L 5537 5997 +D+Lr 3 977 4634 +D+S 2793 3147 +D+O 75OLr+0 750L 5738 6400 +D+O 750L+0 750S 4851 5285 +D+O 6OW 2793 3147 +D+O 70E 2793 3147 +D+O 75OLr+0 750L+0 45OW 5738 6400 +D+O 750L+0 750S+0 45OW 4851 6285 +D+O 750L+0 750S+0 5250E 4851 5285 +0 60D+0 6OW 1676 1.888 +0 60D+0 70E 1676 1888 D Only 2793 3147 Lr Only 1183 1487 L Only 2743 2850 S Only W Only E Only H Only APPROVED BY DEC 0 2 2014 INC� ^ ' ^ ^ ' . ~ ~ ^ ^ odd ' Description 0N17-FLOOR BEAM BELOW POINT LOAD Calculations per NDS 2U12, IBC 202, CBC 3O13,ASCE 740 Load Combination Set ASCE 7-10 Material Properties Analysis Method� Allowable Stress Design Fb Tension 2,600.0 psi E:Modulus u/fXasmclty Load Combination ASC E7-1O Fb'Cumpr 2,600.0 psi Ebond'xx 1.900.Okoi Fo'RrU 2.518.Upsi Emiobond'xx 985.71koi Wood Species iLeve|Truss Joist Fo'Perp 750.0 psi Wood Grade [N/omLamLVL 10E Fv 285.0 psi Ft 1,555.0 psi Density 32210pcf Beam Bracing Beam ioFully Braced against lateral-torsion buckling Q(0 0933) Q(0 01 99j VQ 0532) Service loads entered.Load Factors will boapplied for calculations. `^ ,=^=. .-=~" Beam self weight calculated and added to loads Uniform Load: D=O.O15O L=0040ksf, Tributary Width 1.330 ft,(FLOOR) Point Load- D=20O. Lr=318Ok@O83Oft,(PTLOAD) Uniform Load D=OO1O�� Tributary Width� =&%0�0NALU ` DESIGNSUMNA Maximum Bending Stress Ratio 0.7021 Maximum Shear Stress Ratio 0.966 1 Section used for this span 3.50 X 7.250 Section used for this span 3.50 X 7.250 FB:Allowable 3,250.00psi Fv:Allowable 356.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 9.802ft Location of maximum on span 10.237 ft Span#where maximum occurs Span#1 Span#where maximum occurs APPRn, .- SDan#1 Maximum Deflection %.0 VED By Max Downward L+Lr+S Deflection 0 194 in Ratio= 669 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 DEC 0 2 Max Downward Total Deflection 0 535 in Ratio= 242 Max Upward Total Deflection 0.000 in Ratio= 0 <180 -lNf 1-1 Load Combination Max Stress Ratios Moment Values ShearValues oOnly OOO OOO 000 000 Length=10830It 1 0550 006 080 100 100 100 10 100 100 328 1.28001 234000 293 17340 25650 +D+L 1.000 100 100 100 100 iOO OOn 000 000 000 Length=1O83N8 1 0001 0662 100 100 100 180 100 100 180 389 1.50195 200000 518 18857 28508 ~D+Lr 1000 100 100 1.00 100 1.00 000 000 000 000 Length~1n0OIt 1 0702 0966 125 1000 100 100 100 100 100 583 2,2080 325000 582 34403 35625 +D-+-S 1000 1.00 100 1.80 100 100 ooO 000 OOO OOU Length~1U830It l 0430 0529 115 100 100 100 180 100 100 328 1.28001 299000 283 17540 32775 +D+O 75OLp8750L 1000 100 100 1.00 100 100 000 000 000 000 i W-124MENGINEERIN 61,ec6 ENERCALC,;INC:19832014,'Butld 614 9.4, _Yer. a,eaoe14 Description BM 17-FLOOR BEAM BELOW POINT LOAD Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V tv F'v Length=10 830 ft 1 0661 0878 125 1000 100 100 100 100 100 549 2,14786 325000 529 31274 35625 +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0499 0564 115 1000 100 100 100 100 100 381 1,491,12 299000 313 18478 32775 +D+O 6OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 ft 1 0309 0380 160 1000 100 100 100 100 100 329 1,28601 416000 293 17340 45600 +D+O 70E 1000 100 1 GO 100 100 100 000 000 000 000 Length=10 830 ft 1 0309 0380 160 1000 100 100 100 100 100 329 1,28601 416000 293 17340 45600 +D+O 7501-r+0 750L+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0516 0686 160 1000 100 100 100 100 100 549 2,14786 416000 529 31274 45600 +D+O 750L+0 750S+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0358 0.405 160 1000 100 100 100 100 100 381 1,49112 416000 313 18478 45600 +D+O 750L+0 750S+0 5250E 1.000 1.00 100 100 100 100 000 000 000 000 Length=10 830 It 1 0358 0405 160 1000 100 100 100 100 100 381 1,49112 416000 313 18478 46600 +0 60D+0 60W 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0185 0228 160 1000 100 100 100 100 100 197 77160 416000 176 10404 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 830 It 1 0185 0228 160 1000 100 100 100 100 100 197 77160 416000 176 10404 45600 Overall,Maximum-Deflections=,. Load Combination Span Max Defl Location in Span Load Combination Max "+'Defl Location in Span +D+O 7501-r+0 750L+0 45OW 1 05352 5889 00000 0000 VerticalA 7 Far left is#1 eac ions Support notation Values in KIPS Load Combination support I Support 2 Overall MAXimum 1320 5890 Overall MINimurn 0288 0288 D Only 0884 3004 +D+L 1172 3292 +D+Lr 1178 5890 +D+S 0884 3004 +D+O 7501-r+0 750L 1320 5385 +D+O 750L+0 750S 1100 3220 +D+O 60W 0884 3004 +D+O 70E 0884 3004 +D+O 7501-r+0 750L+0 45OW 1320 5385 +D+O 750L+0 750S+0 45OW 1100 3220 +D+O 750L+0 750S+0 5260E 1100 3220 +0 60D+0 6OW 0530 1802 +0 60D+0 70E 0530 1802 D Only 0884 3004 Lr Only 0294 2886 L Only 0288 0288 S Only W Only E Only H Only APPROVED BY DEC 0 2 1014 ON ;I NC. ^ ' ^ ^ ` . . ^ , ` ^ 4,Build 6A Description BM 18-CEILING BEAM BELOW POINT LOAD ABOVE GRID B Calculations per NDS 2O12. IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE T4U Material Properties Analysis Allowable Stress Design Fb'Tension 2;600.0 psi E:Modulus nfElasticity Load Combination ASC ET-1O Fb Cmmpr 2,600.0 psi Eband'xx 1.900Okui Fo'PrU 2.510Opsi Bmmbood xx 96571kn/ Wood Species Truss Joist Fo'Perp 7500 psi Wood Grade K8iomLamLVL 18E Fv 285.0 psi Ft 1'5550psi Density 32210pcf Beam Bracing Beam mFully Braced against lateral-torsion buckling 350X11 875 Span=10 50 ft .-���---. ' '/�,�� ..��c'������ '�r''�~�-���- .' �_. ^,-' ----- applied Beam self weight calculated and added to loads Uniform Load: D=O.O15O. ksf, Tributary Width 1330 ft,(FLOOR) Point Load. D=3O. b=2.0O. L=O20Ok @ 8.67Dft,(PT LOAD) Point Load. D=022O. L=O440k@O33Oft,(PT LOAD) MA Maximum Bending Stress Ratio 0.221: 1 Maximum Shear Stress Ratio 0.087 1 Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 FB Allowable 3,250.00psi Fv:Allowable 285.00 psi Load Combination +D+0.75OLr+0.750L Load Combination +D+L Location of maximum on span 9 312ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection APPRu Max Downward L+Lr+S Deflection 0.032 in Ratio= 3993 VED BY Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.087 in Ratio= 1446 DEC 0 2 2014 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Load Combination Max Stress Ratios Moment Values - bMearValues D0nly 000 000 000 000 Length=1050V 1 0162 0054 090 100 10 100 100 100 100 260 37919 23400 039 1397 25660 -f-D+L 1000 100 100 100 100 100 000 OOO 000 000 Length~1O5Oft 1 0200 0.087 100 1000 100 100 100 100 100 358 51872 200000 068 2481 28500 �D+Lr 100 100 1.00 100 100 1.0 000 000 000 OOO Length=1o5oft 1 0215 0062 125 1000 100 100 100 100 100 473 69843 325008 062 2225 35025 ~D*S 1000 100 100 100 100 100 000 Oon OOO OOO Length=1O50 ft 1 0127 0043 115 1000 100 100 100 10 100 260 37918 299000 039 1337 32775 ~D+O75Ob+O 750L 1000 100 100 100 100 100 000 000 000 000 F1 1�4- e'� Gli§TATDZ4�7.ec6,-,-,� 6,14' -4.Ver.6 t4,9'i -ING 3-20 1 W.1246AENGINEERIN --ENERCALC, 14.,B�Id momm-MIT., Description BM 18-CEILING BEAM BELOW POINT LOAD ABOVE GRID B Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C IN C I Cr Cm C t CL M fb Fb V fv Fv Length=10 50 ft 1 0221 0079 125 1000 100 1.00 100 100 100 492 71810 325000 078 2831 35625 +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0162 0067 115 1000 100 100 100 100 100 332 48455 299000 061 2210 32775 +D+O 6OW 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0091 0031 160 1000 100 100 100 100 100 260 37919 416000 039 1397 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0091 0031 160 1000 100 100 100 100 100 260 37919 416000 039 1397 45600 +D+O 7501-r+0 750L+0 45OW 1000 100 100 1.00 100 100 000 000 000 000 Length=10 50 ft 1 0173 0062 160 1000 100 100 1.00 100 100 492 71810 4160.00 078 2831 45600 +D+O 750L+0 750S+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0116 0.048 160 1000 100 100 1.00 100 100 332 484.55 416000 0.61 2210 45600 +D+O 750L+0 750S+0 6260E 1000 100 1.00 100 100 1.00 000 000 000 000 Length=10 50 ft 1 0116 0048 160 1000 100 1.00 100 1.00 100 332 48455 416000 061 2210 45600 +0 60D+0 6OW 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0055 0018 160 1000 100 100 100 100 100 156 22751 416000 023 838 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0055 0018 160 1000 100 100 100 100 100 156 22751 416000 023 838 45600 7 e( -0 V alfMaxifillum Deflections', Load Combination Span Max Deft Location in Span Load Combination Max W'Defl Location in Span +D+O 7501-r+0 750L+0 45OW 1 00871 5863 00000 0000 ions, Support notation Far left is#1 Values in KIPS Load Combination Support Support 2 Overall MAXimum 0851 5818 Overall MINimum 0229 0937 D Only 0415 3112 +D+L 0766 4049 +D+Lr 0644 5783 +D+S 0415 3.112 +D+O 7501-r+0 750L 0851 5818 +D+O 750L+0 750S 0679 3815 +D+O 60W 0415 3112 +D+O 70E 0415 3112 +D+O 7501-r+0 750L+0 45OW 0851 5818 +D+O 750L+0 750S+0 45OW 0679 3815 +D+O 750L+0 750S+0 5250E 0679 3815 +0 60D+0 6OW 0249 1867 +0 60D+0 70E 0249 1867 D Only 0415 3112 Lr Only 0229 2671 L Only 0351 0937 S Only W Only E Only H Only AUPPROVEE) Sy DEC 0 2 2014 INII�,NC� ^ � ^ / ` eel 'k ' Description ��18'PACO BEAM BELOW 8W10 � Calculations per AJGC30O-10, IBC 202,ASCE 74O Load Combination Set:ASCE 74O ' pe ies Analysis Method: Allowable StrengthDaui FySteel Yield. 50.0km Beam Bracing: Beam isFully Braced against lateral-torsional buckling E Modulus: 29.000i0km Bending Axis- Major Axis Bending Load Combination ASCE 7-1O WO 019995)L(o 05�332) Span 10 670 ft PACO BEAM Service loads entered.Load Factors will be applied for calculations. Beam self weight calculatedand added toloads Uniform Load: D=O81SO. L=O.O4Oksf, Tributary Width=1330ft,(FL0OR) Point Load: VV=10212k@6J50ft,(S}W) Point Load: D=4.530. b=1.310. L=4720. VV='10142k@O.42Oft,(8W.) Un/fonnLnod D=0810ksf, Tributary Width=1O.0ft,00ALU PuintLood VV=40212k@3.Oft,(8lNj Maximum Bending Stress Ratio 0.508: 1 Maximum Shear Stress Ratio 0.176 1 Section used for this span PACO BEAM Section used for this span PACO BEAM Ma:Applied 11.928 k-ft Va:Applied 9144 k Mn/Omega:Allowable 23.478 k-ft Vn/Omega Allowable 51.834 k Load Combination +D+0.75OLr+O 750L+0.45OW Load Combination +D+L Location of maximum on span 5 762ft Location of maxim�rn on '670 ft Span#where maximum occurs Span#1 Span#where maxJmuXIurF'R0'V'EDBVan#1 Maximum Deflection I Max Downward L+Lr+S Deflection 0.118 in Ratio= 1,080 DEC 0 2 2014 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.263 in Ratio= 487 Max Upward Total Deflection -0 197 in Ratio= 649 10,�912z. p)q!9um, rc sA'Stfes�esfor, Ld i Ions ou Load Combination Max Stress Ratios Summary of Moment Values 19190 111 Mwimary of Shear Values D Only Dsgn L= 10 67 ft 1 0246 0091 576 576 3921 2348 1.00 100 469 6656 5183 Dsgn L= 1087ft 1 0480 0178 1128 1128 3921 2348 180 100 814 8658 5183 ~D+Lr Dsgn L~ 10070 1 0307 0113 721 721 3921 2348 100 100 585 8050 5183 +D+S Dsgn L= 1O67 ft 1 0246 0091 576 576 3921 2348 100 100 469 8656 5183 +D+O 75OLr+)750L 10878 1 0468 0.172 1088 1099 3921 2348 100 100 890 8650 5183 +D+O 750L+O 750S = 1067M 1 0422 0155 990 990 0821 2540 100 100 803 0656 083 Dsgn L~ 1067It 1 0402 0139 945 -843 945 3921 2348 100 100 670 8656 5183 DsgnL~ 1O87# 1 0246 0091 570 570 3921 2348 100 100 489 8058 5183 +D-00E 1067ft 1 0246 0091 576 570 n921 23.48 100 100 469 Osns 6183 +D+O 76Ou+O 750L+O 45OW Dngn L~ 1067O 1 0508 0113 1193 -351 1193 3921 2348 100 100 586 8656 5183 w -1246AENQINEERINGISTATE1246T.bc6.;I W 6.141 Steel Nltk�C�JNG 1�83.�O C13646 f2l ME U1,13 Description: BM 19-PACO BEAM BELOW S W 10 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax- Mmax- Ma-Max Mnx MnxtOmega Cb Rm Va Max Vnx Vnx/Omega +D+O 750L+0 750S+0 450W Dsgn L= 10 67 ft 1 0480 0111 1127 -386 1127 3921 2348 100 100 574 8656 5183 +D+O 750L+0 7505+0 5250E Dsgn L= 10 67 ft 1 0422 0155 990 990 39.21 2348 100 100 803 8656 5183 +D+O 750L+0 750S-0 5250E Dsgn L= 10 67 ft 1 0422 0155 990 990 3921 2348 100 100 803 8656 5183 +0 60D+0 6DW Dsgn L= 10 67 ft 1 0412 0.123 749 -966 9.66 3921 2348 100 100 637 8656 5183 +0 60D+0 70E Dsgn L= 10 67 ft 1 0147 0054 346 346 3921 23.48 100 100 282 8656 5183 +0 60D-0 70E Dsgn L= 10 67 ft 1 0147 0054 346 346 3921 2348 100 100 282 8656 5183 Overall M ve rP1 aximtlIm' Load Combination Span Max Deft Location in Span Load Combination Max "+2'Defi Location in Span +D+L 1 02628 5922 W only -01954 3201 Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -6421 -12721 Overall MiNimum 0153 1157 D Only 1224 4693 +D+L 2062 9144 +D+Lr 1378 5849 +D+,S 1224 4693 +D+O 7501-r+0 750L 1967 8899 +D+O 750L+0 750S 1852 8031 +D+O 60W -2628 -2940 +D+O 70E 1224 4693 +D+O 7601r+0 750L+0 45OW -0922 3174 +D+O 750L+0 750S+0 450W -1037 2307 +D+O 750L+0 750S+0 5250E 1852 8031 +0 60D+0 60W -3118 -4817 +0 60D+0 70E 0735 2816 D Only 1224 4693 Lr Only 0153 1157 L Only 0837 4452 S Only W Only -6421 -12721 E Only H Only APPRw-%VED 81, U T DEC 0 2 1014 ON PIN , ' . ' Description 8M20'FLOOR BEAMKT8HUWERUPENIN8 � Calculations per NDS 2012. IBC 2O12, CBC 3O12\ASCE 7-1O Load Combination Set.ASCE 7-1O Material Properties Analysis Method- Allowable Stress Design Fb'Tension 2,600.0 psi E:Modulus nfflagxcItv Load Combination ASC E7-1O Fb'Oompr 2,600.0 psi Ebond'xx 1.900 Oko/ Ft Pr|| 2.518.0psi Emmbood'xx 885 71kx/ Wood Species Truss Joist Fc Perp 750.0 psi Wood Grade [N/omLemLVL 1.QE Fv 285.0 psi Ft 1,555.0 psi Density 32210pcf Beam Bracing Beam ioFully Braced against lateral-torsion buckling 3 50 X 7.250 Service loads entered.Load Factors will beapplied for calculations Beam self weight calculated and added to loads Uniform Load: D=OO15O. L=0040ksf, Tributary Width1.333 ft,(FLOOR) Point Load: D=O15Q. L=O4Ok@ 4.Oft,(PTLOAD) SIGN MNARY Maximum Bending Stress Ratio 0.3591 Maximum Shear Stress Ratio 0.147 1 Section used for this span 3.50 X 7.250 Section used for this span 3.50 X 7.250 fb:Actual 933 86 psi fV:Actual 41 96 psi FB:Allowable 2,600.00psi Fv.Allowable 285 00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span 4.024ft Location of maximum on span 0 000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.143 in Ratio= 881 APPROVED BY Max Upward L+Lr+S Deflection 0 000 in Ratio= 0 <360 Max Downward Total Deflection 0 204 in Ratio= 618 Max Upward Total Deflection 0.000 in Ratio= 0 <180 DEC 0 2 2014 Load Combination Max Stress Ratios Moment VMuM 0 0 --1 Ic. ShearValues DUnly 800 00 000 000 Length~1O5OIt 1 0118 0049 080 100 1.00 100 1.00 100 1.00 070 27574 234000 021 1258 25650 +D+L 1000 100 100 100 100 100 000 000 000 000 Length~1O50 ft 1 0359 0147 1.00 1000 100 100 100 100 100 239 93366 260000 071 4196 28500 ~D~Lr 1000 100 100 100 100 100 000 000 OOV UOO Length~1050ft 1 0085 0035 125 1000 100 1.00 100 1.00 180 070 27574 325000 021 1258 35625 �D�S 1000 100 1.00 100 1.00 100 000 OOO 000 000 Length~1O5Oft 1 0092 0030 115 100 100 100 100 100 100 070 27574 299000 021 1258 32775 ~D+O 75OLr-+O 750L 1800 100 100 10 100 100 000 000 000 OOO Length~1O500 1 0237 0097 125 1000 100 100 100 100 100 197 76933 325000 059 3461 35625 -EN EttERC I MEa.' NG1983-2014,Euild.6_ 494,Ver,6149 Description BM 20-FLOOR BEAM AT SHOWER OPENING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M ib Pb V fv Pv +D+O 750L+0 750S 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0257 0106 115 1000 100 100 100 100 100 197 76933 299000 059 3461 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0066 0028 160 1000 100 100 100 100 100 070 27574 416000 021 1258 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0066 0028 160 1000 100 100 100 100 100 070 27574 416000 021 1258 45600 +D+0 7501-r+0 750L+0 45OW 1000 100 100 100 100 1.00 000 000 000 000 Length=10 50 It 1 0185 0076 160 1000 1.00 100 100 100 100 197 76933 416000 059 3461 45600 +D+0.750L+0 750S+0 450W 1000 100 100 1.00 1100 100 000 000 000 000 Length=10 50 It 1 0185 0076 160 1000 100 100 100 100 1.00 197 76933 416000 059 3461 45600 +D+O 750L+0 750S+0 5250E 1000 1.00 100 1.00 100 100 000 000 000 000 Length=10 50 It 1 0.185 0076 160 1000 1.00 100 1.00 100 100 197 76933 416000 059 3461 45600 +0 60D+O 6OW 1000 100 100 100 100 1.00 0.00 000 000 000 Length=10 50 ft 1 0040 0017 160 1000 100 100 100 100 100 042 16544 416000 013 755 45600 +0 60D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0040 0017 1.60 1000 100 100 100 100 1.00 042 16544 416000 013 755 45600 7 aXjMjffn'D6 IdCt vera N ions,: Load Combination Span Max Deft Location in Span Load Combination Max "+°Deft Location in Span +D+L 1 02038 5097 00000 0000 -Vertical k6actiom-- Support notation Far left is#1 Values in KIPS Load Combination support 1 Support 2 Overall MAXimurn 0755 0624 Overall MINimum 0137 0115 D Only 0228 0192 +D+L 0765 0624 +D+Lr 0228 0192 +D+S 0228 0192 +D+O 7501r+0 750L 0623 0516 +D+O 750L+0 750S 0623 0516 +D+O 6OW 0228 0192 +D+O 70E 0228 0192 +D+O 7501-r+0 750L+O 45OW 0623 0516 +D+O 750L+0 760S+0 45OW 0623 0516 +D+O 750L+0 750S+0 5250E 0623 0516 +0 60D+O 6OW 0137 0115 +0 60D+O 70E 0137 0115 D Only 0228 0192 Lr Only L Only 0528 0432 S Only W Only E Only H Only Avg- ROVED By DEC 0 2 2014 IN ;41N C. W 1246AENGINEERINGISTAT0246Tqo-"', - 44'4-, ENERowc"I KIC I Ver,61 Description BM 21-FLOOR BEAM AT SHOWER OPENING Wk- Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method. Allowable Stress Design Fb-Tension 2,600 0 psi E:Modulus of Elasticity Load Combination ASC E 7-10 Fb-Compr 2,600.0 psi Ebend-xx 1,900 0 ksi Fc-PHI 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species Truss Joist Fc-Perp 750.0 psi Wood Grade Microl-am LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(O.04875)L 13) Y Tkt7 r"k 3.50 X 7.250 Span=10.50 ft Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0150, L=0.040 ksf, Tributary VVidth=3.250 ft,(FLOOR) DESIGNS Maximum Bending- Stress Ratio = 0.3831 Maximum Shear Stress Ratio = 0.179 1 Section used for this span 3.50 X 7.250 Section used for this span 3.50 X 7.250 fb:Actual = 994.72 psi fv:Actual = 50 97 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#I r%mr%n Maximum Deflection APPROVED BY Max Downward L+Lr+S Deflection 0.169 in Ratio= 744 Max Upward L+Lr+S,Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.240 in Ratio= 524 DEC 0 2 2014 Max Upward Total Deflection 0.000 in Ratio= 0 <180 aximum'ForC esAStressm-for"LoddCom inations,,, INC. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V 1v F'v D Only 000 000 000 000 Length=10 50 it 1 0125 0059 090 1000 100 100 1.00 100 100 075 29355 234000 025 1504 25660 +D+L 1000 100 100 100 100 100 000 000 000 000 Length z 10 50 ft 1 0383 0179 100 1000 100 100 100 100 100 254 99472 260000 086 5097 28500 +D+Lr 1000 100 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0090 0042 125 1000 100 100 100 100 100 075 29355 325000 025 1504 35625 -+-D+S 1000 100 100 100 1.00 100 000 000 000 000 Length=10 50 It 1 0098 0046 115 1000 100 100 100 100 100 075 29355 299000 025 1504 32775 +D+O 7501-r+0 750L 1000 1.00 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0252 0118 125 1000 100 100 100 100 100 209 81942 325000 071 4199 35625 +D+O 750L+0 760S 1000 100 100 100 100 100 000 000 000 000 4 6 7.'�e��-6- ISTAITEV EWRCALCINC-1983-20 �:4 T&BWd644, -W6149, Description. BM21-FLOOR BEAM AT SHOWER OPENING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V fv Pv Length=10 50 It 1 0274 0128 115 1000 100 100 100 100 100 209 81942 299000 071 4199 32775 +D+O 60W 1000 100 100 100 100 100 000 000 000 000 Length=10 50 ft 1 0071 0033 160 1000 100 100 100 100 100 075 29355 416000 025 1504 45600 +D+O 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0071 0033 160 1000 100 100 100 100 100 075 29355 416000 025 1504 45600 +D+O 7501-r+0 750L+0 45OW 1000 100 100 100 100 100 000 000 000 000 Length=10 60 ft 1 0197 0092 160 1000 100 1.00 100 100 100 209 81942 416000 071 4199 46600 +D+O 750L+0 750S+0 46OW 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0197 0092 160 1000 100 1.00 100 1.00 100 209 81942 4160 00 071 4199 45600 +D+O 750L+0 750S+0 5250E 1000 100 100 100 1.00 1.00 000 000 000 000 Length=10 50 It 1 0197 0092 160 1000 100 100 100 100 1.00 209 81942 416000 071 4199 45600 +0 60D+0 6OW 1000 100 100 100 1.00 100 000 000 000 000 Length=10 50 It 1 0042 0020 160 1000 100 100 100 100 100 045 17613 416000 015 902 45600 +0 60D+0 70E 1000 100 100 100 100 100 000 000 000 000 Length=10 50 It 1 0042 0020 160 1000 100 100 100 100 100 045 17613 416000 015 902 45600 eraif-WiAimU*Nflec66ns',, - Load Combination Span Max Defl Location in Span Load Combination Max 'Y'Defl Location in Span +D+L 1 02402 5288 00000 0000 I.-Vok 06a'-c-p-o*n-,S-- lues in KIPS Load Combination Support I Support 2 Overall MAXimum 0968 0968 Overall MINimum 0171 0171 D Only 0286 0286 +D+L 0968 0968 +D+Lr 0286 0286 +D+S 0286 0286 +D+O 75OLr-+0 750L 0798 0798 +D+O 750L+0 750S 0798 0798 +D-+O 60W 0286 0286 +D+O 70E 0286 0286 +D+O 7501-r+0 750L+0 45OW 0798 0798 +D+O 750L+0 750S+0 45OW 0796 0798 +D+0 750L+0 750S+0 5250E 0798 0798 +0 60D+0 60VV 0171 0171 +0 60D+0 70E 0171 0171 D Only 0286 0286 Lr Only L Only 0683 0683 S Only W Only E Only H Only APPF%VEn.,R, By w U DEC 0 2 2014 ON' P1 NC1 _;, aSlieet�: EQ-ANALYSIS INNOVATIVE 2997o Technology Drive,Suite 1o8 -- IS[ STRUCTURAL Murrieta,CA 92563 ENGINEERING (951)600-0032,(951)6o0-0036 Fax -- - -=-HorizontalTart gdike`Loed�Ana!sis-'!z-IBC�]'.AS -j,,- 9 - Y_ 7. Short Period Spectral Response Acceleration,Ss = o.156 Per USGS-2oo8 Data 1s Period Spectral Response Acceleration,S2= = o.o56• Per USGS-20o8 Data Soil Site Class = -,,, -D- ' Per Geotech Engineer Risk Category of Building or Structure= II Table l.5-1 Site Coefficient,Fa = 1.6o Table 11.4-1 Site Coefficient,FV= 2.40 Table 11.4-2 Sms =Fa*Ss= 0.25 Equation 11.4-1 Sms =Fv*S1= 0.13 Equation 11.4-2 Sds =2/3*Sms= 0.17 Equation 11.4-3 Sdi =2/3*Sm1= 0.09 Equation 3-3-.4- Seismic Design Category = B ITable 11.6-1&z Building Structure-Seismic Equivalent Lateral Force Procedure-Section 12.8 Impotance Factor,le = 1.00 Table 1.5-2 Response Modification Factor,R = -6.50 . Light Framed-Shear Walls Table 12.2-1 C t = -0.02 Table 12.8-2 X= - 0.75 Table 12.8-2 Approximate Fundamental Period,Ta =C,(h„)"= 0.11 s,Equation 12.8-7 Long Period Transition Period,TL = 1 12 Figure 22-(12--16) Average Height of Roof,h„ = 10.00 ft Cs=Sds/(R/le)= 0.03 Equation 12.8-2 Cs=Sd1/Ta(R/le)= 0.12 Equation 12.8-3 MAX;T<TL Cs=Sd1 TJ Ta2(R/le)= 13.08 Equation 12.8-4 MAX;T>TL Cs=o.o44 Sds le= 0.01 Equation 12.8-5 MIN>o.o1 Cs=o.5 Si/(R/le)= 0.00 Equation 12.8-6 MIN,S,>o.6 Seismic Base Shear,V=Cs W= 0.03 W,Equation 12.8-1 Redundancy Factor„D = 1:30 , Section 12.3.4.2 (Strength Level)1.oEh =pQe= y';.0.033-w=. W,Equation 12.4-3 (ASD Level)o.7Eh =pQe= _=i-o,oi3.r ': W,Equation 12.4-3 APr"RUVED By DEC 0 2 1014 PIN EQ-ANALYSIS M EQ INNOVATIVE 2997o Technology Drive,Suite 1.o8 STRUCTURAL Murrieta,CA 92563 IS I ENGINEERING (951)600-0032,(951)600-0036 Fax Vertical Distribution of Seismic Forces-Section 12.8.3 f 64 -Hc10rji4;;�fqf3 66t� "" Roof Weight= "15.0 psf Top Floor Wall Weight= io.q psf(2nd Floor Upper Half) Floor Weight= 3.5.0psf Mid Floor Wall Weight=, 2'0.'0-'. psf :L-Story Building Vertical Distribution of Forces '--ry`BuildiKq Inf Ettjririh --F 'Wi MNP" 1 25.0 '3.0-O'L 250.0 250.0 0.033 W psf 0.023 W psf Base 25.0 0.0 0.0 250.0 0.033 W 0.83 psf 0.023 W o.58 psf k= I 1.0 I 2-Story Building Vertical Distribution of Forces u ldfifig]n i _�q�TQ_ -F 2 25.0 29.0, 475.0 475.0 0.019 W psf 0.03.3 W psf 'iO.O 350.0 0.024 W 1 35.0 825.0 psf 0.010 W f P.59- ps Base 6o.0- 0.0 0.0 825.0 0.033 W 2.00 IpSf 0.023 W 1.40 psf k= 1 1.0 AMP'ROVED BY DEC 0 2 zog ON rf4 NC. WA 1 INNOVATIVE 29970 Technology Drive, Suite 108 -- STRUCTURAL Murrieta, CA 92563 Is I ENGINEERING' (951)600-0032, (951)600-0036 Fax "z- -051ir U Structure Period,T= ' I f=11T= 5.00 Hz >1 Hz..... OKI [' I Basic Wind Speed (3s-Gust),V= mph Figure 0-1 130611no Occupancy Category= -M Table,1-1 Wind Importance Factor,1W= 1.00 Table 6-1 Expooure,Category= section 0.5.0 Mean Roof Height,h= ft Building Length,L= ft Figure 6-6 Building Width,E5= ft Figure 0-6 L/13= 2.67 Figure 6-6 h/L= 0.43 Figure 0-0 Roof Pitch :12, 0= 0.0 degrees Topographic Factor,K., -4 Section 6.5.7&Figure(5 Velocity Pressure Expooure,Coeff,Kh= 0.94 Section 0.5.6.6&Table 6-3 '- 'P' -1---2 L�'- '5��-, -- 1-tion(5.5.4.4&Table(5-4 Directionality Factor,Kd= '0' Section Gust Effect Factor,G= 0'85`-; ;' section n, Section(5.5.9 Enclosure Classification Roof Velocity Pressure,qh&9= 29 pof q=0.00255 Kr,,K,,\,'-I,Sect 0.5.10 Degigti=Wini1 External Coefficients=Cp-Figure 0-0 Section 6.5.1221,F=qGCp-olj(GCpj) Internal Coefficient=Gcpi-Figure 0-6 +Internal Internal Windward Wall Pressure,P=c�G'(Cp,= 0.50 14.73 & 25.35 pof Leeward Wall Pressure,F=qhG'(Cr,= -0.27 ) - cU*(GCT= 0.18`' j= -11.05 & -1.57 pof Windward Roof Pressure,P=qhG'(Cr,= 0.00 ok*(GCI --(Too—' & 5.33 pof P=qhG*(Cp= 0,00 qh (GCi 0.00 & 0.00 rof 1) 0.00 & 0.00 pof Leeward Roof Pressure,P=clhG*(Cp=f 0.00 qh*((3cr hr= 3 x h2 h, ft hr EE> h2 1 2nd Fir Windward Wall,Pj'h2/2= 139 plf 2nd Fir Leeward Wall,P2'h2/2= -60 plf Windward Parapet= 52 plf h, 1 ' 2 Leeward Parapet= -34 plf 0 plf 0 plf -Strip -p -)— 1 -Jq iori plf--l- 0 plf => lot Fir Wind Wall,Pl*(h2/2+hl/2)= 279 plf lot Fir Lee,Wall,P2*(h2/2+hl/2 = -152 plf ( Sir Flr- 4fY ojgn,5trip� 410-- RCOVED BY plf--,, APP DEC 0 2 2014 lNrl�INC. WA I HlPJOVATIVE Al PFJ 29970 Technology Drive,Suite 108 7;t;7 STRUCTURAL Murrieta,CA 92563 N Is I ENGINEERING (951)600-0032, (951)600-0036 Fax ZFY g" 77W7-,,P *777W 97-77,117106-707,171C7011 Structure Period,T f=l/T= 5.00 Hz >1 Hz..... OKI Basic Wind Speed (3s-Gust),V mph Figure 6-1 Dullding Occupancy Category= Table 1-1 - Wind Importance Factor,IW= 1.00 Table 0-1 Expooure.Category= Section 6.5.6 Mean Roof Height,h= ft; Building Length,L 6ft Figure 6-6 building Width,13 ft Figure 6-6 L/15= 2.67 Figure,0-6 h/L= 0.43 Figure 6-6 Roof Pitch= F-671 :lz 8 = 0.0 degrees Topographic Factor,K.,= Section 65.7&Figure 0-4 Velocity Pressure Exposure Coeff.,Kh= 0.94 Section 6.5.6.6&Table,6-3 Directionality Factor,Kj= --y0-1155"` Section 0.5.4.4&Table 0-4 Gust Effect Factor,0= 7"-q'-, ,z .45 __`- Section 6.5.8.1 Enclosure Classification Y> Section 6.5.9 Roof Velocity Frcoourc,cU &oi,= 29.45 pof q=0.00255 K,K�K,,V"I,Sect 6.E5.10 L External Coefficients=Cp-Figure 6-0 9eation 05.122.1.P=qGC,-q.(GC,) Internal Coefficient=Grp!-Figure 6-6 +Internal -Internal Windward Wall Pressure,F=ci,G'(Cv= 0.80 cIAGCi 14.73 & 25.35 pof 2 Leeward Wall Pressure,F=qhG'(C,= -0.27 ) - of '(GC1= 77777)= -11-98 & -1-37 pof Windward Koof Pressure,F=qhG*(Cp= 0.00 ) - qh (GCi= 7"'Yp'; r )= 0.00 & 0.00 pof F=qhG'(Cv= 0-00 ) - qh'(GC'= ;7_=0;18=-'-;_ )= —7-33 & 5.33 pof Leeward Roof Pressure,P=qhG'(C,= 0.00 Ci=I��5^1918-:t- )= 1 .00 1 & 1 0.00 pe 4 yhr= 23 5j<=xr ft x h2 ft hr h T12 *01*d�t*M 2nd Fir Windward Wall,Pl'h2/2= 139 plf => 2nd Fir Leeward Wall,P2'112/2= -60 plf Windward Parapet= 74 plf �'O-of h, 2 Leeward Parapet= -49 1 plf --> 0 plf I --> 0 plf 0 plf lot Fir Wind Wall,Pl'(h2/2+h,12)= 279 plf lot Fir Lee Wall,P2'(h2/2+h,/2)= -132 AP -F' f PROVE[) By DEC 0 2 2014 ON f4 INC4 WA 1 IsIllNOVATIUE 29970 Technology Drive, Suite 108 STRUCTURAL Murrieta, CA 92563 I ENGIIIEERING (951)600-0032, (951)600-0036 Fax Allowable -0011 Structure Period,T f=l/T= 5.00 Hz >1 Hz..... OKI Basic Wind Speed (3s-Gust),V= mph Figure 0 Building Occupancy Category= Table 1-1 Wind Importance Factor,IW= 1.00 Table 6-1 Exposure Category= Section 6.5.6 Mean Roof Height,h= Building Length,L= ft Figure 6-0 13uildino Width,E3= - ft Figure 6-0 L/15= 2.67 Figure 0-6 h/L= 0.43 Figure 6-6 Roof Pitch= :lz 0 = 0.0- degrees Topographic Factor,Kt= " �j:60 (5 Section .5.7&Figure,0-4 Velocity Pressure Exposure Coeff,K4,= 0.94 Section 6.5.6.6&Table 0-3 Directionality Factor,K,= ,_r Section 6.5.4.4&Table 6-4 Gust Effect Factor,G= Section Enclosure Classification Section 6.5.9 Roof Velocity Pressure,qh&qx= 29.45 pof q=0.002E50 KhKKdVl,Sect 6.5.10 7 External Coefficients=Cp-Figure,6-0 Section 6.5.12.2.1,F=qGC,-q(GC,j) Internal Coefficient=Gcp!-Figure.6-5 +Internal Internal Windward Wall Pressure,P=qhG*(C,= 0.50 cj,-(GCi= 777� 14.73 & 25.33 pof — -95 22 Leeward Wall Pressure,F=c�,G'(Cp= -0.27 qh'(GCi= 771. & -1.57 pof raN Windward Roof Preorure,P=ol,G'(C,= 0.00 qh*(GCi= V„ 'J6 0.00 & 0.00 pof _9 --,'--- —7- -A po P=qhG'(Cp= 0-00 qh'(GCI= -00 & 0-00 f 0.00 & 0.00 'pof Leeward Roof Pressure,P=qhG*(Cp=1 0.00 qh'(C--Ci=[r--,'-,'Q,'1P',,�,r' 4 Y h,=Mft X h2= ft hr E=—> h2 2 =>2 5Cory Dadigri 0*102±*P)rw h 2nd Fir Windward Wall,P1'h2/2= 139 plf => 2nd Fir Leeward Wall,P2*h212= -00 plf Windward Parapet= 140 plf f0pt( hi 2 Leeward Parapet -34 plf 0 pif => 0 pif => If lot Fir Wind Wall,Pl*(h2/2+h,12)= 279 plf lot Fir Lee Wall,P2'(h2/2+h,12)= -132plf I"'ROVED By 0. r plf APr 0 5ase'win 'Fp DEC 02 2014 1 1 � WA 1 IS[ INNOVATIVE 29970 Technology Drive, Suite 108t3ite=: -- STOUCTRRAL Murrieta, CA 92563 ENGINEERING (951)600-0032, (951)600-0036 Fax �: - -'��= -- Wind;L'•aad�="AaCE`7�05�°�Allcvitablc5tr�ess>Dadi a-=Rt id=5truaCUre,f'a1:QHzv-=°,.;r�' - _ Structure Period,T= ''mow=°°T=:.0:20:,`'-'= f=l/T= 5.00 Hz >1 Hz..... OKI Basic Wind Speed (3s-Gust),V= :' `v`' 120;';`;°:: '° mph Figure 6-1 Building Occu ancy Category= _ -_'"` 777_3t Table 1-1 P " Wind Importance Factor,IW= 1.00 Table 6-1 Exposure Category= "- =':G,° 5ection 6.5.6 Mean Roof Height h= `14:5,=_.ry .ft Building Length,L= =Y>v-'='z26_>=`2=` ft Figure 6-6 Building Width,B= 's - 18:75= ` ft Figure 6-6 L/5= 1.39 Figure 6-6 h/L= 0.56 Figure 6-6 Roof Pitch= :12, 0 = 0.0 degrees Topographic Factor,Krt= .,r,- _1:Op -.` Section 6.5.7&Figure 6-4 Velocity Pressure Exposure Coeff.,Kh= 0,85 Section 6.5.6.6&Table 6-3 Directionality Factor,Ka= z'` 0:85_ ;,Y: Section 6.5.4.4&Table 6-4 Gust Effect Factor,G= ` -0:85; Section Enclosure Classification= -_"">EncloSed=`` Section 6.5.9 Roof Velocity Pressure,+&oI,= 26.63 psf a=0.00256 KhKZ,KdVGIe,Sect 6.5.10 r; External Coefficients=Cp-Figure 6-6 5eation 65.12 2.1,P=qGC,- GC i Internal Coefficient=Gcpi-Figure 6-5 +Internal -Internal 21 Windward Wall Pressure,P=grG"(C,= 0.&0 ) - q, (GCi= a(J:1S r,. )= 13.32 & 22.91 psf 2 Leeward Wal!Pressure,P=qhG"(Cp= -0.42 ) - gh'°(GCi= `v f1:18=_''.)_ -14.36 & -4.77 psf O Windward Roof Pressure,P=gy,G*(CP= 0.00 ) - gh'°(GCi= 0.00 & 0,00 psf P=GU C'-(C'= 0.00 ) - gh"(GCi= ..j,'018`i ; )= 0.00 & 0.00 psf ® Leeward Roof Pressure,F=qhG'(C,= 0.00 ) - gh,(GCi= F";':0.15' )= 0.00 & 0.00 psf Y hr= 1,6;5` ft x h O3 �!/� =_n1'Sta►y�t7esign'S.�ri"� Ifi(X=.b_ir�C�o_n}wl,�:`_ Windward Wall,Pi"h/2= 160 plf h, Leeward Wall,P2"h/2= -101 plf h02 Windward Parapet= 70 plf b Leeward Parapet= -47 plf --> 0 plf If --> 0 plf Wind Design Strip(plf)**= 377 plf 0 plf APPROVE® By DEC 0 2 2014 W INNOVATIVE 29970 Technology Drive, Suite 108 STRUCTURAL Murrieta, CA 92563 Is I ENGINEERING T�4 (951)600-0032, (951)600-0036 Fax F—w 1 Total Length of Shear Wall Segments JJ 7 Load pof X ft; x ft, 2 = 477 lbo 4.17 ft x ft Load /2 0 lbo 0.08 pof x Load pof x ft, x ft/2 = 0 lbo 10,67 Load Pre X ft; X ft/2 = 0 The Load pof X ft X ft/2 = 0 lbo Load 'f X = ft X ft = 0 lbs Total 5eiomic Load bo Load= 7" plf X 21 ft /2 = 3990 lbs Load= plf x NrU ft; /2 = 0 lbs Load= plf X ft 12 = 0 lbs Load pif X ft = 0 lbo Total Wind Load EMTf, P t ral Height,h fr 5E15MIC 477 27.92 17 Width,w = ft 2105 WIND 3,990 1 27.92 143 lAspect Ratio= 2.24 (h1w) 339 - x5 6 h c a r Load at Wall= 01 Height= ft. Overturning Moment(O.T.M.)= 37239 ft-119 ft Width (0.6-0.145,5)Pleoloting Moment(P.M.)= 146722 ft-lb Not Moment(OTM-PM) -109483 ft-lb Uplift; -2249 lbo Roof= ft 2 Wall= ft Uplift from Shear Wall Above. lbs Floor= ft 2 Total U PI Ift at End foot= 7�'-'--p Provide: NO FLOOR TO FLOOR STRAP AT BASE OF END P05T TO RIM -4 ira` t%si0 Total Lateral Load,V= 3990 lb Top Plate Stress= 70 plf Length of Diaphragm,L= ft, Top Plate Drag Length= ft Diaphragm 5trcoo,v=VIL= 70 plf Top Plt;Splice Load= 26,E PPp,-J,"c Length of Shear Wall Line,Lw = ft Provide: 2 1661 VED 13Y Hardware Spacing= 114 In.o.rl -N PINC� A vrw IS[ INNOVATIVE 29970 Technology Drive, Suite 108 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951)600-0032,(951)600-0036 Fax 40�� lb A S -2 '4 - _3 1--, V Z A2 L Ll L.2 L3 L tota I - -'God h ft Le= t=,2792' ft (L1+L2+L3+...Li) An= ft2 (Al+A2+....A!) r= 0.&3 (11(1+(Ao/h'Lo)) Co= 13!10 (rl(3-2r))*Ltotal/Lo — _ V= lbo=5hear Force.on Perforated wall VmAx plf=Uniform 5111 Plate Uplift Anchorage Force at Full Height Shear Wall 5comento Peolon in Addition to End Post Uplift APPROVED BY DEC 0 2 2014 lNfTNC� , j rf __5hi W 2 INNOVATIVE 29970 Technology Drive, Suite 108 �2 batt: IS I STRUCTURAL Murrieta, CA 92563 EId6IIdEERfEdG (951)600-0032, (951)600-0036 Fax Total Length of Shear Wall Segments= -J"20".0: - 5 5 Load= - 0:80 ;_° p5f x _66:&=ft x _==21}_= ft/2 = 477 I105 3.83 F Load= g:0. 0"' p5f x __'O:° T ft x =,Di f: ft/2 = O Ib5 3.53 Load- 0.00's p5f x U ri4 ft x fo-_=f ft/2 = O Ib5 4.33 Load= - D:OQ'= p5f x ;T ft x =0 =' ft/2 = 0 1170 Load= O;Of? t p5f x "C3;'; ` ft x O`.<= ft/2 = O Ib5 Load= CJs"OD p5f x `0:- ft x Dx=3 ft = O Ib5 Total 5ei5mic Load Load= 38(? plf x , 21=,=, ft 12 = 3990 Ib5 Load= =`''0=^LL, plf x r_0=_ ft /2 = O Ib5 Load= rD'% plf x 0 v`y ft /2 = O Ib5 Load= d 0":=_' plf x -_0=- - ft = 0 Ib5 Total Wind Load 4-7777;7 =,399(7r "w;l'ERFQP.f.I'LED`a4!VAtt:_A_DJU_,r„+^,'Tk1Et±f�:fAGTOR'�Cp:=` �QO - FUIsL-HEIG T=8`pp�/gincnte `r.-W4_Ilrck�]/�r;AFdcI'A:St7}�WS;2008=5ebtioh:4:3:5:1=::' : :- x< s� YUL ,16 Height h 93".:; ft 41AV �pLF�4 Slltl t'E' 5E15MIG 477 20.07 24 Width,w = :;3:83:;1 ft 199 WIND 3,990 1 20.07 1 199 lAopect Ratio= 2.44 (h/w) 339 - - Y - - - r �IIOvert` .:.5t1ea Wa urn - Worst;Gai3 ,Wallc ' Shear Load at Wall Height= '9:33'< ft Overturning Moment(O.T.M.)= 37227 ft-Ib Width= _,__;<' 6:67z% ft (0.6-o.149ps)Re5(5ting Moment(P-M.)= 205517 ft-Ib T ;T1`11;:t7ead[oAd;o ,Yllll<= "_ Net Moment(OTM-RM)_ -165591 ft-Ib Roof= -e11 :`°' ft/2 5os= X0:17, Uplift= -2975 Ib5 wall= 9;33" ft Uplift from Shear Wall Above- OT-'"" >=3, (b5 Floor= " _"Ox= = ft/2 Total Uplift at End Post Provide: NO FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM r�k„�ate:�=�;• ��_ ��-�°- _ =_pia�11xa'trr'�r�S;Dra �Cglleatiir�8���4 p ate�Dn�' d<-_>�,:_=FR��_�_��,_ _:�N��.,�� Total Lateral Load,V= 3990 Ib Top Plate Stre55= 70 plf Length of Diaphragm,L= x'°'_5675,' ft Top Plate Drag Length=F776-;=1 ft Diaphragm 5tre55,v=V/L= + 70 plf Top Flt Splice Load= O VE® BY Length of Shear Wall Line,Lw = `t":356.7,5, 'W`"'_ft Provide: O 16d Hardware Spacing= 114 in,o.c, DEC NIPNC. S# PW 2 INNOVATIVE 29970 Technology Drive,Suite 108 in- STRUCTURAL Murrieta, CA 92563 ENGINEERING (951)600-0032,(951)600-0036 Fax -A, T— Fog 6 Q GO A-7wyx A2 ........... YE " n� 1",aflieF-La, A L1. L2 I L3 L total —k ,,aml ft ft Le= ft (L1 L2 L3+...Li) Ao= ft2 (Al A2 ....A!) r= o.95 (1/(1+(Ao/h'Lo)) Co= 1=1 i 'R, (r/(3-2r))*Ltotal/Le V= lbo=5hear Force on Perforated wall Vmax plf= Uniform Sill Plate Uplift Anchorage Force at Full Height 5hear Wall Oeqmemto Design in Addition to End Post Uplift APPROVED BY DEC 0 Zg14 1 4" NP�,NC w M 5h1;. W 3 INNOVATIVE 29970 Technology Drive, Suite 108 yt=Dated -- STRUCTURAL Murrieta, CA 92563 ENGINEERINGIS[ -- (951)600-0032, (951)600-0036 Fax o w-,tN00b-'�FRAtv1E(7:�5'H�A��'V�%AL:L�=�20127IBC/;A�&f?A`5(JpWa�2008 �, A!5T K�15ED ALOiVGf Total Length of 5haar Wall Segments 7..` "y 5c(emlGxLoad:' 5,, x 4.25 Load= ',:0:80 p5f x 17.3 LL ft x -0� e ft/2 = 146 Ibe Load= ':0.60 p5f x =:k - _:ft x t=Q 'm ft/2 = O lbs Load= '.;'O:OO psf x 4`0=r-.,ft x ='' 0 ft/2 = O lbs Load= }'OODA psf x Du =ft x `; D r ft/2 O lbs Load= °;'O,OQLT- p5f x O " ft x p;;=;i: ft/2 = D 1b0 Load 0:00 `_ psf x _O ;ft x ;Q Le ft = O Ib5 Total 5eismic Load Load= =`291''=` plf x >17:33 ft /2 = 2522 lbs Load= =';O _ plf x 0 ft /2 = O Ib5 Load plf x O h_- ft 12 = O Ib5 Load plf x r D=ti ft = D Ib5 Total Wind Load =2522-- lbs -,,;a�r`SRF.O<zATEDV+/ALL:ADJU571±AENT.�ACTOR,Ca_��_;;_;1:0`0, _ _ - <{, r-,F,ULL,HEIGHT=;5'eginrrlteii;5 hearWaIICheck erAF&I'A=5DPW5-ZQ08=Section-4.3:5,1 ' _ _ �:j _J,'= 'i 4-•_ _ _"I U`!,'r - _ `i --i.{,. -,i it 'Y'hi` _ _.li. _ - V, _ � - �'M .� _' fts ect,Ra'tio;Glaeck_ h!w' - - X51=fEfFl�• - LDAD'IYPE Height,h 5E15MIC 146 4.25 34 Width,w = X4:25 ;ft 220 WIND 2,522 4.25 593 Aspect Ratio= 2.20 (h/w) 637 Shea' all-0ve 'urnl` =Degl - _ -W6 It;Ga6a Wall:: 5hear Load at wall= _ -:F2522><<= : Ib5 Height= .:9.33 ft Overturning Moment(O.T.M.)= 23530 ft-Ib Width= _:4,25 ft (0.6 0.14SD5)Resisting Moment(P.M.)= 884 ft-Ib _' rlbpeaclSLoadzori_Wal( " Net Moment(OTM-RM)= 22646 ft-Ib 'Roof= _ -=_4: F ft/2 5os= :0;17 Uplift= 5328 1 b Waif= ft Uplift from 5hear Wall Above Floor= _ 'j` >O.` -ft/2 Total Uplift at End Foot= Provide: 3-CS14 FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Total Lateral Load,V= 2522 Ib Top Plate Stre55 120 pif Length of Diaphragm,L= ;',-=`rfi. {21 = =ft Top Plate Drag Length= r;;1'-`'r= Diaphragm 5tre55,v=V/L= 120 plf Top Pit Splice Load= 1 I 11�fes® BY Length of 5hear Wall Line,Lw = :; 21 '= =ft Provide: 7 16d Hardware Spacing= 67 in,o.c, DEC ® z��4 00..r ON ;IINC� W 4 INNOVATIVE 29970 Technology Drive, Suite 108 STRUCTURAL Murrieta, CA 92563 IS[ EFIGI14EERING (951)600-0032, (951)600-0036 Fax Total Length of Shear Wall Segments Load= pof X =5 31 ft; X ft/2 = 200 lbo i 35 ft x ft/2 0 lbo Load= pof X Load= X pof X ft X ft/2 = 0 lbo Load= X ft; x ft;1 2 0 lbo �0' Load pofX ft X ft/2 0 lbs -17 Load p of X 18wift X ft 0 lbo Total Ociomic Load I bo Load plf x ft 12 = 4511 1 bo Load plf x ft /2 = 0 ibo Load Of x ft 12 = 0 lbo Loadpif X '5" 0 lbo Total Wind Load DO T1 on', "g Height,h ft 5E15MIC 200 0.25 42 Width,w ft 242 aY 777 7� WIND 4,511 0.25 722 lAspect Ratio 1.49 (h1w) 832 40"j"M,t;V r11110CrGaFs Wall•Yy F'_' 5hear Load at Wall= ft Overturning Moment(O.T.M.)= 42088 ft-lb Height9;33 i Width ft (0.0-0.145,5)Resisting Moment(R.M.)= 1575 ft-lb Not Moment(0TM-RM)= 40613 ft-112 Roof= ft/2 5 Uplift= 6482 lbo Wall= ft Uplift from 5hear Wall Above. -K fbo Floor ft/2 Total Uplift at End Post Provide: HPQ& HOLDOM TO OTEEL RIM Total Lateral Load,V= 4511 lb Top Plate 5trco5= 461 plf Length of Diaphragm,L= ft Top Plate Drag Length— Diaphragm Stress,v=VIL= 215 plf Top 111t Splice Load= 0 1 ' VID BY Length of 5hear Wall Line,Lw = ft Provide- 0 1661 DEC ®2 2114 Hardware Spacing= 18 in.O.C. jr1l INC. Z, W 5 INNOVATIVE 29970 Technology Drive, Suite 108 STRUCTURAL Murrieta, CA 92563 OR Is I (951)600-0032, (951)600-0036 Fax EA Total Length of Shear Wall Segments Seismic Load, Load= pof x ft x ft/2 = 326 1[70 x ft x ft/2 0 lbo Load= pof Load= pof x ft x ft 12 = 0 1b0 Load= pof x ft; x ft/2 0 lbs 0 1�o Load= pof x 0 ft x r. Load= pof x x ft/2 o ibo Total Ociomic Load lbo Load= x 4*i ft /2 = 1904 lbo Load= 28 plf x f2 25 ft; /2 = 4141 lbs Load= plf x .7tP f /2 = 0 lbo Load= plf x ft = 0 bo Total Wind Load lbr, !;----`-,PERF -ORA. lj�EfqtiT--_- ?11441 -1V P- Height,h 3-- ft 5EI5MIC 326 9.33 36 Width,w = `==;.9.32�-� ft ".4 242 WIND 6,106 9.33 654 Aspect Ratio= 1.00 (h/w) &32 it i -P— 4 0.0- c.5hear 5hear Load at Wall= -5 lbo Height ft Overturning Moment(O.T.M.)= 545900 ft-lb Width ft (0.6-0.145[,5)Resisting Moment(R.M.)= 4.514 ft-lb Net Moment(0TM-RM)= 52445 ft-lb Roof ft/2 5 Uplift= 5021 1b0 Wall !'"7 ft Uplift from 5hear Wall Above 1b0 Floor= ;?`-,77ft 2 Total Uplift at End Post= §--- n5621 r lbo Provide: HD08 FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Total Lateral Load,V= 6105 lb Top Plate 5tr000= 611 plf F7-7 Length of Diaphragm,L= ft Top Plate Drag Length= ft, Diaphragm Stress,v=VIL= 291 plf Top Plt0plice Load= APPRM'ED BY Length of 5hear Wall Lino,Lw = ft Provide: 0 1061 Hardware Opaclrio= 13 in,O.G. DEC 0 2 2014 QrPINC. 5hti:' W 6 INNOVATIVE 29970 Technology Drive, Suite 108 Is STRUCTURAL Murrieta, CA 92563 ENGINEERING -- (951)600-0032, (951)600-0036 Fax r., '_Tl► OD '.�,— { %O ° 12AIvID SHEAi1tVAC:L =F2Q12 IBC%,AF&pA5D1'IIUS=2008 =_ - �. 6 F F °BED _- _.;. Total Length of Shear Wall Segments - Viz,. —_.�._ :�"`m. _ __ - -:-,„=; -- -_ e•,; .r",,,• _ 9.08 Load p5f x 25.5`' ft x 21.=;x ft/2 = 214 Ib5 Load= 0,00: p5f x ft x :'{'©`_` ft/2 = O Ib5 Load= '_ 0.00= p5f x OY =ft x ''0 ft/2 — 0 Ib5 Load pa x -'D'- .ft x sc:,D _ ft/2 = D Ib5 Load= 'O.DO X p5f x -_=Qa ft x =__0==' ft/2 = O Ib5 Load= O.OD p5f x `O ;ft x =:0=` ft = 0 Ib5 Total 5eiomic Load= 214`z: =r Ib5 Load= 328;:; plf x 25.5,: ft 12 = 4182 Ib5 Load= y`D R``- plf x =-0' ` ft /2 = 0 Ib5 Load plf x y Ct "' ft /2 = 0 lb Dlf D Ib5Load f Total Wind Load -' PERFOR'aTEDWALL=ADJUSTMENT ,1.00` '4 fU,LL HEIGHT,=;Segmanted5hear Wall Check er,''AF&1'A SDP 5-2008,5 ,`5H>=AI` '1NIDTH' iiNi>s_SHEAR ;Aped Ratio_Check. Ott - — - _y - V Height h `9.33-< k.-fPL'F„), _ .fM11. TYPE` s' 5EI5MIC 214 9.08 24 Width,w = � E9;0`8.��'ft 242 WIND 4,182 9.08 461 Aspect Ratio= 1.03 (h/w) 495 5Etear Wall'.OVBrtUrnirl'',Deal`it_`_ - «c” ''- N%re�Ga6t;-Wall:_ , 5hear Load at Wall Height= _= ,9'.33` .z ft Overturning Moment(O.T.M.)= 39018 ft-Ib Width= k',,c 9"08•,• ft (0.6-0.145[)5)Reoloting Moment(R.M.)= 2935 ft-Ib `t_ rlb.bead Loacion°Wall. °;.'= Net Moment(0TM-RM)= 36083 ft-Ib Roof= „, • 4; 'ft/2 5p,=EE Uplift= 3974 Ib5 Wall= y' ,1Q' i'}ft Uplift from 5hear Wall Above Floor= ft/2 Total Uplift at End Foot= x,3974- " ' Ib5 Provide: HTT5 FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM -_DI--hra r J-5tresS.pra' GbllocCors 8�To Plate=Desif'n- _- p- .9 9 Total Lateral Load,V= 4182 Ib Top Plate 5tre55= 199 plf Length of Diaphragm,L= {;r?`_°21=r' >{,e ft Top Plate Drag Length= ;# Diaphragm 5tre55,v=VIL= 199 plf Top Plt 5plice Load= 1 M b. 10 E® BY Length of 5hear Wall Line,Lw =F7-, 21'_v`j?- ft Provide: 10 1661 DEC ®2 2014 Hardware 5pacing= 40 in.o.c. -'Or ON PINC. W 7 INNOVATIVE 29970 Technology Drive, Suite 108 r�w Is STRUCTURAL Murrieta, CA 92563 i= # I ENGINEERING _ -- (951)600-0032, (951)600-0036 Fax �. 11t%ODD:�F�Af�IEf�.SH'EA�-�YJAL'LE.-2012ABG-/�AF&i?R.5b1?�1%5�-�008�=���`" t�'= _ _E _ LFT OF;KITCHEN"ALONG Total Length of Shear Wall Segments 23.25 Load psf x 56:8" ft x ':r "29 ft;/2 = 477 Ib5 Load= - 0.59=` psf x `-:56;8 ft x =y 27r F ft/2 = 352 Ib5 Load= ~D.DO.` psf x '0=` ft x `a,'s' ft/2 = O lbs Load= psf x --"v'a ft x a}: 12 0 lbs _ �`Q�=_�- s(O ft Load= O:QD;: psf x _ =Qt= ft x z 0" ft;12 = O Ib5 Load= O.DO psf x 0 -ft x e=0 ft = 0 Ib5 Total 5ef5mic Load= S2bL f,_ Ib5 Load= ;-380;:. plf x =='=x21>> ft, /2 = 3990 Ib5 Load= 410'{;; plf x 21 ft /2 = 4305 lbs Load= plf x ?r ft /2 = 0 lbs Load= --,D plf x _0 1%Z 5ht, W INNOVATIVE29970 Technology Drive, Suite 108 IS I STRUCTURAL Murrieta, CA 92563 ENGINEERING (951)600-0032, (951)600-0036 Fax PARA 5,Rf_W W W '96-J&D W Ht k I Total Length of Shear Wall Segments La Load= :}; pof x ft x ft/2 = 4:77 lbs 7.25 Load= -6 lbs pof x ft; x ft;/2 34 E5.42 Load pe x ft x ft,/2 = 145 1b0 Load pof x ft x ft/2 = 0 lbo p Load of x ft x ft/2 = 0 Load pof x ate ft; x ft; = 0 lbs Total Seismic Load Load= Pif x ft /2 3990 lbo Load= x C,`� ft /2 4305 lbs plf Load= 234K: plf x ft 12 = 2223 lbs Load = Of x ft = 0 lbs Total Wind Load Do E -72 0 EA6' '460, ...... �U L ft Height,h = N 5EIOMIC 906 10.07 E55 Width,w = Ift 104 WIND 10,518 10.07 631 Aopcot;Patio= 2.33 (h1w) 058 n- 5hear Load at Wall Height ft Overturning Moment(O.T.M.)= 31900 ft-lb Width= 5;42'; (0.6-0.145[)r,)Kcoioting Moment(R.M.)= 1249 ft-112 Net Moment(0TM-RM)= 30657 ft-112 �ft/2 Uplift;= 6056 lbo Roof 505 EE wall ft Uplift f ro m Shear Wa I I Above IDC' Floor= "t10 = ft/2 Total Uplift at End Foot [Do Provide: HDQ& HOLDOWN TO CONCRETE AT BASE OF END POST Or"m o' na of Total Lateral Load,V= 10518 119 Top Plate 5trco5= 185 pif Length of Diaphragm,L= ft Top Plate Drag Length OV D BY Diaphragm Stress,v=VIL= 185 plf Top Pit Splice Loa, = 30#lib"a Length of Shear Wall Line,Lw = ft Provide: 20 16' DEC 0 2 2114 Hardware Spacing= 43 In.o.c.1 C Z1-511t. PW 8 INNOVATIVE 29970 Technology Drive,Suite 108 STRUCTURAL Murrieta,CA 92563 ENGINEERING (951)600-0032, (951)600-0036 Fax R T" QFATIE SHEAR-WALL -A-0- 0 4 �1 3 0 A2 Al L2 Ll L total a— AKWAL WI�MKJ'�F?,F 0 IJ AP P;5HE E.MINE'.MIN &VOUqTMENTgFA6f h W-' ft ft La= 11.25-"-'ft; (1-1 +L2+L3+,..Li) ft2 (Al+A2+....Ai) r= 0.82 (1/(1+(Ao/h-L5)) Co (r/(3-2r))-Ltotal I Lo V lbo=5hear Force on Perforated wall pif= Uniform Sill Plate Uplift Anchorage.Force at Full Height 5hear Wall 5egmento Peoign in Addition to End Post Uplift A plhn PPROU"VED BY DEC 0 2 2014 ON!` PINC. Kt W 9 INNOVATIVE 29970 Technology Drive, Suite 108 -- IS STRUCTURAL Murrieta CA 92563 I ENGINEERING (951)600-0032, (951)600-0036 Fax -- t! (OOD. RP►iv1EI ';SF Ei41Z`tNAL-L:: 20 2,15CY,A PA SDt?bV5=2b08t `: _ _ _ r-w - -___ - sit, rw-= - - -_=�:�=�h�'K!✓ARfOF-�KITCHEN-y= - - Total Length of Hardy Panels _fin.,-= - -- ��.,. ==,•;::�. _ _ - __ -- _�__=�;<.,;-- _ 2 Load= ` .D.SO rz_ p5f x 13 ft x - 21>`= ft/2 = 146 [be 2 Load= 0:58 pef x '-20' =ft x =213 ft/2 = 61 Ibe 0.75�` Load= Q,58a<`= p5f x w 2� `ft x 19y ft/2 = 107 [be Load= 'O.Of?`= p5f x ''' _ rC?-```` ft x „Ow Y ft/2 D Ibe Load= ;,O:OQ=.f p5f x - t ~v ft x 0 r' ft/2 = 0 Ib5 Load p5f x O'; ft x °C3 _= fr. = 0 Ibe Total 5ei5mic Loadbe Load `- Load= 291 plf x .•=17.33,- ft /2 = 2522 Ib5 Load= r410 r.; plf x %K=20 ft /2 = 4100 ]be 0.75 Load= plf x 26y=w ft /2 = 2243 Ib5 Load Of x = -n0, ft = 0 Ibe Total Wind Load Shear all 04rturni Desi nr•..;; _ - ___.z "-. MIVoi'st Case,UVII:' ,"Y- Shear Load at Wall= ';4132'`s " Ib5 Height= 4°9.33a ft Overturning Moment(O.T.M.)= 41351 ft-Ib Width= `''r2, ft (0.6-0.140D5)Reoloting Moment(P.M.)= 184 ft-lb _,Trib:Dea_ d.Load on Wall';.:;', Net Moment(OTM-PM)= 41166 ft-Ib Roof= `y`Y`Oa :; .ft/2 Uplift= 20583 ]be Wall= 9:33 `- ft Uplift from 5hearWall Above Ibe Floor= =2.6T ft/2 Total Uplift at End Poet= -__-_2Q583 Provide: .2':` HFX24x9FitiRDY,HFX"1'iItJELS. -" hra riri:5trese,Dra Goltectors''&To`":Plate`Desf h ,=>.•_ "y° =. •. Total Lateral Load,V= 5,504 Ib Top Plate 5tre55= 422 plf Length of Diaphragm,L= -21 s t_ft Top Plate Drag Length= ft Diaphragm Streee,v=V/L= 422 plf Top Pit Splice Load= 2955 1b Length of Shear Wall Line,Lw = _ ' 21Y'k='"ft Provide: 19 1661 Hardware Spacing= 19 in.O.C. APP"ROVED BY DEC 0 2 2014 lcp INC� • r A W 10 INNOVATIVE 29970 Technology Drive, Suite 108 -yDatea -- s[ STRUCTURAL Murrieta, CA 92563 ENGINEERING -- (951)600-0032, (951)600-0036 Fax = =? = ;. D_OD'SHE`AtZUVALL::= 0� `r BC%° `F&pAxShc'l1V5=2U08- - ,ry4�- �UiIQ SHIrA N4r' qpWaG,�ID- LEVEL- Total Length of Shear Wall Segments 3-13:84 :t;,; .,�^: ftc;a= ;.s�`:�,,a'r;�'� �`�'k', .9,..,s,,:m - '�T• �;�. �,�. - � - 3.92 Load� 4�:�� :,'E�. - `v';>'.;' '.h'.�"'N.t - ,�.f s - .,-jr.3c Load p5f x =n=31 fG x ft/2 = 260 ]be 3.92 Load= 0.58- -, p5f x _r r33` ft x = 21ri ft/2 = 100 ]be 3 '_. Load p5f x y 26 '' ft x : =`13 ={ ft/2 = 36 Ib5 3 Load= :t;'D,OQ=; p5f x f, x 'Q=«_- ft/2 = O Ib5 Load= TO;6'D n p5f x ¢x ft x `=07.=. ft/2 — O [be Load= 0:00>a1 p5f x __= 3 -Y ft x ft = O Ib5 Total 5eiomic Load= '�3o�,�=, - - _a•�" ���_ - _ � __ WlrtchLoad - Load plf x =`_31' ft /2 = 4511 Ib5 Load= .4104 plf x ;;3'2;67= ft /2 = 6697 ]be M=" Load= Y_ •0" plf x D ft /2 = 916 Ib5 Load— D' plf x D ft = O Ib5 Total Wind Load= 77-12124_ Ib5 =P_ERFOPATEp WALL-_ADJUS'[MENIr•.f_,i�CTOR=Co=;, ;1:00` - ;,;_'- HEIGHT >5cod'ariteit5hoar,..Wall`Checkper;flF&PAvDI'WS`-2Q08;'5ectipn4 _ , AS`ect'llzatio.Ghecki°h%iv a -1N_ID,Fti;'`UN1T_5_HEAR- _ p.-_ rid- ,)_b - ,;%Ct OW'SHEAIz, LOAD`La PE ;Vu Lia = F7 y v `PLF Hei ht h = y9.333 ft ;`1`v PLE? 31(a! lYPE 5E15MIC 397 13.84 29 Width,w = `_=r 3` ft 155 ;=6 WIND 12,124 13.84 576 Aspect Ratio= 3.11 (h/w) 950 - - - - "`Wotvt`Case_Wal[::_ 5hear Load at Wall= Height= ;,::9.33 ,'=ft Overturning Moment(O.T.M.)= 49038 ft-Ib (0.6-0.145D5)Reeieting Moment(R.M.)= 402 ft-lb Width ;V=_s`^Tt�lb:nead;Load on Walt`_ Net Moment(OTM-RM)= 45036 ft-Ib Roof= ,} 0 n'`ft/2 5"= :0,17, Uplift= 16212 Ib5 Wal(_ 9:33 F ft Uplift from 5hear Wall Above Floor= - =2': _- ft/2 Total Uplift at End Post= ;16219=";Y;. Ib5 Provide: UPHD11 HOLDOWN TO CONCRETE AT BASE OF END POST Collo- re Total Lateral Load,V= 12124 Ib Top Plate 5tre55= 1136 plf Length of Diaphragm,L= ,'f;'',10: 7 F. ft Top Plate Drag Length= <,,O ft Diaphragm 5tre55,v=V/L= 1136 plf Top Pit Splice Load= APP E® BY Length of 5hear Wall Line,Lw = = 10.67 =ft Provide: O 164 Hardware Spacing= 7 in.O.G. 2014 - r a i r � W 11 INNOVATIVE 29970 Technology Drive, Suite 108 ' Dates -- STflUCTUflAI Murrieta, CA 92563Is I ENGINEERING -- (951)600-0032, (951)600-0036 Fax - -�_a;'-V1./OOD.'_FRAfv1ED=5HE�1��:11NALl:��=°w�Ot12�IBG%�AF&1'A517t?INS=X200$=-==Fj����. - Total Length of Shear Wall Segmenta '"f - "'ia',� _ .^.- -�.'!�'�.'Ay - _ 5efemic Load ;- '`` _f 9.33 Load p5f x 35:8_ft x 21'r=_; ft/2 = 326 Ib5 9.33 Load= Q.59._:= p5f x -;32;3=r ft x `'21 r ft/2 = 200 Ib5 Load= 0:00 p5f x `;b:=;''= ft x =`O; =r ft/2 = D Ib5 Load= u'D.00,'_ p5f x - ' °O a ft x `_0 v" ft/2 = O Ib5 Load= D:DO°}- p5f x `:`'O : ft x = =DLw = ft/2 = 0 Ib5 Load= : 0.00`= p5f x `O`=-ft x = D fr = 0 Ib5 Total 5et5mic Load Load= : -328:` plf x =23 _; ft /2 = 3772 Ib5 Load= „291 plf x :,325 ft /2 = 1928 Ib5 .J� Load= 410.r;:_ Of x ;32:5`` ft /2 = 6663 Ib5 Load= :_=`-'0 _ plf x =.=YQ__= ft — 0 Ib5 Total Wind Load= - .' 12362y F' Ib5 PERFORATE D_WALL,A!Pgy5TMENTyFAPV;R C,o__=iI_1.00; `- >.r -..';..FULL`HEIG1-tT-S�gmentor i;,vhear WaI1,Ctieck`,per AFBc}'ADPWa-ZOO$_.SccCion 4.3;5:1 y;4=LL ;yM,c - - - - 4 -HE6 =`VJIDTKK i)NiTS,HEA1:': LQAI7_f)1?E -Vii(LB} = -(FT)` up=(f?L''F) :;,` Height h = - ="1Di:, ft - =;sig=PLF .YS/;TYPE 5E15MIC 526 18.66 28 Width,w = _r,9,33 _. ft 242 6 , WIND 12,362 15.66 663 Aspect Ratio= 1.07 (h/w) 832 Shear�Watl OverGurnin Deet =Woret'Ca6c Walla :` 5hear Load at Wall= 12362 =_< Ib5 - - Height= `,;9:33 a:r ft Overturning Moment(O.T.M.)= 115337 ft-Ib Width= 'F" 9:33-Y:;ft (0.6-0.145D5)Reoloting Moment(R.M.)= 3886 ft-Ib _ -Trlb.DeadJ Lioad=o Wall; _' Net Moment(OTM-RM)= 111452 ft-Ib Roof= ' --0`-=;F_:ft/25os= 0:17 Uplift= 11945 $5 Wall= •-9.33 - ft Uplift from 5hear Waff Above= '._ Ib5 Floor= '. =.2 n fv, ft/2 Total Uplift at End Post= ' ='r 11945= w Ib5 3a Provide: HDU14 HOLDOWN TO CONCRETE AT BASE OF END POST -_-_ - ---_= - Dlap hra tt_5tres6,p_ra`-CollocCot &.To--t'tate-Da'sf-n --_` ==_ ';=` Total Lateral Load,V= 12362 Ib Top Plate 5tre55= 1159 plf Length of Diaphragm,L= >4. 3`10.67:-r'``ft Top Plate Drag Length= ft Diaphragm 5tre55,v=V/L= 1159 plf Top Pit Splice Loat-PROVE BY� Length of 5hear Wali Line,Lw = ;.10.67,== ft Provide: D 16d Hardware Spacing= 7 in,0.0.1 DEC 0 2 mi N- INC. W 12 INNOVATIVE 29970 Technology Drive, Suite 108 2R DafE STRUCTURAL IS I ENGINEERING Murrieta, CA 92563 IN (951)600-0032, (951)600-0036 Fax 1- PII-t--"' PAIPA I w Total Length of Shear Wall Segments 7.05 Load d- pof X Zai 5 ft x ft/2 = 214 lbo 7.05 Load ft ft x x /2 = 119 lbs Load pof X ft, X ft/2 = 0 lbs Load Pf X ft X ft/2 = 0 lbo Load= X ft/2 0 lbo Xr. ft pof Load= -t-' pof X ft X ft = 0 lbo Total 5ciomic Load R KA'P;'si Load plf x ft /2 = 4152 lbs Load plf x ft /2 = 3930 lbs Load plf x ft; 12 = 0 lbs Load plf X ft 0 lbs Total Wind Load lbs KF E IAT Eqj17a=5 =meritcd.Shea�.Walt IQ" -W SHEAR i6 -0, ttAS"p''ect fz4t At HEA Height h ft 5E15MIC 333 14.10 24 Width,w = ft 242 WIND 5,112 14.10 E573 Aspect Ratio= 1.32 (h/w) E537 5hear Load at Wall —2-1574 Height ft Overturning Moment(O.T.M.)= 75055 ft-lb Width17 ft (0.0-0.145,,,)Resisting Moment(K.M.)= 2383 ft-1 Not Moment(OTM-PM)= 73302 ft-lb Roof ft 12 5os AEM Uplift= 10363 lbs Wal(_ lb Uplift from 5hear Wall Above= Floor ft 2 Total Uplift at End Foot Provide- HDU14 HOLDOWN TO CONCRETE AT BASE OF END POST Total Lateral Load,V= 8112 lb Top Plate 6trcoo= 586 plf Length of Diaphragm,L= ft Top Plate Drag Length=�WRROV":D BY Diaphragm Stress,v=VIL= 350 plf Top Flt 5plice,Load= 3090 lbr, Length of 5hear Wall Line,Lw = ft Provide- 20 16&1 DEC 0 2 2114 Hardware OpiGlmo= in.0.0.1 ONO PI0C. Jik W 13 INNOVATIVE 29970 Technology Drive, Suite 108 14 IS[ STRUCTURAL Murrieta, CA 92563 z2v (951)600-0032, (951)600-0036 Fax Total Length of Shear Wall Segments 00. Load= pof X ft Xft/2 143 lbo Load= pof X ft X 1_-l-' it,/2 = 0 lbo Loadft,12 0 1 bo pof X ft X ft Load pof X X 0 1 bo ft; 2 X 0 lbe Load pof ft, X ft/2 Load bt, ft X ft 0 lbo pof X Total Ociomic Load 1 41,61 d Load= v77r z.1 plf x ft 12 = 3582 lbo Load plf X ft /2 = 0 lbo Load plf X ft 12 = 0 lbo Load plf X b"" ft = 0 lbo Total Wind Load f I QKA LLL- _ j ILLME -7WIbf11`--, --U[NIRe5HEAk''k-6-':"' qRe "0 Height,h 5E15MIC 143 16,53 9 Width,w = ft 242 03, WIND 1 3,552 1 16.53 213 jAopcot Ratio= 0.59 (h/w) 339 Shear Load at Wall= Height= ft Overturning Moment(O.T.M.)= 53730 ft-Ib Width ft Rcoiotlne Moment(P,.M.)= 1638.5 ft-112 k ll:�, 44�m*,. A.- Not Moment(OTM-RM)= 37342 ft-112 Roof = ft 2 5" LM Uplift;= 2219 lbo Wall j,` ft Upliftfrom 5hear Wall Above= Floor= --ft/2 Total Uplift at End Post Provide: HTT4 HOLDOWN TO CONCRETE AT BASE OF END POST bla Total Lateral Load,V= 3582 Ib Top Plate 5tro55= 138 plf Length of Diaphragm,L= ft Top Plate Drag Length J77-7-7 aw"fLj- V —® By 1W Diaphragm Otrcoo,v=VIL= 138 plf Top Plt 5plice Load 2 Length of Shear Wall Line,Lw = -7,ft Provide: a 1061 DEC 0 2 21114 Hardware Spacing= 515 in.o.o.1 INPINCn X W 14 VS INNOVATIVE 29970 Technology Drive, Suite 108 STRUCTURAL Murrieta, CA 92563 IS[ ENGINEERING (951)600-0032, (951)600-0036 Fax 3;5 %r"'A DPW6-Aw 21 Total Length of Shear Wall Segments 7'77777,7 7 973 0--z" ft,12 E520 [be 9,133 Load "b-bb-, pof X ft X �_�-Z Load 1� ft X f X ft/2 = 0 lbo Load= ft X 7, rof X ft/2 = 0 lbo Load= Pf X 77 ft; x ft, 2 0 [be Load x x ft; 12 0 lbe 1 '--- -- 6�!Y ft X 0 lbo Load X ':0 ft pof R1 Total Seismic Load lbo Load plf X ft /2 = 14742 lbo Load= plf X ft /2 = 0 lbo Load= plf X ft /2 = 0 lbs Load= '=Q=''= 0 lbo plf X le,-;OTM ft L Total Wind Load ]be 777; r"T -.7'.7,F7,0071 s f-4 X H j h ft .. ..... LPA ti- 5EIOMIC 520 15.00 25 Width,w ft 242 WIND 14,742 15,00 790 Aspect Ratio= 0.38 (h/w) 832 Shear Load at Wall [be Height Overturning Moment(O.T.M.)= 51597 ft-119 Width -6-0.14-5 Resisting Moment ft (0 (K.M.)= 904 ft Not Moment(OTM-RM) 50093 ft-lb F'oof= u-"_""G'-- "ft/2EE Uplift;= 5433 lbs [be VV1 f f= ft Uplift from Shear Wail Above Floor= ft/2 Total Uplift at End Fort Provide: H006 HOLDOWN TO CONCRETE AT BASE OF END POST Total Lateral Load,V= 14742 Ib Top Plate 5tr6e5= OVID BY Lon, ft Top Plate Drag Length Length of Diaphragm,L= =W Diaphragm 5tro55,v=VIL= 1382 plf Top Pit Oplice Load= 0 D&O 2 z 4 Length of Shear Wall Line,Lw = ft Provide: 0 161 Hardware Spacing= E5 in.O.C.1 NIHINC, oil INNOVATIVE 29970 Technology Drive,Suite 108 STRUCTURAL Murrieta, CA 92563 ==.... IS I ENGINEERING (951)600-0032,(951)600-0036 Fax 2 Oki er�� ubdlg'Ai�- P 66-6 1-04'1`25662i 60, ��'26 t T z 7: - E-7 0, 566tion- 3, 'T Total Length of Shear Wall Segments= 14 —7 7.1 gth 1L 7&�balablAid&-sli ,!nd L� ran Tw 7.1 Load,v lbs x 1.4/ 14 ft pif a 1j5b2&6aGft-i6, h -177--T, Ti 71T# -H 1 6' 0iit"Wilf t6oii�iWa` E:4 orr,25- _xe .5 v V + Y h + 0.75 h + h de EAb Gt =19.250"•,"r- Area of boundary Element Cr000 Section (in2) __0:08 7_ Vertical Elongation of - ' Overturning Anchorage(in) x io Elastic Modulus of Boundary Element(poi) e,,Nail Deformation (in)-Table 2305,2.2(1): lWFaotener= 1132.81 0 (21/2"x.1 0.030 Note Increased e.by 20%at S.W.Types 0,4,3,&2 for 1061 Common Nail at Shear Wall TypeE] Non-Structural I Plywood (21/8"x.1E) a Nail Deformation(in)-Table 2305.2.2(1) J, Rigidity of Plywood (lb/in of panel thickness)-Table 2305.2.2(2) 050,2410 Span Rating,(15132"-S,W.Type,1,3/8"-All others) Wall Height(ft-) V Maximum Design Shear(pif) 14:9 Total Shear Wall Lengths(ft) in. Ela-6 tic 5.W.Displacement Per CBC2305.3.2 `Am ROV T Sx P 'Ar "ED BY IYIJ 11 - CE- yfuit]002,.a.151 Deflection Amplification DEC 0 2 6x Cd 6xe 2014 Factor Per Table 12.2-1 Importance Factor Per Section 11.5.1 INH INC. 17-7-7 -j 01 owable Occupancy Category A. = 0.025 h51� Fa =7 5tory Height ft. in. 6. < A Story y Drift Jr. -A APPROVED BY DEC 0 2 2014 INPINC. PROJECT INFORMATION Local Sheet List Sheet Number Sheet Name MODULE MANUFACTURER: BLU HOMES - - - - ----- 1245 NIMITZ AVENUE,BUILDING 270 0 General MARE ISLAND,VALLEJO,CA 94592 - GO.00. LOCAL COVER SHEET MODULE MANUFACTURING FACILITY: BLU HOMES G0.01. SITE SKETCH l 1245 NIMITZ AVENUE,BUILDING 270 GO.02. GENERAL NOTES _ - MARE ISLAND,VALLEJO,CA 94592 GO.03. RES-CHECK COMPLIANCE CERTIFICATE H O M E S G1.01. WINDOW AND DOOR SCHEDULES THIRD PARTY INSPECTION AGENCY: NTA CORPORATION G1.02. CLIENT ADJUSTMENTS/OPTIONS -- -. SERIAL NUMBER(S) 000189A-3,0001896-3,000189C-3 G1.03. SET DIAGRAM _ b 11.1 h O m @S.CO Il l . _•.- - { - GO.04. TYPICAL ENLARGED WALL SECTION 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 MODULE UNIT(S) SIDEBREEZE MODS A,B&C 1 Architectural _ 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 PROJECT TYPE SINGLE FAMILY RESIDENCE-PRIMARY RESIDENCE 200 PINE ST.8TH FLOOR I SAN FRANCISCO CA 94104 I T:415.625.0809 A1.00. CRAWLS PACE& DE CK FOOTING LOCATION PLAN A1.01. FOUNDATION WALL& HOLDDOWN LOCATION PLAN This document is intended for the singular view of the party to which Blu Homes PROJECT DESCRIPTION TWO STORY SINGLE RESIDENTIAL FOUR(4)BEDROOM HOME AND SITE BUILT GARAGE _ _ -__ --_- _ has presented it. Any copying,distribution,or otherwise sharing of the text, =--_ A1.10. ENTRY LEVEL FLOOR PLAN _ images,or data therin expressed of this document is a violation of the terms to PROPOSED ADDRESS: 2400 RUTH RD.,MATTITUCK, NY 11952 Al 20 UPPER LEVEL FLOOR PLAN which said party has implicitly agreed upon by accepting this document. ......•rmkx x' A1.30. ROOF PLAN ©ALL RIGHTS RESERVED A2.10. EXTERIOR ELEVATIONS - - - -- - - - CONSULTANTS ASSESSOR PARCEL NUMBER(APN): 1000-106-1-4 A2.20. EXTERIOR ELEVATIONS illi - - LOT/PLATT/PARCEL NUMBER: N/A - --- P ai 4DING SECTIONS A2 30 HIDD A310 BUIL LOCAL JURISDICTION: TOWN OF SOUTHHOLD, NY +. A3.20. DETAILED SECTIONS ---- ! ': ! OCCUPANCY CLASS: SINGLE FAMILY A4.00. DETAILS A4.01. DETAILS CONSTRUCTION CLASS: WOOD AND STEEL FRAME A4.02. DETAILS -- J SQUARE FOOT AREA: OUSE 2804 SF GARAGE- 72 SF,CONDITIONED CRAWLSPACE: 1470 SF, D1.00 STORM PANEL ELEVATIONS - - - - - .0 .. - BREEZEWAY:50 SF(10'X 5 - - 1 D1.01 STORM PANEL ELEVATIONS D1.20 STORM PANEL DETAILS HEIGHT ABOVE GRADE: 26'6"FROM TOP OF STRUCTURE TO AVERAGE EXISING GRADE --- - - -- _ 2 Structural To the best of my knowledge,belief,and professional judgement,these plans and ZONING AND SETBACKS: R80 ZONE SCS-L_ STRUCTURAL COVER SHEET specifications are in compliance with the Residential Code of New York State. _ PRIMARY SETBACKS: FRONT 50',SIDES 15'+20'TOTAL OF 35',REAR 50'(100'FROM BLUFF. SNI-L GENERAL NOTES QUALITY ASSURANCE AGENCY MAX BUILDING HGT:35' _ SN2-L GENERAL NOTES APROVAL SEAL • j FIRE RATINGS OF WALLS,PROJECTIONS, NOT FIRE RESISTIVE RATED PER 302.1 SN3-L QUALITY ASSURANCE&INSP.NOTES OPENINGS AND PENETRATIONS: ALL>5'SEPERATION SI-L FOUNDATION PLAN PERSPECTIVE -_ B_&_W _ ------ - --- ---- - APPLICABLE CODES: 2010 NEW YORK RESIDENTIAL CODE S2-L FIRST LEVEL FRAMING PLAN - S3-L FIRST LEVEL CEILING&WALL FRAMING PLAN - -- - -- ' - MECHANICAL SYSTEM: LENNOX(15 SEER) S4-L SECOND LEVEL FLOOR FRAMING PLAN -XC16 AIR CONDITIONER/XP 16 HEAT PUMP S5-L ROOF FRAMING PLAN c s. EP,ri c + -EL296V HIGH-EFFICIENCY GAS FURNACE/CBX32MV VARIABLE SPEED AIR HANDLER HEALTHY CLIMATE CARBON CLEAN 16 MEDI AIR CLEANER S6_ GARAGE ROOF FRMG& FNDN PLAN -ICOMFORT WITH WIFI THERMOSTAT SD1 - STRUCTURAL FOUNDATION DETAILS -(HARMONY ZONING SD1.1 STRUCTURAL SITE BUILT DECK&-FNDN DETAILS- _ STERN RESIDENCE HEALTHY CLIMATE WHOLE-HOME POWER HUMIDIFIER, �enr SD2 GENERAL STRUCTURAL DETAILS_ a -VENMAR EKO HRV SD3STRUCTURAL FLOOR FRAMING DETAILS 2400 RUTH ROAD — f'`. FIRE SUPRESSION SYSTEM: N/A -- - -- SD3.1 FLOOR FRAMING DETAILS MATTITUCK, NY 111952 •\ � -"""'`""` WALL U-VALUE: _ U=0.042 / R-24(R-21 CAVITY&R-5 CONTINUOUS) _ SD4_ STRUCTURAL SIP ROOF DETAILS - - - -_ f 3N b CRAWLSPACE WALL U-VALUE: 'J=0.100 / R-10(R-10 CONTINUOUS) ---- ---- - \ \ 9ry e - ..- _ - ------- - M1.00--- --------- - - ---- --- PROJECT MANAGER DAVID McCOY Mechanical � I NOTES AND SCHEDULES \ - ----' FLOOR CAVITY U-VALUE: U=0.040 / R-25 L DUCT LAYOUT ,y \ 1 01 ENTRY LEVE _ - 240\01 Amh Ad •�^°"' :" FLOOR OVER OUTSIDE AIR U-VALUE: U=0.033 / R-31 (R-25 CAVITY&R-6 CONTINUOUS) M1.02 SECOND LEVEL_DUCT LAYOUT _ DESIGN CONTACT CARL MILLER 4 Electrical - - ----- ENGINEERING CONTACT: JEFF FARRELL ROOF CAVITY U-VALUE: U=0.026 / R-38 E1.01 ELECTRICAL NOTES AND SCHEDUi-�.._ _ _ _ - Revision Date Description aa AND LIGHTING PLAN WINDOW&DOOR U-VALUES: SEE WINDOW AND DOOR SCHEDULES FOR VALUES E1.02 ENTRY LEVEL OUTLET 12/23/14 LOCAL SUBMITTAL e F,, a E1.03 SECOND LEVEL_ OUTLET AND LIGHTING PLAN ""' " THIRD PARTY INSIGNIA OF APPROVAL AND DATA PLATE UNDER KITCHEN SINK 1 1/9/15 LOCAL SUBMITTAL REVISED ro E1.04 CRAWLSPACE OUTLET AND LIGHTING PLAN DATA PLATE LOCATION: 5 Plumbing I~10D"A"INSIGNIA UNDER KITCHEN SINK P1.00 NOTES AND SCHEDULES n' MOD"B"INSIGNIA UNDER KITCHEN SINK _ 110D"C"INSIGNIA UNDER M.BATH SINK P1.01 ENTRY LEVEL DOMESTIC WATER.AI`"�C,AS PLAN_ - P1.02 UPPER LEVEL DOMESTIC WATER A"OL GAS PLAN FOR SEISMIC PARAMETERS-SEE CALCULATION PACKAGE P2.01 ENTRY LEVEL WASTE AND VENT PLAN_ P2.02 UPPER LEVEL WASTE AND VENTPLAN - WIND BORNE DEBIS FEGION*WIND ZONE 1 FIG. R-301.2(4)C --- - _� - REFER TO ELEVATIONS AND WINDOW SCHEDULES FOR WIMOW AND DOOR DP VALUES FOR WINDBORNE DEBRIS PROTECTION,SITE G.C.TO PROVIDE _ k.,:° .�� PRECUT 7/16"(MIN.)OSB WOOD STRUCTURAL PANELS WITH 1TACHMENT HARDWARE FOR ALL WINDOWS AND DOORS:2 1/2"48 WOOD SCREWS TO BE FASTENED 16"0 C SPACING FOR SPANS LESS THAN 6'AND 12 O C FOR SPANS GREATER THAN 6'AN -1 �a CODE OF NEW YORK STATE, R301.2.1.2 - D EQUAL TO OR LESS THAN '.RE. 0 RESIDENTIAL .,° 8 •201 NTI <o p$ DRAWING TITLE: PROJECT TEAM _ LOCAL COVER SHEET GEOTECHNICAL ENGINEER: J.R.HOLZMACHER P.E.LLC +a y •"`" 3555 VETERANS MEMORIAL HIGHWAY,SUITE A �- r RONKONKOMA, NEW YORK 11779 z PHONE: (631)234-2220 SCALE AT 22X34:AS indicated FAX: 631 234-2221 BLU MODULE: ATTN: MICHAEL C.SIMON, P.E. -VICINITY MAP CIVIL: JOESEPH FIRSCHETTI.P.E. SIDEBREEZE CSO NOT FKCEED WITH PROFFESSIONAL ENGINEER FPAM- N`; Lf '!"I'.-SUnVEY P.O.BOX 616 . � . .00n1T ION I � 50UTHOLD. NY PHONE:(631)765-2954 ATTN: JOESEPH FIRSCHETTI. P.E. STRUCTURAL: INNOVATIVE STRUCTURAL ENGINEERING, INC 'rLl /►n8E'ki 29970 TECHNOLOGY DRIVE,SUITE 212 r Pl EFTT�f-Ir �. CONTEA17", OURRIETA, CA 92563 ` j,T r lG.`' PHONE: (951)600-0032 �' OFnC,1 A�, ° FAX:(951)600-0036 n r ATTN: SHAWN LOTHROP.P.E.,S.E. r>`�I (t.YF jD/ai�- MECHANICAL, ELECTRICAL,&PLUMBING: CES ENGINEERING LLC. 811 MIDDLE STREET _ MIDDLETOWN,CT 06457 PHONE: (860)632-1682 RESUME OF INSTALLATION OF WORK TO BE COMPLETED ON SITE FAX:(860)632-1768 �?j UABING APPROVED AS 1,101 ED ATTN: JAMES SENATROVVASTE --- --- SIDEBREEZE (MODULE A, MODULE B, MODULE C) £,V!ATEP,, REVIEWING ARCHITECT: CME ARCHITECTURE, INC. LINES N EQ DATE' I afl L� B.P. 4t-------- TESTIP'^ ,�- 32 CRABTREE LANE, •Set and Unfold Module A WOODSTOCK,CT 06281 • Foundation tie downs installed per detail 11/SDI FEE:_j 1�`� ` •BY —'�'� PHONE: (860)928-7848 Module A floor seam fastened per detail 4/SD1 'JG DEPARTMENT AT p NOTIFY BU!LDI ATTN: EVELYN COLE SMITH • Install Module A Ceiling Panels �; FOR THE ! Set and Unfold Module B 7G5-1802 8 P;Pr1 TO 4 Pf� FOLLOWING INSPECTIONS: • Foundation tie downs installed per detail 11/SD1 1. FOUNDATION-TlNO REOU!RcD PROJECT DESIGN: HOMES • Module B floor seam fastened per detail 4/SDI 1245 NIMITZ AVENUE BUILDING 270 FO POLI QED COINCRETE MARE ISLAND,VALLEJO,CA 94592 • Install Module B Ceiling Panels 2 ROUGE FRAL1iNG,PLUr,":o!" G, •Structurally Insulated Panels(SIPS)installed on Module B PHONE: 707 563-9597 STRAPPING, ELECTRICAL&CA'JLK!!i.� • ( ) •Set and Unfold Module C on Module A ATTN: JEFF FARRELL - Mod to Mod tie downs installed per detail 11/SD1 3. INSULATION CARL MILLER •Install Module C Ceiling Panels 4. FINAL-CONSTRUCTION &ELECTRICAL - • Module C floor seam fastened per detail 4/SD1 MUST BE C0'v1PLETE FOR,,C.O. CLIMATE AND GEOGRAPHIC DESIGN CRITERIA- MATTITUCK NY SEE STAMPED STRUCTURAL CALCULATIONS FOR ADDITIONAL INFORMATION `: i •Attach Module C to Module A per detail page SD3 ALL CONSTRUCTION SHALL Pv'1tE T C'F ( ) i a `; - �Ij (�<v L�L ?'LC�t C C' ct c K e� `�wc �L. •Structurally Insulated Panels(SIPS)installed on Module C REQUIREMENTS OF THE CODES CF NEW •Wood Parapet walls fasted to SIPs YORK STATE. NOT RESPONS13LE FOR _ • EPDM roofing membrane installed per manufacturer details DESIGN OR CONSTRUCTION ERRORS. WIND DESIGN SUBJECT DAMAGE FROM • Exterior siding to be installed on folding walls of Module A, Module B and Module C GROUND SNOW LOAD SEISMIC DESIGN CLIMATE FROST LINE WINTER DESIGN ICE BARRIER FLOOD AIR FREEZING MEAN ANNUAL -Scuppers and downspouts installed CATEGORY ZONE DEPTH TEMPERATURE UNDERLAYMENT HAZARD INDEX TEMPERATURE • Electrical connections from main meter at garage SPEED (MPH) TOPO EFFECTS WEATHERING TERMITE REQ'D ' F - DAYS •Mechanical, Electrical,and Plumbing connections from Module A to Module B SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL ( ) •Mechanical, Electrical,and Plumbing connections from Module C to Module A _- __.-_--- •Mechanical, Electrical,and Plumbing connections from site to Module A PROJECT MODULE: SHEET NUMBER 20 PSF - Install fireplace and hood pipes thru roof 120 MPH EXP EXP NONE B SEVERE MODERATE TO HEAVY 4 (TABLE N1101.4 36"TO TOP OF FTG 9 F YES (ENTIRE ROOF)' NO 391 F - DAYS 49 F • Extend vent stacks thru roof (ROOF LOAD) C (ASCE-7-05) NYS RC) R905.2.7 NYS RC •Drywall installed,taped,and finished where required 20 PSF GOOOOO j_-(GROUND LOAD) i SO pp�� - H O M E S ti \ bluhomes.com 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 q� This document is intended for the singular view of the party to which Blu Homes \ has presented it. Any copying,distribution,or otherwise sharing of the text, e images,or data therin expressed of this document is a violation of the terms to \ = which said party has implicitly agreed upon by accepting this document. ALL RIGHTS RESERVED 9ti \ CONSULTANTS \\ �C> \ it 980. \ X OF ss a To the best of my knowledge,belief,and professional judgement,these plans and \ 961 o, specifications are in compliance with the Residential Code of New York State. \ QUALITY ASSURANCE AGENCY \ \ APROVALSEAL i \ \ a�\ LU \ \ STERN RESIDENCE \�o2400 RUTH ROAD MATTITUCK, NY 11952 \ E �hi L''( \ \ PROJECT MANAGER: DAVID McCOY �� &o � 0'y DESIGN CONTACT: CARL MILLER a 0-O 7- 6 \j2 \ ENGINEERING CONTACT: JEFF FARRELL f \ \ Revision Date Description \ \ 12/23/14 LOCAL SUBMITTAL _ 1 1/9/15 LOCAL SUBMITTAL REVISED .0,OZI ABOVE GROUND D. \ tSRAt.IAfa;'ENS!F!v'flfl8`dS� °�0°��.DContact \ \ +12�-93/4" -"C; --crin a n of -- �,' I ckfill, G.. , . ,'de EnSincer's ertification , .o-,zz� C \ � \ th:!t the drainage has beet Ir !PM�p Code. \ LT GREY HATCH INDICATES ACCESS AND CONSTRUCTION \ \ ROAD 0 qZt O \ DK GREY HATCH INDICATES \ /Y PROPOSED DRIVEWAY DRAWING TITLE: I !N �I21 i SITE SKETCH — TRENCH �L ® 1/4"/12" \ \ { D EfA1NING \ SCALE AT 22X34:AS indicated %� 66 TRENCH BLU MODULE: DRAIN \ \ +124'-0" \RETAINING WALL \ o SIDEBREEZE 1/4"/12" Q1 1�2 MODULE A (BELOW) \ s MODULE C (ABOVE) \ \ \ \ SITE BUILT BREEZEWAY T MODULE B \N �-;13 W-SERIES \ �� °o GARAGE +125'-9 3/4"/ �� TRENCH @ DECK BELOW 7/2.. \ DRAIN +1� 25'-9 3/4" NOTES: �o - EXTERIOR DECK AND STEPS TO GRADE AS REQUIRED TO BE SUPPLIED AND c� INSTALLED BY SITE CONTRACTOR,AND DETAILED AND MANAGED BY BLU. t�L `Z�\ �\\\ �� TRENCH DRAIN \ IMPORTANT:DECK IS TO BE SUPPORTED INDEPENDENTLY OF BLU UNIT Z LOCATION OF ALL UTILITIES TBD \ LOCATION OF WATER,GAS AND ELECTRIC METERS TBD \ \ \ 1/4"/12" SPOT ELEVATIONS ARE GIVEN TO GRADE. FINAL GRADE TBD BY CIVIL ENGINEER'S DRAWINGS (N)=NEW STRUCTURE \ is -IS ) \ -I ,% i TREN H DRAIN A E =EXISTING STRUCTURE \ 20 AREA=4.8618 ACRES o ---- - --- TO TIE LINE 'S �r�4< ENLARGED SITE PLAN SITE PLAN " ° SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER 11 �, 1 11 1 1 11 � 1 11 •.}d� .u� 1/8 — 1 -0 1 — 60 -0 e ABBREVIATIONS GENERAL NOTES: NY STATE GENERAL NOTES CONTINUED: GENERAL NOTES CONTINUED: -, ADJ. Adjcent JT. Joint - A.F.F. Above Finish Floor LEV. Level 1.THE CONTRACTOR SHALL VISIT THE SITE AND BE KNOWLEDGEABLE OF CONDITIONS MEANS OF EGRESS(CONTINUED) MECHANICAL DUCTWORK - A.F.G. Above Finish Grade LT. Light THEREON. HE SHALL INVESTIGATE,VERIFY AND BE RESPONSIBLE FOR ALL CONDITIONS OF ALUM. Aluminium LOC. Location 6. HANDRAILS. HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF EACH CONTINUOUS RUN OF THE PROJECT AND SHALL NOTIFY THE ARCHITECT OF ANY CONDITIONS REQUIRING TREADS OR FLIGHT WITH FOUR OR MORE RISERS. HANDRAIL HEIGHT, MEASURED VERTICALLY FROM 1. Duct installation shall be in conformance with the current IRC and as recommended by ACCA manuals � ANOD Anodized M.U. Masonry Unit MODIFICATION BEFORE PROCEEDING WITH THE WORK. � \� ATT. Attenuation MAX. Maximum THE SLOPED PLANE ADJOINING THE TREAD NOSING,OR FINISH SURFACE OF RAMP SLOPE,SHALL BE D, E, G, and I,SMACNA manuals,and/or the ASHRAE handbook if approved by officials having @ At MECH. Mechanical NOT LESS THAN 34 INCHES(864 MM)AND NOT MORE THAN 38 INCHES(965 MM).HANDRAILS FOR jurisdiction. Care shall be exercised to seal all joints and seams to prevent air leakage. v 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACCURATE PLACEMENT OF THE BUILDING BD. Board MEMB. Member STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT, FROM A POINT DIRECTLY 2. Where shown on the mechanical plan and if necessary for other locations,provide rectangular duct of FOUNDATION ON THE SITE. equivalent cross sectional area to the round duct shown to clear obstructions. Provide smooth transitions H O M E S BETW. Between MFR. Manufacturer ABOVE THE TOP RISER OF THE FLIGHT TO A POINT DIRECTLY ABOVE THE LOWEST RISER OF THE q BLKG. Blocking MIN. Minimum FLIGHT. HANDRAIL ENDS SHALL BE RETURNED OR SHALL TERMINATE IN NEWEL POSTS OR SAFETY when the duct shape changes. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION OF A TRUE AND LEVEL TO A WALL 3. Flexible vibration isolation connectors shall be installed in sheet metal ductwork at the unit in both the BM. Beam MTD. Mounted MODULE FOUNDATION INCLUDING ACCURATELY LOCATED HOLD DOWNS PER STRUCTURAL MM BETWEEN THEWALLAND THE HANDRAILS. HAVE A SPACE OF NOT LESS THAN 1-1/2 INCH(38 supply and air intake;these shall not exceed 10.0 inches in length. Ductwork shall be properly aligned at B.O. Blockout MTL. Metal ) Pp y DETAILS AND AS LOCATED ON THE ARCHITECTURAL HOLD DOWN PLANS.CONTRACTOR SHALL BSMT. Basement MOD. Module these connectors without any offset. b I U h O 1-Yl eS.CO 171 NOTIFY BLU HOMES OF ANY DISCREPANCIES PRIOR TO FACTORY BUILT HOME INSTALLATION B.U.R Built-Up Roof N.I.C. Not in Contract 7. GRIP-SIZE.ALL REQUIRED HANDRAILS SHALL PROVIDE GRASPABILITY. 4. Metal ductwork shall be installed in a workman-like manner in accordance with acceptable practice DATE. 130 TURNER STREET I WALTHAM, MA 02453 I T:866.887.7997 C.B. Catch Basin NO. Number 1. HANDRAILS WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST 1- given in the ASHRAE handbook and the SMACNA 'low pressure duct construction standards"manual. 100 N. FOURTH AVE. I ANN ARBOR,MI 48104 I T:734-707-9440 1/4 INCHES AND NOT GREATER THAN 2 INCHES IF THE HANDRAIL IS NOT CIRCULAR,IT SHALL HAVE A Rigid sheet metal ducts shall be at least the minimum thickness required for their largest dimension and/or 200 PINE ST.8TH FLOOR I SAN FRANCISCO CA 94104 1 T:415.625.0809 C.B.B. Cement Backer Board (N) New 4.ALL DIMENSIONS SHALL HAVE PREFERENCE OVER SCALE. DO NOT SCALE DRAWINGS. CEM. Cement O/A Overall PERIMETER DIMENSION OF AT LEAST 4 INCHES AND NOT GREATER THAN 6-1/4 INCHES WITH A MAXIMUM the static pressure to which they shall be subjected;they shall be provided with turning vanes or long radius This document is intended for the singular view of the party to which Blu Homes C.I.P Cast in Place O.C. On Center CROSS SECTION OF DIMENSION OF 2-1/4 INCHES. EDGES SHALL HAVE A MINIMUM RADIUS OF 0.01 INCH bends both to reduce the pressure loss and 5.ALL DIMENSIONS SHALL BE VERIFIED IN FIELD BEFORE PROCEEDING WITH THE WORK. THE has presented it. Any copying,distribution,or otherwise sharing of the text, CIV. Civil O.D. Overflow Drain to provide a more uniform velocity distribution downstream from the bend. All duct seams and joints shall images,ARCHITECT SHALL BE NOTIFIED OF ANY CORRECTION. or data therin expressed of this document is a violation of the terms to C.J. Control Joint OPNG. Opening RAMPS be airtight and smooth fitting. These shall be sealed with products such as mastic and/or foil-backed tape which said party has implicitly agreed upon by accepting this document. CL Centerline OPP. Opposite 6.WHERE DISCREPANCIES EXIST BETWEEN DRAWINGS OF VARIOUS TRADES,ARCHITECTURAL recommended by the manufacturer for the location where they will be used. ©ALL RIGHTS RESERVED CLNG. Ceiling PRE-FIN. Pre Finished 1.MAXIMUM SLOPE.RAMPS SHALL HAVE A MAXIMUM SLOPE OF 1 UNIT VERTICAL IN 12 UNITS HORIZONTAL 5. Rigid ductwork exposed to view shall be installed in such a manner as to present a neat appearance. DRAWINGS SHALL GENERALLY BE ASSUMED TO GOVERN. CONSULT ARCHITECT BEFORE The ducts shall be possible. -- -- CLR. Clear PL. Property Line (8.3 PERCENT SLOPE).A MINIMUM 3-FOOT-BY-3-FOOT(914 MM BY 914 MM)LANDING SHALL BE PROVIDED parallel to adjacent architectural surfaces and have as few joints as PROCEEDING WITH WORK. CONSULTANTS C.M.0 Cement Masonry Unit PLAS. Plaster AT THE TOP AND BOTTOM OF RAMPS,WHERE DOORS OPEN ONTO RAMPS,WHERE RAMPS CHANGE 6. All metal ducts shall be securely supported, hung,or suspended by metal hangers,straps,or brackets C.O. Cleanout PLAS, LAM Plastic Laminate DIRECTION. and the support material in contact with the duct,or external insulation,shall not be less than 0.75 inches 7. DETAILS NOT SHOWN ARE SIMILAR IN CHARACTER TO THOSE DETAILED. WHERE SPECIFIC COL. Column PLT. Plate wide. The hanger spacing for metal duct shall not be more than 10 feet for rectangular duct or 12 feet for CONSULT ARCHITECT DETAILS OR DESIGN INTENT CAN NOT BE DETERMINED,, round duct. Hangers exposed to view shall be CONC. Concrete PLY. Plywood 2. HANDRAILS REQUIRED.HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF ALL RAMPS g P plumb and neat in appearance. All rectangular metal ducts BEFORE PROCEEDING WITH THE WORK. ( ) 24 inches or wider and all exterior ducts shall be cross broken or beaded to provide additional support. CONST. Construction P.O.C. Point of Connection EXCEEDING A SLOPE OF ONE UNIT VERTICAL IN 12 UNITS HORIZONTAL 8.33 PERCENT SLOPE . CONT. Continuous PT Point 87. Flexible air duct shall be UL listed class 1 air duct made with a polyester interior and a moisture .ALL WORK SHALL CONFORM TO ALL APPLICABLE CODES INCLUDING OSHA STANDARDS,AND impervious sleeve. Performance and assembly i DBL. Double PTD. Painted 3.HEIGHT. HANDRAIL HEIGHT, MEASURED ABOVE THE FINISHED SURFACE OF THE RAMP SLOPE,SHALL P y shall be in strict accordance with details listed in the D.G. Double Glazed RAD. Radius/Radii SHALL BE OF THE BEST PRACTICE OF EACH TRADE. BE NOT LESS THAN'34 INCHES(864 MM)AND NOT MORE THAN 38 INCHES(965 MM). flexible ductwork manufacturer's applications manual or the SMACNA"flexible duct performance standards DIM. Dimension R.W.L. Rain Water Leader and flexible duct installation standards".Tight fitting mechanical clamps and mastic recommended for the 9.CONSTRUCTION FOR WORK INDICATED ON DRAWINGS AS FACTORY BUILT IS NOT IN DN Down R.D. Roof Drain FIRE RESISTANT CONSTRUCTION location shall be used to seal all joints. Particular attention shall be taken to avoid kinks,sharp bends,or CONTRACT. CONTRACTOR SHALL COORDINATE ALL TRADES OF HIS WORK WITH FACTORY DR. Door RDWD Redwood other such obstructions in the duct. Factory made flexible air ducts shall be installed according to their BUILT PORTIONS OF THE PROJECT. DS. Downspout RE: Refer to DWELLING/GARAGE AND/OR CARPORT FIRE SEPARATION. installation instructions and standards set by the code. Duct work shall use pressure-sensitive tapes, ' DTL. Detail REF. Refrigerator 1. THE GARAGE AND/OR CARPORT SHALL BE SEPARATED FROM THE DWELLING AS FOLLOWS: mastics,aerosol sealants or other closure systems meeting applicable UL 181A and B requirements. To the best of m knowledge,belief,and professional judgement,these plans and 10.ALL DISSIMILAR METALS SHALL BE EFFECTIVELY ISOLATED FROM EACH OTHER TO Y 9 p � g DWG. Drawing RES. Resistant A. FROM THE RESIDENCE AND ATTICS BY NOT LESS THAN 5/8-INCH TYPE-X GYPSUM BOARD OR Drawbands used with flexible ducts shall be either stainless-steel,worm driven hose clamps or UV specifications are in compliance with the Residential Code of New York State. PREVENT MOLECULAR BREAKDOWN AND GALVANIC ACTION. EA. Each REIL. Resilient EQUIVALENT APPLIIED TO THE GARAGE SIDE resistantnylon duct ties. In addition,drawbands must have a minimum tensile strength rating of 150 - - - EL. Elevation REQ'D. Required B. FROM ALL HABITABLE ROOMS ABOVE THE GARAGE OR CARPORT BY NOT LESS THAN 5/8-INCH pounds an db tightened as recommended by the manufacturer. QUALITY ASSURANCE AGENCY E.J. Expansion Joint RGD. Rigid 11.CONTRACTOR SHALL COORDINATE ALL OPENINGS REQUIRED BY MECHANICAL, ELECTRICAL TYPE X GYPSUM BOARD OR EQUIVALENT 8. Flexible air duct shall be supported at the manufacturer's recommended intervals but in no case shall APROVAL SEAL AND PLUMBING DRAWINGS BEFORE FRAMING WALLS AND FLOORS. the intervals between ELEC. Electrical RM. Room C. STRUCTURE(S))SUPPORTING FLOOR/CEILING ASSEMBLIES USED FOR SEPARATION REQUIRED BY hangers exceed 4.0 ft. The hanger material shall be not less than 2.0 inch wide. The ELEV. Elevation R.O. Rough Opening THIS SECTION BY NIOT LESS THAN 1/2-INCH GYPSUM BOARD OR EQUIVALENT. maximum permissible sag shall be 0.5 inch per foot of spacing between supports. Collars shall be used to EQ. Equal R.O.D. Rolling Overhead Door 12. COORDINATE PLACEMENT OF ALL CEILING ELEMENTS WITH MECHANICAL,ELECTRICAL, D. GARAGES LOCATED LESS THAN 3 FEET FROM A DWELLING UNIT ON THE SAME LOT BY NOT LESS attach flexible duct and shall be a minimum of 2.0 inches in length. Collars shall be inserted into the PLUMBING AND INSTALLER. WHERE DISCREPANCIES EXIST BETWEEN DRAWINGS AND flexible duct a minimum of 1.0 inch before fastening. EQUIP. Equipment S.C. Solid Core THAN 1/2-INCH GYPSUM BOARD OR EQUIVALENT APPLIED TO THE INTERIOR SIDE OF EXTERIOR WALLS g• INSTALLATION, REVIEW WITH ARCHITECT PRIOR TO PROCEEDING. EXP. Expansion SCHED. Schedule THAT ARE WITHIN THIS AREA. 9. Readily accessible balancing or volume control dampers with outside locking devices shall be provided EXT. Exterior SECT. Section 2. OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES. as shown on the mechanical plans and/or as needed to regulate the air flow to each register. 13. REFER TO CERTIFIED MECHANICAL AND ELECTRICAL CONTRACTOR'S DRAWINGS AND 10.Supply and return (E) Existing SHT. Sheet SHALL NOT BE PERIMITfED.OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE pp y plenums shall be covered acoustical lining having a value of R-6 or greater on their MANUFACTURER'S TEMPLATE DRAWINGS FOR ALL MECHANICAL AND ELECTRICAL EQUIPMENT internal surfaces. An insulating material used shall meet theappropriated s ecifications required b F.C. Fiber Cement SIM. Similar EQUIPPED WITH 45i-MINUTE FIRE-RATED DOORS.DOORS SHALL BE SELF-CLOSING AND SELF- i Y' gp q ' y SUPPORTS,BOLT SETTING TEMPLATES ISOLATIONS,SPRING ISOLATION, ETC. NOT SHOWN F.E.C. Fire Extinguisher Cabinet SKD.GD. Skid Guard LATCHING. ASTM e-84,c-553; NEPA 90b;and UL 181. Such insulation shall have 100%coverage and be installed in - - - - F.F.L Finish Floor Level S.S.D. See Structural Details ON DRAWINGS. accordance with the manufacturer's instructions. �+ FLR. Floor ST.STL. Stainless Steel UNDER-STAIR PROTIECTION. 11.Ductwork shall be installed so that it will not contact the ground. TERN RESIDENCE JURISDICTION FLUOR. Fluorescent STD. Stained CONTRACTOR SHALL COMPLY WITH ALL REGULATIONS AND LAWS OF AUTHORITIES HAVING 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS,UNDER-STAIR SURFACE AND 12.Return air grill may be substituted,as desired, based on equal face area. S FIN. Finish STRUCT. Structural URISDICTION. ANY SOFFITS PROTfECTED ON THE ENCLOSED SIDE WITH 1/2-INCH(12.7 MM)GYPSUM BOARD. 13.Boot area shall match grill area in all cases. If necessary,boots should be lined with acoustical lining 2400 RUTH ROAD FNDN. Foundation SUSP. Suspended to reduce noise transmission. FIBERGLASS BATTS PER R602.8.1 15. FIREBLOCKING TOPROVIDED PER R602.8. FIREBLOCKING MATERIAL SHALL BE F.O. Face of THK Thick BUILDING PLANNINGi AND CONSTRUCTION 14.Flat ducts for wall registers shall be 3-1/4"x14"unless shown on the plans. NY 11952 MATTITUCK F.O.S. Face of Stud THRU. Through 15.Termination of all environmental air ducts including direct vent termination kits shall be a minimum of 3 F.O.W. Face of Wall T.O. Top of 1. EVERY SLEEPING ROOM AND BASEMENTS SHALL HAVE AT LEAST ONE EXTERIOR DOOR OR feet from or any openings into the building(i.e.,dryers,bath and utility fans,etc., .must be 3 feet away from 16. IF TRENCHES OR EXCAVATIONS 5 FEET OR MORE IN DEPTH ARE REQUIRED,OBTAIN doors,windows, FURR. Furring T.O.C. Top of Concrete WINDOW OPENING EiRECTLY INTO A YARD OR EXIT COURT FOR EMERGENCY EGRESS. WINDOWS opening skylights or attic vents). NECESSARY PERMIT FROM THE STATE OF NEW YORK,DIVISION OF INDUSTRIAL SAFETY PRIOR 16.Installer of System � F.V. Foundation Vent T.O./STL. Top of Steel � MUST PROVIDE: MINIMUM 5.7 SQUARE FEET OF OPENABLE AREA,MINIMUM CLEAR WIDTH OF 20", shall be factory trained and certified. PROJECT MANAGER: DAVID McCOY TO ISSUANCE OF BUILDING OR GRADING PERMIT. 17. Installation shall be in conformance with current IRC or as recommended by ACCA manuals D,E,G, 'i GA Gauge T.O.W. Top of Wall MINIMUM CLEAR HEIGHT OF 24",AND HAVE A FINISHED SILL HEIGHT NOT MORE THAN 44"ABOVE THE DESIGN CONTACT: CARL MILLER G.S.M. Galvanized Sheet Metal TRANSF. Transformer FLOOR. SEE PLANS AND ELEVATIONS. and I,smacna manuals,and/or the ASHRAE handbook if approved by officials having jurisdiction. Care 17. PROVIDE PROPER ANCHORAGE OF ESSENTIAL EQUIPMENT IN ACCORDANCE WITH ENGINEERING CONTACT: JEFF FARRELL GALV. Galvanized T.S. Tube Steel shall be exercised to seal all joints and seams to prevent air leakage. APPLICABLECODES. GLAZ. Glazing TYP. Typical 2. ALL HABITABLE ROOMS MUST BE PROVIDED WITH NATURAL LIGHT(1/10 OF FLOOR AREA)AND GR. Grading U.O.N. Unless Otherwise Noted VENTILATION(1/20(OPENABLE)ACCORDING TO SECTION R303 RCNYS. Note: It is the intent of the Engineer of record to inspect all ductwork for compliance with SMACNA Revision Date Description G.W.B. Gypsum Wall Board U/S Underside 18. FIRE SPRINKLER SYSTEM(IF APPLICABLE)IS DESIGN/BUILD. standards,i.e.,throat radius,air foil turn vanes,transverse reinforcements,soundlines,etc.,and to field 12/23/14 LOCAL SUBMITTAL GYP.BD. Gypsum Board VEN. Veneer 3. IN LIEU OF NATURAL VENTILATION IN BATHROOMS CONTAINING A BATH OR SHOWER, LAUNDRY verify air balance.H P LY WITH ALL GLAZING SHALL COM ii - . COMPLY SET FORTH IN CHAPTER 3-BUILDING H.C. Hollow Core VEST. Vestibule 19ROOMS AND SIMILAR ROOMS MAY BE EQUIPPED WITH A MECHANICAL SYSTEM CAPABLE OF PROVIDING 1. PLANNING, SECTION R308 H.B. Hose Bib VER. Verify FIVE AIR CHANGES PER HOUR AND EXHAUSTING DIRECTLY TO THE OUTSIDE OUTLET MINIMUM T FROM H.D. Hot Dipped w/ With ANY OPENINGS. (R313.3 RCNYS) MAJOR EQUIPMENT INSTALLATION H.M. Hollow Metal WD. Wood 20.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. HR. Hour W.P. Water Proofing 4. WALL COVERINGS IN SHOWERS AND TUBS TO BE CEMENT PLASTER,TILE,OR EQUAL TO NO LESS 1. Installation shall meet all local and national codes pertaining to the installation and operation of 21. INSULATION SHALL MEET IECC QUALITY STANDARDS AND BE CERTIFIED BY THE plumbing equipment. HT. Height W.R. Water Resistant THAN 70"ABOVE DRtAIN. TILE BASE SHALL BE CEMENT, FIBER-CEMENT OR GLASS MAT GYPSUM P g Unless otherwise required by these standards,the equipment shall be installed in MANUFACTURER. accordance with the equipment manufacturer's recommendations. INS. Insulation WT. Weight � BACKERS COMPLYING WITH ASTM C 1178,C 1288,OR C 1325.WATER RESISTANT GYPSUM BACKING MAY INT. Interior 1 NOT BE USED OVER(A VAPOR RETARDER IN SHOWER OR BATHTUB COMPARTMENTS.ENCLOSURES 2. If"or equal"equipment is to be used,it must meet the performance specifications'for the equipment - - - 22.ALL WATER PIPING CONNECTIONS TO THE UNDERSIDE OF THE STRUCTURE CAN BE PEX MUST BE OF APPROVED SAFETY GLAZING AND DOORS MUST SWING OUT OF SHOWERS. WINDOWS IN listed,and shall receive prior approval from the mechanical engineer. All requests for substitution shall be ECCC OF NYS 2010 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA-TABLE 402.4.2 TUBING OR COPPER PIPE.ALL WASTE AND VENT PIPING TO UNDERSIDE OF STRUCTURE TO BE furnished with sufficient engineering data to demonstrate that the equipment( ) PVC. ENCLOSURE WALLS 1>HALL BE LABELED SAFETY GLAZING WHEN LESS THAN 60"ABOVE THE DRAIN. g g proposed a ui ment full meets all the COMPONENT CRITERIA performance levels of the equipment originally specified. The contractrr shall be responsible for all costs 5. REQUIRED CEILING HEIGHT IS 7'-6"MINIMUM AND 7'-0"MINIMUM IN KITCHENS, HALLS,AND associated with the engineering for structural,electrical,duct sizing,etc.caused by any substitution. AIR BARRIER AND A CONTINUOUS AIR BARRIER SHALL BE INSTALLED IN THE BUILDING ENVELOPE. BATHROOMS. (R305.1 RCNYS) 3. Units shall be installed to provide the clearance or clearances specified by the manufacturer or required BUILDING CODE by the authority having jurisdiction. THERMAL BARRIER EXTERIOR THERMAL ENVELOPE CONTAINS A CONTINUOUS AIR BARRIER. ( ) 4. Units shall have suitable support p 6. HARD-WIRED SE�ICKE DETECTORS WITH A BATTERY BACKUP ARE REQUIRED. R313.1 RCNYS pport to prevent transmission of objectionable noise or vibration generated BREAKS OR JOINTS IN THE AIR BARRIER SHALL BE SEALED. MEANS OF EGRESS AIR-PERMEABLE INSULATION SHALL NOT BE USED AS A SEALING MATERIAL. 1. ALL DWELLINGS SHALL BE PROVIDED WITH A MEANS OF EGRESS.THE MEANS OF EGRESS LOCATIONS SHALL BE AS FOLLOWS AND INDICATED ON SHEETS E0.00. by the equipment to the structure. Outdoor,ground mounted, units shai+br,located on a level,one piece,SHALL PROVIDE A CONTINUOUS AND UNOBSTRUCTED PATH OF VERTICAL AND HORIZONTAL concrete pad. DRAWING TITLE: a.CENTRALLY(LOCATED IN ROOMS OR CORRIDORS GIVING DIRECT ACCESS TO EACH SLEEPING 5. Provide and install low voltage control wiring in conduit installed by the mechanical or plumbing CEILING/ATTIC THE AIR BARRIER IN ANY DROPPED CEILING/SOFFIT SHALL BE ALIGNED WITH THE EGRESS TRAVEL FROM ALL PORTIONS OF THE DWELLING TO THE EXTERIOR OF AREA. contractor using methods contained in the electrical specifications. All wiring of line voltage controls to GENERAL NOTES INSULATION AND ANY GAPS IN THE AIR BARRIER SEALED. THE DWELLING AT THE REQUIRED EGRESS DOOR WITHOUT REQUIRING TRAVEL THROUGH A b.WITHIN 12"OIF CEILING INSIDE EACH SLEEPING ROOM, be accomplished by the electrical contractor. ACCESS OPENINGS, DROP DOWN STAIR OR KNEE WALL DOORS TO THE UNCONDITIONED GARAGE. c.ON EACH STORY OF MULTISTORY DWELLINGS AND IN BASEMENTS. 6. Contractors shall co-ordinate with the electrical contractor to ensure that all electrical accessories such ATTIC SPACES SHALL BE SEALED. d. FOR SLEEPING AREAS ON THE UPPER LEVEL,THE DETECTOR SHALL as motor starters,control relays,circuit breakers,etc. Required to make a fully functional systems are 2.THE EGRESS DOOR SHALL BESIDE-HINGED,NOT LESS THAN 3 FEET(914mm)IN WIDTH,6'-8° BE LOCATED INI CLOSE PROXIMITY TO THE STAIRWAY. provided. „ _ „ WALLS CORNERS AND HEADERS SHALL BE INSULATED AND THE JUNCTION OF THE FOUNDATION AND (2032mm)IN HEIGHT.OTHER DOORS SHALL NOT BE REQUIRED TO COMPLY WITH THESE e.IN ROOMS W117H HIGH OR SLOPED CEILINGS 24"ABOVE THAT OF THE ADJACENT HALLWAY SCALE AT 22X34: 1/4 - 1 -0 SILL PILATE SHALL BE SEALED. MINIMUM DIMENSIONS. EGRESS DOORS SHALL BE READILY OPENABLE FROM INSIDE LEADING TO SLEEPING AREAS. THE DWELLING WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. BLU MODULE: THE JUNCTION OF THE TOP PLATE AND TOP OF EXTERIOR WALLS SHALL BE SEALED. f. DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL SLEEPING AREAS OF THE DWELLING UNIT EXTERIOR THERMAL ENVELOPE INSULATION FOR FRAMED WALLS SHALL BE INSTALLED IN WHICH THEY SERVE. SIDEBREEZE SUBSTANTIAL CONTACT AND CONTINUOUS ALIGNMENT WITH THE AIR BARRIER. 3.THERE SHALL BE A LANDING OR FLOOR ON EACH SIDE OF EACH EXTERIOR DOOR.THE WIDTH KNEE WALLS SHALL BE SEALED. OF EACH LANDING SHALL NOT BE LESS THAN THE DOOR SERVED.EVERY LANDING SHALL HAVE 7, FIRE BLOCK STUD WALLS(@ 10'INTERVALS[HORIZONTAL AND VERTICAL]),ENCLOSED AND A MINIMUM DIMENSION OF 36 INCHES(914 MM)MEASURED IN THE DIRECTION OF TRAVEL. CONCEALED SPACES,AND AT OPENINGS AROUND VENTS,PIPES, DUCTS,CHIMNEYS, BETWEEN ATTIC WINDOWS&DOORS SPACE BETWEEN WINDOW/DOOR JAMBS AND FRAMING IS SEALED. EXTERIOR LANDINGS SHALL BE PERMITTED TO HAVE A SLOPE NOT TO EXCEED 1/4 UNIT AND CHIMNEY CHASE,AT STAIR STRINGERS,AND SIMILAR PLACES AT CEILING AND FLOOR LEVELS. VERTICAL IN 12 UNITS HORIZONTAL(2-PERCENT). (R602.8 NYS RESIDENTIAL CODE) ' RIM JOISTS RIM JOISTS SHALL BE INSULATED AND INCLUDE THE AIR BARRIER.(SKYLIGHTS N/A) EXCEPTION: EXTERIOR BALCONIES LESS THAN 60 SQUARE FEET(5.6 M2)AND ONLY EXTERIOR ENCLOSURE.ACCESSIBLE FROM A DOOR ARE PERMITTED TO HAVE A LANDING LESS THAN 36 INCHES(914 MM)MEASURED IN THE DIRECTION OF TRAVEL. 1. ALL DETAILS ARE TO BE COORDINATED WITH STRUCTURAL FRAMING,ROOFING,WINDOWS AND FLOORS(INCL.ABOVE INSULATION SHALL BE INSTALLED TO MAINTAIN PERMAMENT CONTACT WITH UNDERSIDE OF THE A]R BA DECKING. 4ANDOORS, INTERIOR FINISHES AND OTHER RELATED BUILDING MATERIALS. GARAGE&CANTILEVERED . LANDINGS OR FLOORS AT THE REQUIRED EGRESS DOOR SHALL NOT BE MORE THAN 1-1/2 2. ALL FLASHING 70 BE PAINTED ALUMINUM OR BONDERIZED, PAINTED GALVANIZED SHEET METAL. FLOORS) THE AI R BARRIER SHALL BE INSTALLED AT ANY EXPOSED EDGE OF INSULATION. INCHES(38 MM)LOWER THAN THE TOP OF THE THRESHOLD. 3. ALL PENETRATIIONS OF FLASHING TO BE SEALANT SEALED. 4. GLASS DOORS ADJACENT PANELS AND ALL GLAZED OPENINGS WITHIN 18"OF THE ADJACENT CRAWL SPACE WALLS WHERE:PROVIDED IN LIEU OF FLOOR INSULATION, INSULATION SHALL BE PERMANENTLY EXCEPTION:THE EXTERIOR LANDING OR FLOOR SHALL NOT BE MORE THAN 81/4 INCHES(209 FLOOR SHALL BE OF GLASS APPROVED FOR IMPACT HAZARD ATTACHED TO THE CRAWLSPACE WALLS. MM)BELOW THE TOP OF THE THRESHOLD PROVIDED THE DOOR,OTHER THAN AN EXTERIOR EXPOSED EARTH IN UNVENTED CRAWLSPACES SHALL BE COVERED WITH A MIN.CLASS I VAPOR STORM OR SCREEN DOOR, DOES NOT SWING OVER THE LANDING OR FLOOR. SANITARY FACILITIES RETARDER WITH OVERLAPPING JOINTS TAPED. STAIRWAYS --- 1. THE WATER CLOSET SHALL BE LOCATED INA SPACE WHICH PROVIDES MINIMUM 15"FROM THE SHAFTS, PENETRATIONS DUCT SHAFTS, UTILITY PENETRATIONS,KNEE WALLS,AND FLUE SHAFTS OPENING TO EXTERIOR OR 1.WIDTH:STAIRWAYS SHALL NOT BE LESS THAN 36 INCHES(914 MM)IN CLEAR WIDTH AT ALL CENTERLINE OF THE WATER CLOSET TO THE WALL OR ADJACENT FIXTURE. UNCONDITIONED SPACE ARE SEALED. POINTS ABOVE THE PERMITTED HANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM HEIGHT. ELECTRICAL NARROW CAVITIES BATTS IN NARROW CAVITIES ARE CUT TO FIT, OR NARROW CAVITIES SHALL BE FILLED BY 2. HEADROOM.THE MINIMUM HEADROOM IN ALL PARTS OF THE STAIRWAY SHALL NOT BE 1. THE BOTTOM OF ELECTRICAL AND COMMUNICATION SYSTEM RECEPTACLE OUTLETS SHALL BE j INSULATION THAT ON INSTALLATION READILY CONFORMS TO THE AVAILABLE CAVITY SPACE. LESS THAN 6 FEET 8 INCHES(2032 MM)MEASURED VERTICALLY FROM THE SLOPED LINE INSTALLED NOT LESS THAN 15"ABOVE THE FLOOR OR WORKING PLATFORM. ADJOINING THE TREAD NOSING OR FROM THE FLOOR SURFACE OF THE LANDING OR - -- - PLATFORM ON THAT PORTION OF THE STAIRWAY. 2. THE TOP OF THE GRIP OF THE OPERATING HANDLE OF CONTROLS OR SWITCHES INTENDED TO GARAGE SEPARATION AIR SEALING IS PROVIDED BETWEEN THE GARAGE AND CONDITIONED SPACES. BE USED BY THE OCCUPANT OF THE ROOM OR AREA TO CONTROL LIGHTING AND RECEPTACLE 3. RISER HEIGHT.THE MAXIMUM RISER HEIGHT SHALL BE 8-1/4 INCHES(209 MM).THE RISER OUTLETS,APPLIANCES, OR COOLING,HEATING,AND VENTILATING EQUIPMENT SHALL NOT BE MORE SHALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE ADJACENT TREADS.THE THAN 48"ABOVE THE FLOOR OR WORKING PLATFORM. RECESSED LIGHTING RECESSED LIGHT FIXTURES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE AIR GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST TIGHT, IC RATED,AND SEALED TO THE DRYWALL, BY MORE THAN 3/8 INCH(9.5 MM). 3.SMOKE ALARM LISTED BY THE STATE OF NEW YORK STATE FIRE MARSHAL SHALL BE INSTALLED AT LOCATIONS REQUIRED BY THE BUILDING CODE AND MANUFACTURER LOCATION RECOMMENDATIONS. ---- --------- -- 4.TREAD DEPTH.THE MINIMUM TREAD DEPTH SHALL BE 9 INCHES(229 MM).THE TREAD DETECTORS SHALL TAKE THEIR POWER FROM THE BUILDINGS WIRING AND HAVE BATTERY BACK-UP. PLUMBING AND WIRING BATT INSULATION SHALL BE CUT NEATLY TO FIT AROUND WIRING AND PLUMBING IN EXTERIOR DEPTH SHALL BE MEASURED HORIZONTALLY BETWEEN THE VERTICAL PLANES OF THE DO NOT INSTALL SMOKE ALARMS WITHIN 36 INCHES OF A HEAT OR AIR INTAKE REGISTER WITHOUT WALLS,OR INSULATION THAT ON INSTALLATION READILY CONFORMS TO AVAILABLE SPACE SHALL FOREMOST PROJECTION OF ADJACENT TREADS AND AT A RIGHT ANGLE TO THE TREAD'S PRIOR APPROVAL OF THE FIRE DEPARTMENT. EXTEND BEHIND PIPING AND WIRING. LEADING EDGE.THE GREATEST TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8 INCH(9.5 MM). 5.CARBON MONOXIDE ALARMS SHALL BE INSTALLED IN DWELLING UNITS AND IN SLEEPING UNITS WITHIN SHOWER/TUB EXTERIOR WALLS ADJACENT TO SHOWERS AND TUBS SHALL BE INSULATED AND THE AIR 5. PROFILE.THE RADIUS OF CURVATURE AT THE NOSING SHALL BE NO GREATER THAN 9/16 WHICH FUEL-BURNING APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED ON EXTERIOR WALL BARRIER INSTALLED SEPARATING THEM FROM THE SHOWERS AND TUBS. GARAGES. NEW YORK STATE RESIDENTIAL CODE-R313.INCH(14 MM).A NOSING NOT LESS THAN 3/4 INCH(19 MM)BUT NOT MORE THAN 1-1/4 INCHES (32 MM)SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS.OPEN RISERS ARE r PERMITTED, PROVIDED THAT THE OPENING BETWEEN TREADS DOES NOT PERMIT THE ELECTRICAL/PHONE BOX ON AIR BARRIER SHALL BE INSTALLED BEHIND ELECTRICAL OR COMMUNICATION BOXES ORAIR PASSAGE OF A 4-INCH DIAMETER(102 MM)SPHERE. EXTERIOR WALLS SEALED BOXES SHALL BE INSTALLED. SPACE RESERVED FORTHE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER HVAC REGISTER BOOTS HVAC REGISTER BOOTS THAT PENETRATE BUILDING ENVELOPE ARE SEALED TO SUBFLOOR OR DRYWALL. FIREPLACE AIR BARRIER SHALL BE INSTALLED ON FIREPLACE WALLS. FIREPLACES SHALL HAVE GASKETED Go . 02 . DOORS._ 5. REScheck Software Version 4.6.0 � REScheck Software Version 4.6.0 1 Compliance Certificate .,: � :� 777-7 rj Inspection Checklist tet M;: , Ener l� Code: 2010 New York Energy Conservation Construction Code YA Wall height:4J' Windun FA6:Wuo J Frarne:Duaale Pate'rvilli Lu'n-E 9 o.2so 3 Requirements: 100.0% were addressed directly in the REScheck software Depth below grade 4.0' Orientation,Front Text in the "Comments/Assumptions"tions" column is provided b the user in the REScheck Requirements screen. For each ('reject ,TERN RESIDENCE Insulation depth: P p Y STERN Window C35:Wood Frcmr.DDublc Parc with Low-E 1a 0.200 a requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception Crawl 7:Solid Concrete or Maconr/ 63 0 0 10.9 0 075 2 Orientation:Front is beingclaimed. Where compliance is itemized in a se crate table, a reference to that table is provided. H O M E S Wall height:4.0' Wall 10(MOD C):'Rood Frame,1b-o.c. 620 21.0 5.0 0.0/3 23 P P Energy Coce: 2010 New York Energy Conservation Cepth below grade 4.0' orientation:Lett side Locatinry Suffolk County, New York lwwIdliuii deplh:6.0' I Y W'indun FAa:VJuuJ Frdute.Duuule Pdne'rvilli Lun-E fi O.iRO 7 section ;on,;trurlinnType Single-family Finor2(MOD C):All-✓ clrldlJcist,TrnssOvernulsir-eAir 83 15.0 13.9 u.0Z5 Z OriLritatiun:Lenbide # Pre-Inspection/Plan Review Plans Verified Field Verified 7 p Value Value Complies. Comments(Assumptions ProluYt 'yr�e: Naw Construction Wal 1;MOD A):Wood frame,le,o.c, 195 21.0 5,0 0.043 7 Window FA4:Woad Frane:Douole Pane with Lon-E 6 0."200 2 &Red 1 D b I U h o roes.Co m Drfent3ticn: Blit faces 135 deg.from North C.riantatinn:Front Orientation:Left side -" ----- - _ _ Bldg. 103.2 Construction drawings and C1Com q Window.35:Wood Frame:DDuble Pane with Low E 11 0. so t p es ;Requirement will be met, 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 COnditi0n..d °lour Are 2,804 ft2 Window FA6:Wood Frame Couple Pane with Lo'k•E 9 D 280 3 Urientatwn:Lett side [PR1J documentation sufficiently ®Does Not Glazing Arta 23�io Orientation:Frunl demonstrates energy code 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 WfndOx FAa:VJ00d Frame:DouOle Pane with LO'n-E h 0-2R0 2 tt Location on plans/spec: c'imate zone: 4 (5750 HDD) Dcor 10:,:Glass 24 U.28u 1 orientation:Left Side compliance for the building DNot Observable :pages GO.03thru G1.01 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 I T:415.625.0809 Orientation:Front envelope,__ ApplicableThis document is intended for the singular view of the art to which Blu Homes =em,it Date: Window• 35:Wood rrame:DDuble Pare pith LDW-[ ___ Pe• DNot 103.2, Construction drawings and '_� has presented it. Any copying,distribution,or otherwise sharing of the text, ' Wal 2;NOD A):Wood frame,IE"o.c. 550 21,0 5.'0 D.043 21 1a 0.280 a ..____..�...,...-.._ .___.-._.,__.„_ -_- _ _� g party Orientation:Left side Permit rrun,Eer: Crleniation:Left side g ,DComplies WRequirement will be met. Wlndon'C35:Wood Frame:Double Pare with LDW-E 14 0.280 4 403.7 documentation sufficiently 1❑Does Not images,or data therin expressed of this document is a violation of the terms to v✓in9nw C3 Wnnd =tarot Dnuhlr Panr with f nw-F 11 0.280 3 Orientation:Left side (PR3j' ;demonstrates energy code ` Location on plans/spec: which said party has implicitly agreed upon by accepting this document. Construction Site- OvW'ner/Agent: DesignerrContractor: Orientation;Left side ZLOrJ Ruth Road Peter Stem Ca,l Miller Window X35:Wood Frama:DDIIhin Panr-with I-nw-F 14 0.280 s iii, compliance for lighting and bNot Observable :Page E1.00 Mattituck,NY 11052 tem@thcstrate i-a cnc com Olu Homes Window C3:Wood ararne:Deuhle Pane with Law-E 11 0.280 3 Orlentatlon:Lett side ©ALL RIGHTS RESERVED ! ONOt Applicable P- g` g y Orientation:Left side mechanical multiple dwelling Systems L pp CONSULTANTS ' 1245 VImItZ Ave. Wall 11(h10D C):'Rood Frame,16-o.c. 200 21.0 5.0 0.03 6 SefVln mUltl le dwellin Uf11CS Va Tejo,CA 94592 Window ll Wood Frimc Couole Panc with Low E 6 0.200 2 Orientation:Back must demonstrate compliance 707.553.9597 Orientation:Left side P Windsw DC55:W'ced Frame:Double Pane with Low-E Cad.MillerCBluhomes.com 211 0•'280 7 with the commercial code. Hent 110:Glace 24 0.280 7 Orientation:Back "-•------.---.-,-_--...-_-�_ Orientation:Left side window'M4:Worn=ramF:7nut1p Panr with I nw-F 40 0.2130 11 403.6 Heating and cooling equipment is Heating: Heating: ;DComplies Requirement will be met. Walt 3;MOD A):Wood Frame,IE"o.t. 110 2110 5.0 0.043 1 orientation:ruck [PR2Jz sized per ACOA Manual S based Btu/hr Btu/hr Orientation: ack r o a" Wail 12(MOD C): Rood Frame,16'o.c. ez 'g' Cooling: Cooling: ❑D es Not p p B 4 on loads per ACCA Manual J o Location on plans/spec: ec: 0 2I.0 S.0 O.0 3 25 i 9 9 ❑Not Observable cosi I.ti„n`a 17,2%Better-Thari coda Ma-t�n,un,uti. aea Your ua ao9 � Door lilt GIa.1 40 0.20D 13 Orientation:Right side other approved methods, -Orientation: Btulhr Btufhr ;DNOtA Applicable '8.5x11 HVAC Calculations 't,< caner or Worse Tn>n Cod,I"-ref arty how H.-to:�*.Ili-rhe IN-.is bz.ad on coria-d?-cff ro-, Window do ItiJ Right {rami:]oubfc Pine with Low E 5 0.200 2 , pp _ It UAS.r.0r p-,dt an-ti-utc o-u,crgy u:c er eu�t rc13Wc t>a nlnim>_m oae name. nrnr 1 1 J•Gla-; t 48 0.280 13 Orientation:Righk side 1 Grientatfon:Back Window'M3:1VCCC �rame:Doubl?Pane with Law-E 6 0.2$0 2 Wal'4;MOD A):Woad Frdme,1E"v.c. 60 21.0 5A 0.043 3 Urrentatic3nr kfghr stile Ffl-vJ c��pe AsserI" blies Orientation:Right side WindowY,3:%VcccFrame:DoublePane with Low•E 5 0.;80 2 _ - Orientalru I;Rf iit bide I i<• .,�,->��.: .,�-...-,--. .. _ . „ , -.. , �- UJali 5;MOD 8);Wood Frame,16 o.c. 220 21.0 5.0 0.043 2 C'rientation:Beck Window M3:Wccc trame:7oubfe Pane with Low-E 6 0.280 2 a'' , Orientation:Right side Window V12:'hood F,amc:Doutle Pare with Low-E 40 0?R0 11 2010 New orientation:Back Window M3:%Vccc Pramc:3oull Pane with Low-E 6 0.280 2 York Insulation Inspection Complies? Comments/Assum tions est of m knowledge,belief, and professional judgement,these plans and To the b Orientation:Right side p Y 6Crawl 1:colic CcnuMc or t.lo,onr; 60 0.0 10.0 D 07'0 3 Dcor 113:Glass 128 0.28D 36 Baer Wall reicht:4.E' Orientation:Back Ceiling 1:Structural Insulated Panels(SIPs) 1,087 38.0 01128 30 -- y - specifications are in compliance with the Residential Code of New York State. Dcpth below grade:4.0' 303.1 All installed insulation labeled or Ocomplies ;Requirement will be met. insulation depth:ti.u' vial,6;MOD B):Wood Frame,16' o.c. 233 21,0 5.0 0,043 10 Ceiling Z:Structural Insulated Panels(SIPs) Soo 38.0 0.028 19 > QUALITY ASSURANCE AGENCY Orientation:Right side [IN13} installed R values provided. Not Crawl 2:Solic Ccncrctc or Masonry 164 0.0 13.0 0,075 6 APROVAL SEAL Wall f eight:4.G' Window/.\"JOOd I rarne:UOublt Pone V1iCh Low-E 6 0 7Rn 7 Comp'ia tceStatomeni: The proposed buf ding design dtescrfbad here s consistent with the bufldlnc plans,specPications,cnc other `{ ❑Not Observable Orientation:Right side calcula-fons submitted with-he permit application,The rc osed buildingras been designed to meet the 2010 New York Ent v Depth below grade;4.0' Conservation Construct on Codl;requirements in RESchpcl Jersion 4,6. and tD comply with the mandato re uiremerts listed in ONot Applicable Insulation depth;6.0' Wal'7;MOD B):Wood Frame,10"o.c. 220 21,0 SA 0.043 2 q p. ry 4 Orientation:Front the PEScheck Inspection Checklist. Additional Comments/Assum tlorls: Crawl 3:SDlic Ccna'ctc or blasonry 68 0.0 10.0 0.075 3 p Will height:4.C' Window M2:Wood Frarne:Double Pare with Low-E 40 0.28D 11 Depth bclew grade:A.0' Orientation:Front Name-Title Siyeature Dale Insutalix,depth:6.0' Dcor 114:Glass 128 0.280 35 Crawl 4:50110 Ccncre:e or Masonr/ 152 O.0 1D.0 0.015 li Gricntation:Front 2010 New Wan refight:4.0' war 0;MOD A):Woad frame,IC"o.<. 236 21.0 5.0 0.043 7 York Foundation Inspection Complies? Comments/Assam Depth below grade:4,0' rlripntatinn:Right cidF Ener ptions Insulation depth:6.0' _- Window 8 Wood Frerne:bauble Pane with Lew•-E 24 0,280 7 - - -- - i Crawl 5:SDIic Ccncrctc•or Masonry 63 0.0 13.0 0,075 2 Grientatfon:Right side 303.2.1 'Exposed foundation insulation ❑Complies ;Exception:Requirement is not applicable. V✓dn 1 eit hl:4.0' (FO1112 protection, ; Dcor 102:Glass 48 0.280 13 DDoes Not STERN RESIDENCE Depth below grade:4.0' Orientation:Right side a.i Insulation depth.C.0' ❑NotObs�ervable': VJaI'9 ;MOD C):Wood frame,lE"o.c, 195 21,0 5.0 0.043 7 ❑Not A t 2400 RUTH ROAD Ciriantatinn Front 403.8 Snow melt controls, ❑Complliielscable ;Exception:Requirement is not applicable. MATTITUCK, NY 11952 Proect7ltle:STERN RESIDENCE Report date 09x23,114 [FO1212 ❑Does Not Project Title: STERN RCSIDENCE Report dare: 09.x23/14 Project Title:STERN RESIDENCE Report date: 09/23/14 Data filenarle:S,\PROJECTS\2-ACTIVE CUENTS1STERN11_PROJECT_INFORMATION\RE5 Pie 3 of 8 4J : D<ite file lame: SAPROJECTS12-ACTIVE CLIENT5'i5TERN\1 PROJECT_INFCnhttiTIONT-,ES Page 1 of £ Data filena re:S:TR0JECTS\2-ACTIVE CLIENTS\5TER%1_PROJECT_IWORMATIOVAES Pag.22 of 8 CHECh151DEBREEZE rigid fudnl exlerior.rck ;❑Not Observable ! CHECKISIDEBREEZE rigid foam exterior.rck- CHECK`,SIDEBREEZE rigid foam exterior.rck ❑Not Applicable i Additional Comments/Assumotions: PROJECT MANAGER: DAVID McCOY DESIGN CONTACT: CARL MILLER ENGINEERING CONTACT: JEFF FARRELL Section I plans Verified Field Verified - Revision Date Description I # Framing/ Rough-ln Inspection Value value Complies? Can»newts/Assumptions 12/23/14 LOCAL SUBMITTAL 6c Re JD 402.4,4 Fenestration that is not site built ❑Complies Requirement will be met, (FR20]1 is listed and labeled as meeting F DDoes Not . AAMMWDMA/CSA 101/I.S.2/A440 0 or has infiltration rates per NFRC DNot Observable ; ' 1 } [,/1 that do not exceed codeWA ❑Not Applicable limits, NJ; Iry y1f 1402.4.5 IC-rated recessed lighting fi0 xtures,+ ^^ T T;❑Complies i Requirement will be met. [FR1612 sealed at housing/interior finish DDoes Not �` t> and labeled to indicate&It;= 2.0 i Location on plans/spec: ■ cfm leakage at 75 Pa, ❑Not Observable ;Pages ElAl and E1.02 LIZ , Not Applicable v tu o n 403.2,2 All joints and seams of air ducts, -DComplies ;Requirement will be met, - ` " ca [FR1311 air handlers,filter boxes,and ❑Does Not ti✓, ,building cavities used as return '❑Not pb5ervab{e ;Location on plans/spec: - - 'ducts are sealed. Page M0.00 * M a, e _ n� []Not Applicable 10 ¢ 403.2.3 Building cavities are not used as ❑Com Iles ;Re uirement will be met. ( [FR1513 ducts or plenums. ❑Doe shot q :Pages M1.01 and M1.02 ❑Not QbrervDble Location on plans/spec. to ONot Applicable g DRAWING TITLE: �" ^j 403.3-�HVAC piping conveying fluids R- R- � 'DComplies ;Requirement will bemet. RES-CHECK COMPLIANCE C;w n e rn x [FR17]2 above 105°F or chilled fluids ;I hoes Not below 55 QF are insulated to R-3. ;Location on tans/spec: kt• ' iONot Observable p ❑Not Applicable :Page MOO CERTIFICATE `« eort ti '� 403.4 Circulating service hot water R. R. .❑Complies ;Requirement will be met. SCALE AT 22X34: [FR1812 pipes are insulated to R-2. ;DDoes Not Locat[oin on plans/spec: f. :❑Not Observable P0.00 BLU MODULE: ;[]Not Applicable �a 403.5 Automatic or gravity dampers are .'DComplies :Requirement will be met. SIDEBREEZE [FR19]1 installed on all outdoor air .[]Does Not Intakes and exhausts plans/spec: Not 'Location on Above-Grade all 26■00� :D Observable ;pa a M1.D0 '[]Not Applicable g I - Ralaw-Grade Wall 10.00 jSection Plans Verified Field Verified # Final Inspection Provisions Complies? Comments/Assumptions Floor 38.04 & Re lta Value Value 402,4,2, Building envelope tightness ACH 50 a ACH 50�_ ;❑Complies :Requirement will be met. Ce iliq Roof 38.010 402.4.2.1 ,verificdbyblower door test result �❑DoesNot [F11711 of&It:7 ACH at 50 Pa. This Location on plans/spec: 1-4 requirement may instead be met ; :❑Not Observable :page GO.03 Ductwork (unconditioned spaces): via visual inspection,in which ; ,DNotApplicable ; Ductwork (unconditioned 441 case verification may need to occur during Insulation ; 4 � Inspection. 403.2.2 Duct tightness via post- cfm Cfm ,OComplies Exception:All ducts and air construction with maximum ;ODo -handlers are located within (FI4]1 es Not g� leakage of 8 cfm to outdoors,or conditioned space. Window ( , 12 cfm across systems.For i :[]Not Observable rough-in tests, verification may ONot Applicable ;Location on ptanslspec; need to occur during Framing Crawlspace to be ���r ■ ■ Inspection,with maximum ;Conditioned Space. leakage of 6 cfm across systems . ..3 403.1.1 'Programmable stool er. Y f g thermostats DComplies ;Requirement will be met. ! * a ! I t � (FI9]2 instatied on forced air furnaces. O Does Not a;x Location on plans/spec: }� :❑Not Observable M0.00 j Heating System _ ❑Not Applicable 403.1,2 Heat pump thermostat installed '�OComplies :Exception. Requirement is Cooling �� (F[10}2 on heat pumps. ❑Does Not not applicable. #i. ❑Not observable 1 Lf ❑Not Applicable Water'tell" Heater: 403,4 Circulating service hot water ;DComplies ;Exception; Requirement is [Fill]' systems have automatic or ,DDoes Not :not applicable. accessible manual controls. -77777 771 "_. .a s e DNot Observable j ;DNot Applicable ■ 401.3 Compliance certificate posted, DComplies ;Requirement will be met. .■ 'Date: (F17]2 ;DDoes Not Comments DNotAAppl Applicable 303.3 Manufacturer manuals for :OComplfes ;Requirement will bemet, SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL (FI18}3 mechanical and water heating ❑Does Not PROJECT MODULE: SHEET NUMBER equipment have been provided. ;❑Not Observable ,DNot Applicable Additional Comments/Assumptions: GOm03n I DREXEL METALS 20 GAUGE - EE (2)2X10 @ 1'PARAPET,(2) 13/4 X 11 1/4 LVL @ E N OPE FLASHING SLOPING AND THIGH PARAPET. / \ co oc 2x6 WALL FRAMING ALL JOINTS, PENETRATIONS AND OPENINGS IN THE ENVELOPE TO BE SEALED PER NYS RESIDENTIAL 114"AIR GAP CODE TABLE R402.4.1.1: AIR BARRIER AND INSPECTION COMPONENT CRITERIA. COPY OF CHECKLIST IS \\ -- EPDM ROOF MEMBRANE,60 MIL,SURE- _ WHITE FULLY ADHERED ROOFING LOCATED ON SHEET G0.02 OF THIS SET. 3 1/2"STRIP CORAVENT CUT TO FIT MEMBRANE, WITH 1/2"DENS DECK PRIMED, BETWEEN FURRING STRIPS _ --_ L UL 790 CLASS A. OZ H O M E S SIDING- HARDIE PANEL 2.0 r %I ~ PANTED BY SITE G.C. TAPERED ROOF INSULATION Z w -- (2)2X10 @ 1'PARAPET, _ iC VARIES 1/2"-5"THICK O Of (2)13/4 X 11 1/4 LVL @ SLOPING - ' U Q DREXEL METALS 20 GAUGEAND THIGH PARAPET. b I U I1 O r1l G S CO CYl LL > ECONOCOPE FLASHING 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 2X6 WALL FRAMING ' O 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 O ! 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 3 112"STRIP CORAVENT CUT TO FIT ` 10 1/4" SIPS PANEL(R-38) >� This document is intended for the singular view of the party to which Blu Homes BETWEEN FURRING STRIPS EPDM ROOF MEMBRANE,60 MIL, SURE- has presented it. Any copying,distribution,or otherwise sharing of the text, WHITE FULLY ADHERED ROOFING images,or data therin expressed of this document is a violation of the terms' MEMBRANE, WITH 1/2"DENS DECK Z which said party has implicitly agreed upon by accepting this document. PRIMED, UL 790 CLASS A. 3 1/2"STRIP CORAVENT CUT TO FIT O ALL RIGHTS RESERVED --1 BETWEEN FURRING STRIPS { � ~ CONSULTANTS \ � � MDO SOFFIT PAINTED BY SITE G.C. / \ CLASS III VAPOR BARRIER-LATEX PRIMER AND FINISH COAT BY SITE G.C. Z W O ' 3/4"R-MAX THERMASHEATHE-3 INSULATION(R-5)- GYPSUM R 5) U Q 114"AIR GAP. \` GYPSUM BOARD TO BE FASTENED PER FINISH INSTALL VERTICALLY&TAPE ALL SEAMS WITH R-SEAL TAPERED ROOF INSULATION LL > HEADER PER STRUCTURAL DRAWINGS O NAILING SCHEDULE IN THE BLU HOMES OR R-SEAL CONSTRUCTION TAPE FOR WEATHER VARIES 1/2"-5"THICK O e SIDING-HARDIE PANEL 2.0 / STANDARD DETAILS AND TABLE R702.3.5 OF RESISTANT BARRIER / RCNYS 3/4"X2 1/2"O.S.B STRAPPING @ 16"O.C.VERTICALLY " M1 3/4"X2 1/2"O.S.B STRAPPING @ 16"O.C.VERTICALLY �j k CLASS III VAPOR BARRIER-LATEX PRIMER AND 10 1/4"SIPS PANEL(R-38) 3/4 R-MAX THERMASHEATHE-3 INSULATION(R-5)-INSTALL FINISH COAT BY SITE G.C. \ I' VERTICALLY&TAPE ALL SEAMS WITH R-SEAL OR R-SEAL \ \\ \� CONSTRUCTION TAPE FOR WEATHER RESISTANT BARRIER \ DRYWALL RETURN HEADER PER STRUCTURAL DRAWINGS { To the best of my knowledge,belief, and professional judgement,these plans and WINDOW FLASHING `\ \\ specifications are in compliance with the Residential Code of New York State. - BLOCKING SIDING-HARDIEPLANK SMOOTH COLOR PLUS FINISH WINDOW/DOOR PER PLANS SEAL 5"REVEAL FIBER CEMENT, COBBLESTONE OR hARDIE QUALITY ASSURANCE AGENCY PERIMETER W/FLASHING TAPE — _ _ _ SPRAY FOAM INSULATION PANEL 2.0 PAINTED BY SITE G.C. CLASS III VAPOR BARRIER-LATEX PRIMER APROVAL SEAL BLU EXTERIOR WALL TYPICAL VERTICAL SECTION W/ O.H . ROOF1GYPSUM\\ AN°F'N'S"°OAT BY SITE G.C. 11 \\ FINISH NAIL NG SARD CHEDULE IN THE BLU 1 1/2 BE FASTENED PER 1 -O CLASS III VAPOR BARRIER-LATEX PRIMER WINDOW FLASHING \C\ HOMES STANDARD DETAILS 5 OF°TABLE RCNYS F- AND FINISH COAT BY SITE G.C. SIDING-HARDIEPLANK,SMOOTH, \%� CLASS III VAPOR BARRIER-LATEX PRIMER AND COLOR PLUS FINISH„5"REVEAL FIBER /' \ 2"RIGID INSULATION(R-13)CUT TO FIT ` — FINISH COAT BY SITE G.C. _ CEMENT, COBBLESTONE OR HARDIE / �� BETWEEN TRUSSES IN FACTORY 1"X2"TRIM BOARDS -- FASTEN MODS PER PANEL 2.0 PAINTED BY SITE G.C. /C � STRUCTURAL DRAWINGS ----, � \� 2X6 WOOD WALL FRAMING AROUND IN WINDOWS STERN RESIDENCE 1 1/2"RIGID FOAM CUT —� \ CAULKING - I TO FIT IN FACTORY �-- ' 3 1/2"STRIP CORAVENT CUT TO FIT 2"RIGID INSULATION(R-13)CONTINUOUS 2400 RUTH ROAD \ SPRAY FOAM INSULATION BETWEEN FURRING STRIPS \ ALONG NAILER INSTALLED IN FACTORY WINDOW/DOOR PER PLANS-SEAL \ MATTITUCK, NY 11952 2X6 PLATE FASTENED TO \ PERIMETER W/FLASHING TAPE L' — — MOD STEEL IN FACTORY � � � 1— — BLOCKING - UPPER BLU MOD \ DRYWALL RETURN CAULKING PROJECT MANAGER: DAVID McCOY LOWER BLU MOD \ 2X6 WOOD WALL FRAMING AROUND DESIGN CONTACT: CARL MILLER 1X6 T&G CEDAR SOFFIT 3/4"X21/2"O.S.B STRAPPING RUN HORIZONTALLY @ �\ WINDOWS ENGINEERING CONTACT: JEFF FARRELL 1"RIGID INSULATION) (R-6.5 MIN.) \ 1/2"SHEATHING WINDOW SILUHEAD 1"X2"TRIM BOARDS \ / Revision Date Description 1/4"AIR GAP OPEN WEB FLOOR TRUSSES @ 24" ` - GYPSUM BOARD TO BE FASTENED PER 12/23/14 LOCAL-SUBMITTAL O.0 PER STRUCTURAL DRAWINGS 3/4"SPACE FOR CROSS VENTING FINISH NAILING SCHEDULE IN THE BLU - 3/4"R-MAX THERMASHEATHE-3 INSULATION(R-5)-INSTALL —f HOMES STANDARD DETAILS AND TABLE VERTICALLY&TAPE ALL SEAMS WITH R-SEAL OR R-SEAL 3"RIGID INSULATION(R-20)CUT TO FIT j R702.3.5 OF RCNYS CONSTRUCTION TAPE FOR WEATHER RESISTANT BARRIER BETWEEN TRUSSES IN FACTORY UNPAGED 5 1/2' DENSE BATT FIBERGLASS(R-21) SIDING-HARDIEPLANK,SMOOTH,COLOR PLUS FINISH, 3/4"X2 1/2"O.S.B STRAPPING @ 16"O.C.VERTICALLY 5"REVEAL FIBER CEMENT, COBBLESTONE OR hARDIE 2X6 WOOD WALL STJUS @ 16"0/C PANEL 2.0 PAINTED BY SITE G.C. __ _--- - 3/4"R-MAX THERMASHEATHE-3 INSULATION(R-5)- FINISH III VAPOR BARRIER-LATEX PRIMER AND HEADER PER STRUCTURAL DRAWINGS DUCT CHASE PER PLANS INSTALL VERTICALLY&TAPE ALL SEAMS WITH R-SEAL \\\ FINISH COAT BY SITE G.C. OR R-SEAL CONSTRUCTION TAPE FOR WEATHER 2"RIGID INSULATION(R-13)CUT RESISTANT BARRIER TO FIT Bt.d�EEN JOISTS � - - GYPSUM BOARD TO BE FASTENED PER \� � SIDING-HARDIEPLANK,SMOOTH,COLOR PLUS FINISH, FINISH NAILING SCHEDULE IN THE BLU 3/4"X2 1/2"O.S.B STRAPPING @ 16"O.C.VERTICALLY 5"REVEAL FIBER CEMENT, COBBLESTONE OR HARDIE PANEL 2.0 PAINTED BY SITE G.C. HOMES STANDARD DETAILS AND TABLE / R702.3.5 OF RCNYS �� j 7"UNFACED FIBERGLASS \ SITE WELD BLU MODS PER STRUCTURAL DRAWINGS AT ALL 30-ATION(R-25) WINDOW FLASHING \ HOLD DOWN/SHEAR PLATES CLASS III VAPOR BARRIER-LATEX PRIMER AND \ DRAWING TITLE: 1"X2"TRIM BOARDS @ LAP SIDING — FINISH COAT BY SITE G.C. 3 1/2"STRIP CORAVENT CUT TO FIT BETWEEN ONLY SPRAY FOAM INSULATION FURRING STRIPS �\ TYPICAL ENLARGED WALL SPRAY FOAM INSULATION BETWEEN HOLD DOWN/SHEAR SECTION CAULKING PLATES PROVIDED BY SITE CONTRACTOR BLOCKING WINDOW/DOOR PER PLANS-SEAL ALIGN BOTTOM OF SIDING WITH ANY SITE FILL WITH INSULATION SCALE AT 22X34: 1 1/2" = 1�-011 PERIMETER W FLASHING — — — DRYWALL RETURN BUILT CONNECTOR OR GARAGE �� BLU EXT E R I O R WA L L CANTILEVER F L O O R TO FLOOR 1 WET SET FOUNDATION HOLD DOWN/SHEAR PLATES PER ` BLU MODULE: HOLD DOWN LOCATION PLAN-BLU HOMES TO PROVIDE ' PLATES BEFORE FOUNDATION POUR-SITE G.C.TO INSTALL SIDEBREEZE WITH FOUNDATION REINFORCINGI 2 R-M RESISTANT FOIL FACED RIGID SIDING-HARDIEPLANK,SMOOTH,COLOR PLUS FINISH, CLASS III VAPOR BARRIER-LATEX PRIMER INSULATION(R-10 MIN.)TAPE ALL 5"REVEAL FIBER CEMENT, COBBLESTONE OR hARDIE AND FINISH COAT BY SITE G.C. -- SEAMS WITH R-SEAL OR R-SEAL PANEL 2.0 PAINTED BY SITE G.C. CO LLI CONCRETE WALL PER CONSTRUCTION TAPE 2"RIGID INSULATION(R-13)CUT TO FIT O O STRUCTURAL DRAWINGS 1 1l2"RIGID FOAM CUT TO FIT IN FACTORY BETWEEN TRUSSES IN FACTORY Z —\\ 6 MIL POLYETHYLENE TAPED TO RIGID �I Q Q INSULATION(R-10)ON WALL 2"RIGID INSULATION(R-13)CONTINUOUS D WATERPROOFING 2X6 PLATE FASTENED TO MOD STEEL IN FACTORY ALONG NAILER INSTALLED IN FACTORY DAMPPROOFING OF — \ y' Q Z FOUNDATION WALL BY SITE \ / 2" CONCRETE SLAB FASTEN MODS PER STRUCTURAL DRAWINGS — ' UPPER BLU MOD ¢- CONTRACTOR 3/4"R-MAX THERMASHEATHE 3 INSULATION(R-5)-INSTALL LOWER BLU MOD W \ . 2"RIGID INSULATION(R10 MIN.) VERTICALLY&TAPE ALL SEAMS WITH R-SEAL OR R-SEAL FILTER FABRIC }� CONSTRUCTION TAPE FOR WEATHER RESISTANT BARRIER I— \U - FOR 2'MIN.AROUND / \ 1/2"SHEATHING Z W 1 v i PERIMETER 3/4"X2 112"O.S.B STRAPPING @ 16"O.C.VERTICALLY ' \ OPEN WEB FLOOR TRUSSES @ 24" \ \ O.0 PER STRUCTURAL DRAWINGS Q HEADER PER STRUCTURAL DRAWINGS 3"RIGID INSULATION(R-20)CUT TO FIT 1— _ `, BETWEEN TRUSSES IN FACTORY O j - _ K" o SIDING-HARDIEPLANK, GRANULAR — SMOOTH, L LFINISH, U R FILL COLOR US I LU 5"REVEAL FIBER CEMENT, COBBLESTONE OR HARDIE PANEL 2.0 PAINTED BY SITE G.C. 4 MIN.DIA. DRAIN PIPE DUCT CHASE PER PLANS TO DAYLIGHT/ I RETENTION AREA WINDOW FLASHING GYPSUM BOARD TO BE FASTENED PER FINISH NAILING SCHEDULE IN THE BLU HOMES STANDARD DETAILS AND TABLE — i 1"X2"TRIM BOARDS @LAP SIDING R702.3.5 OF RCNYS LI _I L 1 I� 1 I LI \ I 1 \ \ 1 \� ONLY CLASS III VAPOR BARRIER-LATEX PRIMER AND CAULKING FINISH COAT BY SITE G.C. SPRAY FOAM INSULATION WINDOW/DOOR PER PLANS-SEAL SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PERIMETER W/FLASHING TAPE _ _ _ _ BLOCKING IB L U EXTERIOR WALL TYPICAL VERTICAL SECTION W/ FLAT ROOF 1 PROJECT MODULE: SHEET NUMBER DRYWALL RETURN ( 1 BLU EXTERIOR WALL FLOOR TO FLOOR1 1 1/2" = 1 '-0„(-2 ) 11 _ 1 �� - - - 1 1/2 - 1 -0 I I SPECIFICATIONS : r _ �. SIDEBREEZE - SPEC SIDEBREEZE - SPECIFICATIONS RADIANT FLOORING) FIRs LENNOX MECHANICAL'r O DESC:;;XC16 AIR(CONDI TONER/XP 16 HEAT PUMP WITH 2 STAGE COOLING 'FORCED AIR(N N MAJOR AREA SUB AREA SPECIFICATION _ H O M E S EL296V HIGH EFFICIENCY GAS FURNACE/CBX32MV VARIABLE SPEED AIR HANDLER. HEALTHY CLIMATE CARBON CLEAN 16 MEDI AIR CLEANER FRAMING FLOOR STEEL FRAME IN-FILLED W/2x8 SAWN LUMBER FRAMING WITH OSB SUBFLOOR' (HARMONY ZO_ T ICOMFORT WITH WIFI THERMOSTAT - NING k �ERV. j bluhomes.com WHOLE POWER HUMIDIFIER, HRV , HEALTHY CLIMATE WHOL EXTERIOR WALLS 2x6 WOOD FRAMING WITH OSB SHEATHING - -- - 130 TURNER STREET I WALTHAM, MA 02453 I T'866 887 7997 � I .WATER HEATER MFR:AO SMITH 100 N FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 _ 5 - CO,CA 94104 1 T:415.625.0809 ° - s -- --- --._� —_- ----DES -- C: GPHE 50 VERTEX POWER VENT 50-GALLON GAS WATER HEATER(LP) ST 8TH FLOOR I SAN FRANCIS _ - 200 PINE This document is intended for the singular view of the party to which Blu Home ROOF 10 1/4"STRUCTURALLY INSULATED PANEL(SIP) MFR: FANTECH has presented it. Any copying,distribution,or otherwise sharing of the text, __ - > -1 DESC: FR100(CRAWLSPACE AND HOUSE images,or data therin expressed of this document is a violation of the terms to - - —-- - — - -- - - ---- - -------- _-_----- _ --- --- which said art has implicitly agreed upon CRAWLSPACE/HOUSE VENTILATION �� -- -- - - - -- -- -_._._--- -------- ._�.� _._ partyaccepting his document. INTERIOR PARTITIONS WOOD STUDS: p y g po by ^, r ©ALL RIGHTS RESERVED this BATH VENTILATION _ (M.BATHROOM+BATHROOM 2) MFR BROAN � DESC:ZB110H VENTILATION FAN - , 10 1/4"EPS FOAM SIP PANEL; R-38 CONSULTANTS INSULATION ROOF INSULATION u.n.. �. MFR: BROAN j ----------- -: - - - --R --- -- :_ -- - ------ -- - -- . -- DESC:ZB110L-VENTILATION FAN (BATHROOM 3) WALL INSULATION' 5 1/2"UNFACED HD ECOBATT CAVITY INSULATION; R-21,3/4"RIGID CONTINUOUS, R 5. ;K ELECTRICAL' SERVICE � 200 AMP MAIN IN SITE BUILT GARAGE, 200 AMP SUB-PANEL(LOCATED IN MOD A) - j FLOOR INSULATION :, 7"UNFACED ECOBATT CAVITY INSULATION; R-25 MFR: DECORA SWITCH AND RECEPTACLE TYPE ` j COLOR:WHITS INT.WALL INSULATION FOR SOUND PROOFING ECOBATT CAVITY INSULATION; R-13/R-19 OUTDOOR RECEPTACLES GFCI RECEPTACLES.SEE PLAN FOR LOCATIONS.( ' PLUMBING SUPPLY LINES PEX TUBING L SE N and HONE PORTS E PLANS FOR QUANTITY AND LOCATIONS - To the best of my knowledge belief,and professional judgement these plans -- --=-- - y• ._�: � _ - specifications are in compliance with the Residential Code of New York State. DATA/CAB E/P -- - -- -- WASTE AND VENT LINES ABS -- - --- INTERIOR STAIRS OPEN RISER STAIR2"OAK TREADS, STAINED TO MATCH FINISH FLOOR.>. QUALITY ASSURANCE AGENCY 3/8"STEEL RODS @OPEN RISER(TO PREVENT PASSAGE OF 4"DIAMETER SPHERE),` APROVAL SEAL w HOSE BIBS (3)PROVIDED, FLOOR PLAN FOR LOCATIONS AIN EL STRINGER LESS STE . .. , INTERIOR FINISHES GYPSUM BOARD N - - GYPSUM S 34"ST " 1/2"PO �_---- 2 3/4"w X 1-5/18"h SOLID 2-PLY CONTEMPORARY HANDRAIL-OAKW' ;STAIR RAIL- SEM AND . MOISTURE RESISTANT GYPSUM BOARD IN BATHROOMS, DUROCK(OR EQUIVALENT)AS SUBSTRATE FOR TILED SURFACES WALL MOUNTED RAIL LINNEA HRB11 BRACKET W/. I i 2-3/4"w X 1-5/8"h SOLID 2-PLY CONTEMPORARY HANDRAIL-OAK --_ INTERIOR PAINT PRIME COAT&PAINT TO BE FINISHED BY SITE CONTRACTOR OR CLIENT, -- - --- ---- --------------- -- -- -- --- INTERIOR BALCONY RAIL'- AGS 42"STAINLESS STEEL CABLE RAIL W/1-1/2"X 1'1/2" POSTS W/STEM AND - _--- STERN RESIDENCE n „ -3/4"w X 1-5/8"h SOLID 2-PLY CONTEMPORARY HANDRAIL-OAK " INT. DOORS&TRIM BASEBOARD AND DOOR CASING 9/16"X 3-1/2"BASEBOARD, 11/16"X 2-1/4" DOOR CASING-PRIMED PINE _. „ ' , J_.. __-.�_._ .-. ---- —-- -------- -- .�. ------- ----- - --- 2400 RUTH ROAD INTERIOR SWING DOORS PRIMED,SOLID CORE BIRCH;FLusHALL JOINTS, PENETRATIONS AND OPENINGS IN THE ENVELOPE TO BE SEALED PER NYS RESIDENTIAL MATTITUCK, NY 11952 - ------ ----- —-- -- -- - -- ----- _---- —I- ------ --- ----- INT. SWING DOOR HARDWARE. BEDROOM AND BATH: SCHLAGE- DEXTER SOLSTICE PRIVACY LOCKSET,J40 SOL sus` CODE TABLE R402.4.1.1: AIR BARRIER AND INSPECTION COMPONENT CRITERIA COPY OF CHECKLIST IS LOCATED ON SHEET G0.02 OF THIS SET. ALL OTHER:SCHLAGE-DEXTER SOLSTICE PASSAGE LOCKSET,J10 SOIL 619 PROJECT MANAGER: DAVID McCOY DESIGN CONTACT: CARL MILLER BYPASS DOOR-CLOSET, PRIMED, HOLLOW CORE BIRCH, BYPASS DOOR, FLUSH ENGINEERING CONTACT: JEFF FARRELL BYPASS DOOR HARDWARE-CLOSET- JOHNSON HARDWARE 2222 SLIDING DOOR HARDWARE Revision Date Description 12/23/14 LOCAL SUBMITTAL :. ,_R POCKET DOOR-LAUNDRY HOLLOW CORE BIRCH POCKET DOOR 1 1/9/15 LOCAL SUBMITTAL REVISED POCKET DOOR HARDWARE-LAUNDRY, SCHLAGE POCKET DOOR LOCK 991 619 -- --- DOOR STOPS MFR:SCHLAGE FLOOR MOUNT GARAGE W-SERIES PURE - SPECIFICATIONS I FINISH:SATIN NICKEL CLOSET SHELVES FRAMED CLOSETS ` 12�'^BUILT IN MDF SHELF, 1-5/16" HEA VY DUTY CHROME CLOTHES BARS - MAJOR AREA SUB AREA SPECIFICATION EXT. SIDING AND TRIM,- MOD A-SIDING MFR:JAMES HARDIE ' DESC: HARDIE REVEAL 2.0 PANEL SIDING, HZ5 SMOOTH, CONCEALED METAL, PANELIZED FIBER CEMENT; ,... - . _ _,._.,., � FRAMING FLOOR CONCRETE SLAB ON GRADE, SLOPED 1/4"PER FOOT TO DOOR OPENING. ' COLOR: PAINTED IRON GRAY BY SITE G.C.` MOD B- SIDING MFR:JAMES HARDIE _ EXTERIOR WALLS x6 WOOD FRAMING WITH OSB SHEATHING DRAWING TITLE: 2 DESC: HARDIE REVEAL 2.0 PANEL SIDING, HZ5 SMOOTH, CONCEALED METAL, PANELIZED FIBER CEMENT: r..," SPECIFICATIONS COLOR PAINTED IRON GRAY BY SITE G.C.g I ROOF I-JOISTS @ GARAGE) -- --- - - - - --— - ---- -- - 2X8'S @ BREEZEWAY GARAGE) MOD C-SIDING MFR:JAMES HARDIE, _ SIDING' SCALE AT 22X34: 1/2�� = 11-011 DESC: HARDIEPLANK 5 REVEAL LAP SID SIDING GARAGE-SIDING MFR:COULSON COLOR:COBBLESTONE SC' 1X6 T&G MICRO GROOVE ENGINEERED CEDAR BLU MODULE: COLOR: MOD B-ACCENT SIDING MFR:JAMES HARDIE. fSIDEBREEZE „.. TRIM 'DESC: HARDIEPLANK 5"REVEAL LAP SIDING - ED CEDAR-SIZES PER PLANS COLOR:COBBLESTONE' WESTERN R EE WINDOW+DOOR SCHEDULE G1.01 FOR MORE INFORMATION EXT DOORS, S ENTRY-SOFFIT MFR: COULSON _ WINDOWS,&ACCESS COLOR:NATURAL GROOVE ENGINEERED CEDAR _ DESC: 1X6 T&G MICRO„.,., ,.,.. .. _w ... .._,. .... ...:,.__.�. , ROOFING FLAT ROOF MFR: CARLISLE - DESC:SURE WHITE EPDM MEMBRANE.60 MIL COLOR:WHITE MOD B-SOFFIT MFR: JAMES HARDIE _ DESC: HARDIE FIBER CEMENT, HZ5 NON-VENTED, SMOOTH, SOFFIT PANED. COLOR. PAINTED IRON GREY BY SITE G.C.f``"'" " EXT. SIDING AND TRIM DOWNSPOUTS MFR: DREXEL DESC:ALUMINUM, CHARCOAL GREY MOD B-FASCIA" MFR:JAMES HARDIE; DESC: HARDIE REVEAL 2.0 PANEL SIDING, HZ5 SMOOTH, CONCEALED METAL, PANELIZED FIBER CEMENT; COLOR: PAINTED IRON GRAY BY SITE G.C.r -- TRIM AZEK TRADITIONAL;SEE ELEVATIONSFORSIZES AND LOCATIONS - - EXT. DOORS,' SEE WINDOW+DOOR SCHEDULE G1.01 FOR MORE INFORMATION WINDOWS, &ACCESS j ROOFING SIDE MODS-FLAT ROOF, MFR:CARLISLE, , DESC:SURE WHITE EPDM MEMBRANE. 60 MIL" COLOR:WHITES DOWNSPOUTS MFR: DREXEL` j DESC:ALUMINUM, CHARCOAL GREYr. i RING ALL MODS- FINISH FLOORING MFR:SHAW, FINISH FLOG , DESC: MARINA,CRYSTAL COVE 504 MAPLE, 5"x 3/8"WITH UNDERLAYMENT FINISH:CLEAR FINISH, , MECHANICAL ROOM FLOORING SHEET VINYL: FORBO MARMOLEUM: ETERNITY SHEET VINYL- MFR: HEAT&GLO FIREPLACE BREEZESPACE• DESC: COSMO 42 W/ TONIC FRONT, FINISH: NEW BRONZE MEDIA: EBONY(BLACK) „ SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL -- - r. PROJECT MODULE: SHEET NUMBER G1 ■ ■ Window Schedule - Visible C � - Venting Hardware /ear Opening Clear Opening Clear Clear Opening RVT Link: Model Manufacturer Exterior Material Intenor Material Hardware Style Finish _ Jamb Return Glazing Blu DP Rating Blu_U-Factor Blu SHGC 1 Glass Area Width Height Opening Vent Egress Comments Name. Count T e Ta Width Height Rough Width Rough Height Model Number Direction ! _ YP 9 - - -= - ------------ - ---- --- -- - - ------ -- --- -- - - - - --- - - -- ------- -- ----. - -- -- - - ------ ---- --- y - - _ .. 2 %C35 2'-7 1/2" 14'-11 7/8" 2'-8 1/2" 5'-0 7/8" CX15 (L) 400 Series _ Andersen Sandtone White-Factory Painted Contemporary Folding White Pine-Painted White High Performance Low-E4 Tempered 50/50 0.29 0.32 10 SF 2'-1 11/16" 4'-7" 10 SF Yes. Screen-White Mod A FA4T 4'-0" 1'-5" 4'-1" 1'-6" -. AR41S N/A 400 Series Andersen - Sandtone White-Factory Painted N/A N/A Pine^Painted White. High Performance Low-E4 Tempered ^ 50/50 0.29 0.32 - 14 SF 0 0 0 SF No !Mod A 1 -- - - -- ------ - - - --- . " -� - - -- - - ------ ��� --- - ------ - --- ry 9 No Mod A 1 FA6 5'-11 7/8" 1-5' 6-0 7/8" 1 -6' AR61 S N/A 400 Series Andersen . Sandtone White-Facto Painted N/A N/A Pine-Painted White High Performance Low-E4. 50/50 0.29 0.32 6 SF 0, 0� 0 SF 1 M1 2'-11 15/16" 7'-5 1/16" 3'-0 15/16" T-6 1/16 CXW155(R)+A31(S) (R)+(S) 400 Series Andersen_ Sandtone White-Factory Painted Contemporary Folding White Pine.-Painted White High Performance Low-E4 50/35 0.28 0.21 113 SF 2'-6 1/8 4-11 15/16 13 SF Yes Screen-White Mod A �"� 0 M E S -- White-Factory Painted N/A N/A Pine-Painted White High Performance Low-E4 50/50 0.29 0.31 7 SF 0" 0" 0 SF No Mod B �i 2 M2 16'-0 3/8" 2'-4 3/8" 16'-1 3/8" 2'-5 3/8" - '(4)AW41 S ;N/A:,; 400 Series Andersen I Sandtone _ --- -- 1 !M3 6'-9 3/4" V-5" 6'-10 3/4" V-6" (2)AR351S N/A 400 Series Andersen Sandtone White-Factory Painted N/A _ _ - N/A Pine-Painted White High Performance Low-E4 50/50 0.28 - 0.21 3 SF 0" 0" 0 SF No _ - . Mod B 4 C35 2 -7 1/2" 4'-11 7/8" 2'-8 1/2" 400 Series Andersen Sandtone White-Factory Painted _Contemporary Folding White _ Pine-Painted White High Performance Low-E4 50/50 _ 0_29 _ 0_32 - 10 SF 2'-1 11/16" 4'-7"_; - 10 SF Yes Screen_ -White Mod C - -._. _ -� „ --- - - - Contemporary Folding White Pine-Painted White High Performance Low-E4 Tempered 50/50 0.29 0 " '- " - _ - - - -- - b I u h o m es.co m 2'-7 1/2 4-11 7/8 I2-8 1/2 5-0 7/8 CX15 (L) 400 Series Andersen Sandtone While-Factory Painted Con p ry - g - - g - p- _ - - - 32 - - 10 SF 2 1 11/16 4 7 10 SF Yes Screen White Mod C 1 C35T __..._ ___ 0"0"0"0"__-0"0"0"0"_. _ _ _ _ -_--. _ _-0"0"0"0"_ 130 TURNER STREET I WALTHAM,MA 02453 I T:866.887.7997 „ " 1 DC55 5'-2 3/4" 4'-11 7/8" 5'-3 3/4" 5'-0 7/8" CX25L, CX25R (L), (R) 400 Series Andersen Sandtone White-Factory Painted Contemporary Folding White Pine-Painted White High Performance Low-E4 50/50 0.29 0.32 21 SF 2-1 ,11/16 4-7 20 SF Yes Mod C 100 N. FOURTH AVE. I ANN ARBOR,MI 48104 1 T:734-707-9440 1 FA3T 2'-11 15/16" 1'-5" 3'-0 15/16" V-6" AR31 S N/A 400 Series Andersen_ Sandtone White-Factory Painted N/A N 1 A Pine-Painted White High Performance Low-E4 Tempered 50/50 0.29 0.31 4 SF 0" 0" 0 SF ` No_ Mod C 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 I T:415.625.0809 4'-0" 1'-5" 4'-1" 1'-6" A_R41 S N/A 400 Series _ Andersen. Sandtone White-Factory Painted N/A N/A Pine_' Painted White High Performance Low-E4 50/50_ 0.29 0" -u 0" 0 SF No Mod C This document is intended for the singular view of the party to which Blu Homes 1 FA4 n_err -, and - ------ -- -- ----0.31----4-SF-- -- --- - -- ---- ----- -- -- -._ - -" - - - -- -"- - - Pine N/A N/A Pine-Painted White Hi h Performance Low-E4 Tempered 50/50 0.29 0.31 4 F - �'--T- --- has presented it. Any copying,distribution,or otherwise sharing of the text, 1 FA4T 1 4'-0" 1-5 4-1 1 -6 AR41 S N/A 400 Series Andersen Sandtone - White Factory a t d g p - S 0 0 0 SF- No Mod C images,or data therin expressed of this document is a violation of the terms to " 1'-5" 6'-0 7/8" 1'-6" AR61 S N/A 400.Series Andersen Sandtone White-Factory Painted N/A N/A Pine-Painted White High Performance Low-E4 Tempered 50/50 0.29 0.31 6 SF 0" 0" _ 0 SF No Mod C 1 FA6T ;5-11 7/8 -_-_--. . -_-- _ --__ - _ ----- -- -- -------- - ------ __ _-___ __ - which said party has implicit) agreed upon b accepting this document. ---- - - - 1 - - - - White-Facto Painted N/A N/A Pine-Painted WMte Hi h Performance Low-E4 50/50 0.27_ 0.34 3 SF 0" 0" 0 SF- 'No Screen-White M_od C p g M 6'-9 3/4" 1-5" 6'-10 3/4" V-6" (2)AR351S N/A 400 Series Andersen Sandtone -- ry - _ _ -- _ 9- _- - - _ _ _ - ._. - I 5 3 --- -- -- - -- - - - - -- - - -- - ---- - -:--------- - - - - - --- - - -- - - ----- -- - --- -- ----- - - ©ALL RIGHTS RESERVED " <. �� t ' 3/4" - 4'-11 718 T-11 3/4" 5'-0 7/8 .�. CX15L, CX15S, CX15R L , S , R 400 Series Andersen Sandtone White-Facto Painted Contem or a Foldin White Pine-Painted Whi e. Hi h Performance Low-E4 50/50 0 9 - 1 M4 7-10 - -� - ---- --- � ).�) )----- 1.��--- - ------- _i ---- -- -.2 0.32 10 SF .� 2 1 11/16 �4-7 10 SF - - Yes ---- Mod C. � - ----- -- - -- - __ -------- - -. CONSULTANTS -•- -- - -- - _ ry P rY g -- g - FOR WINDBORNE DEBRIS PROTECTION, SITE G.C. TO PROVIDE PRECUT 7/16" (MIN.) OSB WOOD STRUCTURAL PANELS WITH ATTACHMENT HARDWARE FOR ALL WINDOWS AND DOORS: 2 1/2" #8 WOOD SCREWS TO BE FASTENED @ 16" O.C. SPACING FOR SPANS LESS THAN 6' AND 12" O.C. FOR SPANS GREATER THAN 6'AND EQUAL TO OR LESS THAN 8'. RE: 2010 RESIDENTIAL CODE OF NEW YORK STATE, R301.2.1.2 To the I - - - `-- -- -r y knowledge,belief,and professional judgement,these plans and<. Exterior Door Schedule specifications at of sf are in compliance with the Residential Code of New York State. Rough Rough Venting _ _ QUALITY ASSURANCE AGENCY Blu DP I U- Visible APROVAL SEAL Tag Width Height Width Height _- Model Number Direction Model Manufacturer Exterior Material Interior Material Sill Style Hardware Style = Hardware Finish Jamb Return Screen Glazing Rating Factor Blu_SHGC Glass Area Comments 101 4'-6 3/8" T-41-1/2" 4'-7 3/8" 8� -0" �FWHID3180=FWSLD1780 (R) A-Series Frenchwood An Andersen Sandtone White-Factory Painted Gray Appearance Metro-Anvers: Corrosion Resistant Satin Nickel Pine-Painted White N/A - High Performance Low-E4 Tempered: DP Upgrade. 65/70 0.30 0_24. 30 SF 11 - 1 '102 15-11 1/4" T-11 1/2" 6'-0 1/4" 8'-0" 1 FWGD6080 (R) A-Series Frenchwood Andersen Sandtone White-Factory Painted Gray Appearance Metro-Anvers Satin Nickel Pine-Painted White Sandtone-Gliding Insect Screen High Performance Low-E4 Tempered: DP Upgrade 70/70 0.32 X0.26 30 SF 110 3'-1 5/8" 8'-1 5/8 3-2 5/8 8-2 1/S S8000-LE (R) Smooth-Star ThermaTru White Wrapped White-Factory Painted Gray Appearance Schlage Dexter Solstice Keyed Entrance,J54 SOL 622,SPRING HINGE Satin Nickel_ Pine-Painted White N/A - Glass, Low-E,Tempered 50/50 0.21 0.30 9 SF 111 15'-11 114" T-11 1/2" 6-0 1/4" 8'-0" FWGD6080 (L) A-Series Frenchwood Andersen Sandtone White-Factory Painted Gray Appearance Metro-Anvers Satin Nickel Pine-Painted White Sandtone-Gliding Insect Screen High Performance Low-E4 Tempered: DP Upgrade 70/70 0.32 0.26 30 SF Sandtone White-Facto Painted Gra A earance Metro-Anvers Satin Nickel Pine-Painted White Sandtone-Glidin Insect Screen Hi h Performance Low-E4 Tem ered: DPU rade 70/70 0.32 0.26' 30 SF 112-11 1/4" T-11 1/2" U-0 1/4 8'-0" FWGD6080 (R) A-Series Frenchwood Andersen ry y pp _ --- -- -- -- -- - - -- - n - -ndtone --- ---------- e �G - -- - -- - - --- Painte- White a ne--- -Ins -- --- - - - ------er -- - -- ---- - -' - -- -- - - -------- -- - _--- g - 9 - P P9 113 15'-9" T-11 1/2" 15'-10" 8'-0" FWGD-4-151080 :N,/A A=Series Frenchwood Andersen Sandtone White-Factory Painted Gray Appearance Metro-Anvers Satin Nickel Pine-Painted White Sandtone-Gliding Insect Screen High Performance Low-E4 Tempered: DP Upgrade . 50/50 0.32 0.26. 86 SF �� 11 .. - - - Satin Nickel Pine Painted White Sandtone Gliding Insect Screen Hi h Perfor a c 114 15'-9" T-11 1/2" 15-10 8-0 FWGD-4-151080 ;N/A A-Series Frenchwood Andersen Sandtone White Factory Painted Gray Appearance Metro Anvers n N g g m n e Low E4 Tempered: DP Upgrade 50/50 0 32 0 26 86 SF . - i _ -- �___-- --- ---� -�- ------- - ---- -- - - ----�-0"0"0"0"__----- STERN RESIDENCE FOR WINDBORNE DEBRIS PROTECTION, SITE G.C. TO PROVIDE PRECUT 7/16" (MIN.) OSB WOOD STRUCTURAL PANELS WITH ATTACHMENT HARDWARE FOR ALL WINDOWS AND DOORS: 2 1/2" #8 WOOD SCREWS TO 2400 RUTH ROAD j BE FASTENED @ 16" O.C. SPACING FOR SPANS LESS THAN 6' AND 12".O.C. FOR SPANS GREATER THAN 6' AND EQUAL TO OR LESS THAN 8'. RE: 2010 RESIDENTIAL CODE OF NEW YORK STATE, R301.2.1.2 MATTITUCK, NY 11952 PROJECTc Interior Door Schedule` DESIGN CONTACT: CARL MILLER ENGINEERING CONTACT: JEFF FARRELL GENERAL NOTES: Tag 1 -- Width Height Rough Width Rough Height Manufacturer Description Hardware Type Hardware RVT Link:. W Revision Date Description Finish Comments Name LOCAL SHEET'LEGEND 1. ALL WINDOWS AND DOORS TO COMPLY WITH - - -- - - --- - ---- -- -- --- -- - - --- --- ----- --- - -- - =---- ---- - - SHADED AREA AAMA/NWWDA 101/1 S 2 & AAMANVDMA 101/1 S 2/NAPS 12/23/14 LOCAL SUBMITTAL 103 4'-11" 6'-9 3/8" 5'-1" 6-10 3/4" Johnson Hdwr/Masonite Slider-B mass:Closet-60"x80" Closet Pull Brushed Metal Mod A. INDICATES FACTORY 104 2'-8" 6'-8 2'-10 1/2". 6'-10 114" Masonite Single- Interior:32"x 80"Solid Core Latchset_Privacy Brushed Metal Mod A - 2. EXTERIOR WINDOWS AND DOORS SHALL BE DESIGNED TO --- ------ - - -- ---- - - --- ----- -- ---- - -- - --- PERM117 D BY STATE 1105 12'-8" 6'-8" 2'-10 1/2" 6'-10 1/4" - -T- t 31)1.2(2) ---- - Masonite Single-Intenor:32"x80 Solid Core Latchset: Privacy Brushed Metal :, .� Mod RESIST THE WIND LOADS SPECIFIED IN TABLE R 4'-11" - 6'-9 3/8" V-1" -_ 6'-10 3/4" Johnson Hdwr/Masonite ISlider_Bypass_Closet_60"x80"0" Closet Pull_ Brushed Metal Mod A ADJUSTED FOR HEIGHT AND EXPOSURE PER TABLE R301.2(3). 108 T-8" 6'-8 2 10 1/2 6 10 1/4 Masonite . - Single-Interior:32"x 80 Solid Core Latchset: Privacy Brushed Metal Mod A - 109 --- - --- 2'-6" 6'-8 3/4" - 5'-5" T-1" Johnson Hdwr/Masonite Slider-Packet:Single-32"x80" Closet Pull Brushed Metal Mod A - 201 2'-8" - 6'-8": 2'-10 1/2" 6'-10 1/4" Masonite Single- IntLrior:32"x 80"Solid Core Latchset: Privacy Brushed Metal Mod C ------ _ !,202 5'-11" V-9 3/8" 6'-1" 6'-10 3/4" - Johnson Hdwr/Masonite I Slider-Bypass:Closet-72"x80" Closet Pull Brushed Metal Mod C 203 '�2'-8"_ 6'-8" 2,-10 1/2" V-10 1/4" Masonite Single Interior 32"x 80"Solid Core Latchset: Privacy Brushed Metal Mod C i 2'-8" 16'-S" 2-10 1/2" 610 1/4" Masonite _ Single-I tenor:32"x 80"Solid Core Latchset: Privacy Brushed Metal Mod C ' !204 I Ir tenor: 5'-11" 6'-9 3/8" 6'-1" 6'-1 0 3/4 Johnson Hdwr/Masonite Slider-Bypass:Closet-72 x80 Closet Pull Brushed Metal Mod C -- --- --Johnson 2'-8" 6'-8" 2'-10 1/2' V-10 1/4" ' Masonite Single-Interior: x 80"Solid Core Latchset: Privacy Brushed Metal Mod C 2 -- - - --- - --- - --- -- - - --------- ---- ----- ------ -A' - - ---- -77- 207 - 7- --- -- 207 2'-8" 6-8" 2'-10 1/2" 6'-10 114" Masonite Single-Interior_32"x 80"Solid Core Latchset: Privacy Brushed Metal Mod C - -- --I - ------ -- - --- - -;---- -g -- - y - DRAWING TITLE: 208- - 2'-8" 6'-8" 2'-10 1/2" 6-10 114' Masonite Sin le-Intenor: 32' x 80 Solid Core Latchset: Privacy Brushed Metal ' Mod C:, WINDOW AND DOOR SCHEDULES SCALE AT 22X34:AS Indicated BLU MODULE: Site Built Garage Door Schedule Tag j� Width -� Height Type Manufacturer Model Function Description Latchset Type Type Comments SIDEBREEZE 115 3'-0-0" 6'-8" 36"x 80"Solid Core DP Upgrade ThermaTru Smooth-Star Exterior Pre-Hung Door/Frame Latchset: Entrance DP UPGRADE 116 116'-0" T-0" Clopay Avante Clopay Avante Exterior Garage Door:Avante-Clopay W6 Wind Rating r117 116'-0" IT-0" Clopay Avante Clopay Avante Exterior Garage Door:Avante Clopay W6 Wind Rating i • 1 . i I SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER G1 Ol • ■ ■ i 8,00 Kitchen • 7777 77 7 8.01 Kitchen Layout tanr-.�nrd - r n1.7t�rt�' e t 8.02 Casework Slcb Dc,r-BIANC,O WHITE GLOSS(foil) S,nec anl Con Selection Item q Date Category ry .,-... .. Sped ication Pecfication 8.03 Casework Hardware Ear ru:I,13n.I5"Y,d Satin Nick✓ ,r'A4<,, „nu29 8.04 Upper Cabinets Option N0 r r 8.G Kitchen Sink Kohler Vault I r>_,Sinflle Base Sink,Stainlesr S`.c^I,t. 38'?1 1 ",'." 1.0 0 Model 1.01 list ed;c, r ns 8.06 Kitchen Faucet see trim e";fixture package Garage Series W Series • .. " ` 1.02 Garage Model PURE i n' # ('at1'<: t; 8.07 _ --Sink Drain&Disposal `: i 'Lit_t liner,Stalnlr^ss_ - - - 8.0;3 Countertop r t >,). ,.:4i, (Polished),Quartz-PEBBLE 22'-8"D X 26'-8"W,PARAPET,FLAT ROOF 8.09 Backs lash - -3,X,-FIRST SNr)1,.^J l�IAP-a,t.f,"0.LISH',) :t=^� c SIDE DOOR ENTRY I" `-•r``"✓`'l p :7fl+ir� 1.03 Description of Garage U o mes.co m I t'S Ver' ' Fire Protection, ::C) 8.10 Kitch(,n-Appli. Package PRC}FESSIONAL Packaim 1.04 WUI FEire Protection NO 8.23 DISHWASHER Thermador Dishwasher,Stainless Steel,DWHD440MFP x2.00' Insulation&Framiing 1245 NIMITZ AVE. I MARE ISLAND,VALLEJO,CA 94592 I T:886.887.7997 27 C+,; r r ntic;ns F wind r ^rrir; f; Structural U r s ades 8.2`r REFRIGERATOR gob Zero ei IIntegrated Refrigerator/Freezer,Tubular Handles,Stainless Steel, 2.01 Floor Concrete Slab on Grade - g p This document is intended for the singular view of the a to which Blu Homes has {)= "1 g p> 2.02 Roof Framing I-Joists / 2.03 Wall Insulation Uninsulated data therin expressed of this document is aoviolation of the terms to which said party' oat Metal Roof s¢:o trate P Y copying, 9images, 3.25 -MICROWAVE Wolf Drawer Microwave,Stainless Steel,MD30TE S 1, D(!iv^ry Premium 2.04 Roof Insulation Uninsulated has implicitly agreed upon by accepting this document. "- r � �tG. � � �. i3.00 ;, Exterior Siding ©ALL RIGHTS RESERVED ?.G1 Sic:, ig `r: ;i.L ,C :.. tames I;-r'; !',.�r ;; •-!:,•'k,Stnc;,oth,CrlorPh;s,Fir'ii,,h,5•"Reveal 8.26 7/17/2014 -RANGE Wolf Gas Conktop,Stainless Steel,CGs651P/_, - 3.01 9/17/2014 Exterior Sidin(Pure) Engineered Clear 1x6 T&G V-Grove Cedar(see notes) ---- ;,;+1`,,`✓'•: teal'C`: ':';.at 1 Rove ! r' ':,c'I Siding,,°S7 10011 -- ----- - ,,. ,a4 3.02 9/17/2014 Trim(Pure) Clear Western Red Cedar(see notes) FOR CONSULTANT USE '.02 :cel?t 8.27 -HOOD ModernAire Hood P51018-136 36"400 CFM 3.03 Wolf Built-In Single Oven,E Series,5030-2U/S AND Wolf Warmin,; 3.04 7 rim A7ck trirn(F1::retie);Clear Cedar trim('Alestern Red Cedar) 8.28 OVEN Drawer,WWD30 3.05 +.;ii Ay _ i` H:;3r; Evr.i.',�i t:il£l S`i°;il .`J'^CG" , 8.29 WINE FRIDGE fir..) 3.06 Sr" t t iI -c -' ,r'; ice€ 8.30 INTEGRATED FRIDGE NO 3.07 Tr;m to gnat:h main siding; painted to match 8.31 Customi a"ions - - - --- - 8.3� -T- :4.00 Roof- Y Cc Cu omi7.-,tions - -- 9.00 !`:!Easter tenth 4.01 Roof((Gar.&Breezeway) Carlisle Sure White EPDM Membrane ceda oun the bre , ace - r ersP 9.01 Cath Cabin V ql' in Shower with Tileci rkoor 4.02 Downspouts(L-and Drexel Metal Gutter and Downspout-CHARCOAL GREY i.:0Or, �V in 'was 9.04 Rainhead shower(S6320EP)-includes valve W-Series) r'.rift, ':1`:" r�.tt rr^res,-�C�il'P"Yi''ttr?ry - - - - - - - -- -- - -- - - - -- -- -- -- -- - - - 4.03 Roof(S-Series) Drexel Metal Standing Seam Panel-HEMLOCK Not Applicable = -- - - - 3.01 E"° nor in,lindo,A. r Bath collection see trim&fixture package 4.04 Downspouts&Gutter Gutters&Downspouts,color matched to metal roof _ i srsJ ; F 9.C.• P g P 3.02 I uerior Cas ;&Pietist{ and"''r;itc'I"J-.) A°arc 9.06 Bath Accessories see trim&fixture package (S-Series) i_t :rs.L,7,✓ E. - -- c`:1-'•`:'�'7T`'i.:e'`=``?"r.'._`e':::,''_`:°': ' , 9.07 Bath Sink Faucet see tom&fixturePackage soffit Not ,•C" Er nor Doors _ _p..-..... S7tin ^nv Mirror FlatSquare Edged Mirror(perdraivinp) 15.00 Exterior Windows and Doors _ 9.01 Toilet TOTO Aquia II Dual Flush Toilet,White,CST416P.1 -5.01 t 3.C^ 1 7,✓:^; A -€ iterior Door Finish l;i`�i ,,F ii ?';ii;gra'^. s `',i1 itE s soca 1, n,t# i;.rrd.� re 9,10 Bath Sink(double vanity) Kohler Verticyl Undercounter Lavatory Sink,White,K 2832 9.11 Bath Floor(incl. base trim) Daltile-Porc(slr:in-12x24-UNITY AVORIO „'S r,:,,,vr,it. e;,,,t 5.02 lJ:)r1 r$ ..rt•�-F t1; I •r , <,-, = --- .. ... _--. -. __-_ ___ -._________.. ___.__.--.--..___-____. ____ '1% R= - F:x1 A7 esp:,c=am Door .t` 9.12 Bath Surround(Wall) D..til 1 6-BR IL B!.ACK S'ATF g Cal"�r 'i"=�t�r-r< F; .r{?,.,•;�r„ - - - - - .. .- - - - - - --- - ------- - ------- - -- "" "" 9.13 5.03 Door Hardware-Swing Lever Keyed Entrance Lock,Satin Nickel r' ' _' t {union Door Finish ^.;,.r;„ r,it`':'Jhit^:;c': ss arid E"n` :" '13zrc'.-'..c, 9.14 Countertop C:'r^s:)rt,zm{ (Poli lted),C?u.art✓ PEt3tl1 E 5.04 Exterior Doors Therma-Tru Smooth-Star Fiberglass Door 5100 Solid Panel Door Ci.. - 9.15 Cabinetry Slab Door-BALI PEAK with Tru-Defense Mill Composite Adjustable Sill,Brushed Nickel rior .r"?trance Door ",ndersen Arcl%itecturol Series Hinged Inssving,Aluir:inum CI d,Lokv E Fu!I 9.1;; Casework Hardware I':op;hv,_4!Bar Pull,Brushed Satin Nickel,!;1-^,'.2,N1/129 Hinges,DP Upgrade.Paint to be finished by Site Contractor or l,I,ass Frc;n',Intl-rior and Exterior Color to match door selection above 9.17 Shower Shelves NO Client E* < rior i`+,-( s:::,rir>s crwa . , Atlas Homres Par gon Doorbell Button.,Stainless Steel,D3645 Grab Bars NO 5.05 Neutra House Numbers NO : r :'i •ah 7+,r;ith,VireJ Door Chirne,White:,DW-35 9.1 9.1:i Customization,,r 5.06 Garage Opener Liftmaster Elite 3/4 Horsepower Belt Driven Opener. -- - --Ni tr,i I'o• ise Numbers 9.2ti _ C7 0: , :t<rtians - STERN RESIDENCE 10,00 Rath.2 Garage Door Clopay Avante Garage Door,16 W x 7 H,Clear Anodized nn 1 Upgr:.cle r$1!Andersen Doors to 400-Serics Frenchwood Units 10.01 Bath Cabin i:,b vri.1'i A non:Stn rile Ensemble '6 00 Interior Finish andl Electrical L-'-- I _0 I-c,;,f 10.02 Handshower option NO 6.01 Interior Finish Open Stud 2400 RUTH ROAD 4.01 Fla! Roof Carlis.l^Sure White EPDM Membrane10.03 6.02 Interiorr Paint Not Applicable -_ MATTITUCK, NY 11952 4.02 Gut`er&Downspout " .;' 1 i'vIe r 1 Gutter an D,..rrspo+st-Charcoal Grey 10.04 Glass Door-Tub/Shower NO 6.03 Lighting Standard:Garage Flourescent Light 4.03 Cus!omizations 10.05 Bath collection see trim&fixture package 6.04 Exterior Wall Lighting Exterior Wail Sconce 4,04 10.06 Bath Accessories see trim&fixture package 5.00 10.07 Bath Sink Faucet see trim&fixture package 6.05 . - . on';) St ;1vc>t'-ttrirnrY ti-,,€i' , rh,ov-MAR;rdA,CRYSTAL COVE(504) "f,1 ?le,S"x 3/a"- Mirror Flat Square Edged Mirror(per drawing) 6.06 C'c;:r-.` Tr; t f'.:!i, ,rr,;int- a 10 C8 a ) or. F,;•+',-•^ t', ar ., .,, itrti ! Peter Stern S'01 Finish Flooring with 10.09 Toilet TOTDAquia 11 Dual Flush Toilet,White,CST416M ;r'r+err;l: rn - - pstern@thestrategicagency.com unc'erlayment 10.10 Bath Sink Kohler Verticyl Undercounter Lavatory Sink,White,K-2882 6.07 t. rJ::=r r ,,,, F=Io5,1ran d-fir'tV4 ,!A 5.02 r1echanical Flooring Marmoleum Eternity or equivalent 10.11 Bath Floor(-incl.base trim) Daltile Porcelain-12x24 UNITY GRIGIO wJsrow V,'htte Front 6.08 Electric Car Charger NO - - - SALES REP: 10.12 Bath Surround(Wall) Daltile-Porcelain-12x24-UNITY BEIGE wl s',ow V.'h',.te grout 18.00 Garage Customizaition,. � T" LORIANN KRIZ - -- ---------�-- "--�-- loriann.kriz@bluhomes.com 03 7/16/X14 Fireplace Option t,r'•`r'r:+js;c + r< <•) 10.13 Countertop_ LG HI-MACS Acrylic Solid Surface-CANOSSA 8.01 Custonnizations @ - - - - - -_- - _._- _ _ _ _. 10.14 Cabinetry Slab Door,Maple-NATURAL 8.02 Add 2nd Garage Over Head door PROJECT MANAGER. n.endec°r;,r,r>re',r:- e onl:? DAVE M COY ,.G4 L ocation(s) 10.15 Casework Hardware Hop va;)ll Bar Pull,Brushed Satin_ Nickel,M432,M429 dave.mccoy@bluhomes.com P• 10.16 Shower Shelves NO Garage Opener--Fire pace Finish C. ,);i°:"= g P Liftmaster Elite 3/4 Horsepower Belt Driven Opener. r!replace Media c!:,!C':=',, +'LAC t: 90.17 Grab Bars NOSALES OPERATIONS: KYLE ZAYLOR _ _ 5.07 Fireplace Controls 1V. ll Control'Cln."Off,1+'1="::•1y:1 10.18 Customizations Garage Docr Clopay Avante Garage Door,16'W x 7'H,Clear Anodized kyle.zaylor@bluhomes.com S.G Fireplace Tile Surround '},!:.;le l'n.r;:c lain 127x24tJ'JITYASMIGR Y w/Snowv/ i.eercut 10.19 - - - PROJECT ARCHITECT: DAVID WALDORF `>0' 11.00 Half/Full bath 3 Option david.waidorf@bluhomes.com .10 11.01 Bath Cabin Tub with Apron:Sterling Ensemble 5.11 NLS.ter Bedroom Layout 1-Ii-IL tz 11.02 Handshower option NO PROJECT DESIGNER: 5.97 --Casework(Master Bed) 51~h Dux;-,tsi,'i�ie P,l:TL1i,AL 11.03 ARL MILLER carl.miller@bluhomes.com 5.13 (•-ssework Hardware ' "°;)xv.•ci!R,r Pull,Q usttnd Satin Niclmi,r 1432,1 42{; 11.04 Glass Door-Tub/Shower N0 5,14 Spe•t er s-Master Bedroom di - - - - - - - - - - _- 11.05 Bath Collection see trim&fixture package ENGINEERING CONTACT:JEFF FARRELL 15 Speakers Kitchen N0 11..06 Bath Accessories see trim&fixture package je!ff.farrell@bluhomes.com 5.16 Speakers-Living Room NO 11.07 Bath Sin_k Faucet see trim&fixture package 5.1.7 Wall-Mounted TV Bracing/EIC.r trical 11.08 Mirror Flat Square Edged Mirror(per drawing) 11.09 Toilet T-010/?il 'ia II Dual Flush Toilet,White,C5T416M Revision Date Description 5.18 Stair Railing Cable Railing 11.10 Bath Sink Kohler Verticyl Undercounter Lavatory Sink,White,K-2882 12/23/14 LOCAL SUBMITTAL - - 11.11 Bath Floor(incl,base trim) Daltile-Porcelain 12x24-UNITY AVORIO v;/Snow Wh r g,o,t 5.19 Stringers Steel Stringers painted gray 11.12 Bath Surround(Wall) D:ilti!e -8x36-CHENILLE WHITE LIMESTONE wi snow white grout 2 Tri ads Match to finish flooring 11.13 Countertop LG HI-MACS Acrylic.Solid Surface-ARTIC GRANITE 5.21 Fis£rs open - 11.14 -Cabinetry - - - - Slab Door,Maple_NATURAL - Gypsum[,card 11.15 Casework Hardware HopQw ';Tsar Pull,Brushed Satin N!cl,e.l, M432,M429 Moisture Resistant Gypsum board in bathrooms 11.16 Shower Shelves NO InteriorFinish - - - Durarock(or equivalent)as substrate for tiled 11.17 Grab Bars NO Surfaces - 11.18 Customizations 23 9117 i1;4 Interior Paint , Not included;Prime coat and paint to be finished by - - - - - -- - C; site contractor or client 12.00 Lighting S.2? 9/ 2C o 12.01 Lighting Package STl4f_`_L4AF.,,D i _. 17/" 1 interior Tom: Baraoo_.rc! 1/16' x 3 1/2' Primed Pine j 5,25 9/17/12!014 Int(rior Trim:Door Casing 9/15"x 2 1/4"Primed Pine 12.02 Track Lighting System(Ti) 2G 1) 17/,'614 Intc rior Doors:Swing Primed Solid Core Birch,Flush - - - - - - - - - - - Privacy Lockset at all bedrooms and baths 12.03 Track Lighting Fixture(T2) >.2? 9/17/7 3".4 Dct r F?-,rdwyre:SwingPrivacy Lockset at all other swing doors 5.28 9/17/2014 Interior Doors:Bypass Primed Hallow Core Birch,Flush 7.29 9/171.'014 Docr I iardware:Bypass Closet Door Pull 12.04 Recessed Lights(131) S.30 9/17/'014 Interior Door:Laundry Primed Louvered Pine `,.31 911Y12,01 1 Doer Stops Wall or floor mount,Satin Nickel 12.13 1-box,Wire,and Brace for client-provided ceiling fan and fixtures(J) 5.32 9/171 C)1.1 Closet Shelves Built-in shelf,Clothes bar 12.14 9/17/14 S2-Surface Mout LED drum-Enertron 10 series LED drum 12.15 9/18/14 Fl-Strip Light Vanity-Artemide Rezek 2.5 Square strip 37 j 5.33 Customizations 12.16 9/19/14 F3-Strip Light-Lithonia Lighting T5 mini strip 5.34 12.17 9/20/14 P1-Pendant Luminaire-WAC Lighting DAX HTK-F1-454WT-W i+.OG 7r'tirrt Pia!;ars 12.18 9/21/14 P2-Pendant Luminaire-WAC Lighting 0454 - . G.01 Tri;'i F<Fixture Package F'",':; sr 12.19 9/22/14 WX1-LED Outdoor Sconce-WAC Lighting WS-W2605 01 Ki:r ter,Faucet IVloen Arbor with MotionSense,Spot Resist Stainless,7594FSRS 12.20 Customizations DRAWING TITLE: 5,03 Ba!')Sink Faucet Moen 90 Degree Faucet,56700 Single Handle Faucet,Chrome Finish 12.21 take out pendant fixtures and leave j boxes r(_''l B:.: Icollc^ction Moen 90 Degr"et=Collection 13.00 Mechanical CLIENT ADJUSTMENTS/ - C.", Pa:zer Holder Moen 90 Degree Paper Holder,YB8808CH HVAC 6.01 Towel Bar Moen 90 Degree 24"Towel Bar,YB8824CH Lennox Flite Series(15 SEER) OPTIONS 6.07 Tod el Ring Moen 90 Degree Towel Towel Ring,Yf38886CH XC16 Air Conditioner/XP 16 Heat Pump with 2-stage cooling - - - - - - - - - - -- - - - - - - - - - - - - 6.08 Rote Hoolk Moen 90 Degree Robe Hook,YB8803CH FL29GV High-Efficiency Gas Furnace/CBX32MV Variable Speed Air 113ndler SCALE AT 22X34: 7.00 Laund!s y Room 13.01 H.,�a!Lhy Climate Carbon Clean 16 Medi Air Cleaner 7.01 Washer Whirlpool Electric Washer,White,WFW70HEBW icomfort Wifi Thermostat BLU MODULE: 7.02 Dryor Whirlpool Electric Dryer,White,WED70HEBW it larmony Zoning 7.03 Casc,work lc-b Door.,Maple-NATURAL 1;:7althy Climate Whole-Hon-re Power Humidifler,HRV/ERV SIDEBREEZE 2014 v6.0 + 7.0: Casework Hardware I'_•pi ,:.el!Par Pull,t,rus':ed Satin MC4c •�!,M•232,1`1429 7.G", Countertop "" i' `' ,r ire ,':'S {.,ce-RlP"CO`TOrl 13.02 RadiantFloora tion NO - - --- YY-SERIES GARAGE ,.,, 'i_ I ci P 7.06 Sill, Kohler Vault,Single Sink,Stainless Steel,K-3821-1-NA 13.03 Customizations 7.07 Laundry Room Faucet see trim&fixture package 13.04 Hot Water Heater AO Smith,Vertex,100,000 BTUH input,96%efficient,and 50 gallon 7.08 Customizaitions capacity, SHEET NUMBER: 7.09 Semi-Conditioned Crawlspace-R-10 flame resistant foam around walls(3' 13,05 9/17/2014 Crawlspace min.below finished grade), 2"concrete slab with vapor barrier, Mechanically Ventilated G1 ■ ■ L I A320 1 A3.10 2 76'-4 1/2" 26'-8" 9'-111/2" 20-10" I 18'-11" 10'-101/2" —I 9'-11 1/2" - H O M E S - - - - - - - - - - � - � bluhomes.com 130 TURNER STREET I WALTHAM,MA 02453 1 T:866.887.7997 1'-9 1/2'� 6'-11" 6'-11" � 6'-11" � _- 1T-2 1/2" 100 N. FOURTH AVE. I ANN I ARBOR, MI 48104 I T:734-707-9440 r DIECK ABOVE - 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 i This document is intended for the singular view of the party to which Blu Homes I has presented it. Any copying,diistribution,or otherwise sharing of the text, images,or data therin expressed of this document is a violation of the terms to which said party has implicitly agreed upon by accepting this document. L — — — — ALL RIGHTS RESERVED CONSULTANTS 1'-8 1%2" T-9 3/8" T-9 3/8" 36"x36"ACCESS N DECK ABOVELu y OPENING -- o o - q LU U? Z ti CL ui O _ B x o LL LL LL 6'•4" iv zz BUILDER TO VERIFY WALL a' \ 2"FLAME RESISTANT - -- DIMENSIONS W/ RIGID INSULATION BULKHEAD MFG -- 2"CONCRETE SLAB W/6 MIL. POLY (R-10 MIN.) To the best of my knowledge,belief, and professional judgement,these plans and q SPECIFICATIONS - specifications are in compliance with the Residential Code of New York State. o VAPOR BARRIER UNDER LAPPED ACCESS PANEL AND TAPED TO VAPOR BARRIER ON ` `� [�INSULATED SEE 6/A4.01 o WALL ti QUALITY SSURANCE AGENCY 1 -- -- -- - -PL---� ----� C.;, o, APROVALSEAL A4. 2J \� 36"x36"ACCESS OPENING FOLDING SIDE - 20'-2" 8'-4 3/4" 3'-0" 8'-21/4" �,A � 36"x36"ACCESS - 4 OPENING q —FLOOR SEAM 4.02 M ' 1 MODS A & i - - ------ -- 1 -1114" STERN RESIDENCE G2 - - N 02 (ABOVE) _ - MOD B in -8 114" FIXED SIDE a� Q . N 2400 RUTH ROAD o I 6x6 rn 4x6; (ABOVE) N MATTITUCK, NY 11952 4x6;of ' 4x6; A3.20! 1 FLOO�t SEAM A PROJECT MANAGER: DAVID M cCOY 1 — 2-2x6 36"x36"ACCESS DESIGN CONTACT: CARL MILLER —I— - OPENING q ENGINEERING CONTACT: JEFF FARRELL M �- FOLDING SIDE ----- - - -------- 4 2 �----------- - -- 36"x36"ACCESS OPENING 2 Revision Date Description `A3�10; N � DECK � A 12/23/14 LOCAL SUBMITTAL `a I ABOVE N j N GARAGE o - t i "' " CRAWLSPACE N 2 .10. L --- `� - MECHANICALLY VENTED (ABOVE) I 36"x36"ACCESS CONDITIONED SPACE 2'-9" OPENING N N I M I 1 rn 1 M 1 1 C C 1 4x6{ ( a UNEXCAVATED 4 - N _ 4.02 L9 r, 4x6; fV 4x6 N rn DECK ABOVE °' DRAWING TITLE: CRAWLSPAC 4x6; CRAWLSPACE & DECK MECHANICALLY VENT D FOOTING LOCATION PLAN • CONDITIONED SPACE T — - — — — — — — — — — T SCALE AT 22X34: 1/4" = 1�-��� - - - - - - - - - G1 - - — — — — — — — G1 2"CONCRETE SLAB W/6 MIL. POLY BLU MODULE: N 36"x36"ACCESS - VAPOR BARRIER UNDER LAPPED AND SIDEBREEZE OPENING o, TAPED TO VAPOR BARRIER ON ALL a, 1'-81/2" T-9 3/8" T-9 3/8" V-7 3/4�- `4 GA 1313 r i0 r N i i CV i - tv 2"FLAME RESISTANT � RIGID INSULATION (R-10 MIN.) DECK ABOVE E E 10'-101/2" 9'-111/2" 1 26'-8" 9'-111/2" 20'-10" 1 - 1 36'-71/2" 1 1 I 39'-9"10 .01 _ _ 1 76'-4 1/2" 1 1 i LOCAL SHEET LEGEND CRAWLSPACE PLAN ' i SHADED AREA INDICATES FACTORY 1/4° = 1�-�" 1 1 1 2 3 4 BUILT MODULES 1 1 , 1 1 PERMITTED BY STATE 1 SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL ' 1 1 PROJECT MODULE: SHEET NUMBER a 1 Al A� 3.10 ■ ■ l I 2.20.. 1 1 2 3 3. 4 LOCAL SHEET LEGEND 76,-4" SHADED AREA ' 1 I L 1 INDICATES FACTORY �J _ BUILT MODULES � 26'-8" ,, 10'-0" 20'-9" I �" ; 18'-10" _ - PERMITTED BY STATE 10'-10" 1 9'-11" 1 III 24'-4 3/4" ' I �"� O M E S 1 15'-6 3l4" _ 1 i - - 3.00 Bulkhead Crawlspace Access-Biico Classic Series 1 4,_0„ 1 3.08 Exterior Accessories-Atlas Homewares Paragon Doorbell Button, T.O.DECK+125'-9 3/4" 1 Stainless Steel, DB645 b I u h o m e s.co m (GRADE+124-3 3/4" 3.09 Exterior Accessories-Heath Zenith Wired Door Chime,White, 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 q /� Q' I DW-35" 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 ifl 1 rn - 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 2 \ 1 3.10 Exterior Decking-BLU STANDARD DECKING __ s document is intended r the singular view of the party to which Blu Homes - _ hi T o t fo A4.01. 5.01 Finish�Flooring-Shaw-MARINA,CRYSTAL COVE(504)-Maple, has presented it. Any copying,distribution,or otherwise sharing of the text, 111 )(TE) 112 TE 1 ��/ �i 5x3/8 -with underlayment images,or data therin expressed of this document is a violation of the terms to �- han al,Fl - which said partyaccepting his document. 5 02 Mechanical,Flooring Marmoleum Eternity or equivalent Sheet Vinyl •d art has implicitly agreed upon by t • _ r - - — 03 Fire lace- eat&Glo Cosmo 42 with Tonic Fr - r t ©ALL RIGHTS RESERVED j ]ID111V' C [17117I�i1i13.10 5 p H ont G aphi a finish --- with Black Glass media,wall control WSK21 U Fireplace Surround D It I x24 UNIGREYCONSULTANTS 3 10 i DECK (WITHOUT RAIL) 5.08 irep ace urroun - a i e-Porcelain- 12 - TY ASH - W/Snow White Grout �Tf° 5.18 Interior Railing-AGS Rainier: 36 Cable Railing with Solid 2ply w s d, �� <M2 ABOVE a;. HB W- D Contemporary Wood Handrail&Stem, Reducers(Side Mount Post) cn; ?, 113 TE) 5.18A Interior Railing Solid 2 I Contemporary Wood Handrail with Linnea �. 9- PY p rY U _ HRB11 Bracket(Wall mounted) i Wz: ... - -- -- 0. B x U= 5.19 Stringers-Stainless Steel Stringer,finished to guardrail posts, uj 4_ LL welded plates to attach treads to stringer. �� - \ 5.20 Treads-2"Oak Treads,stained according to Blu Stain pairings. 3.00 > —\ (Stain suggestion SW 3119 Burnished Walnut Semi-Transparent) I o i i 5.21 Risers-Open Risers with 3/8"Steel Rods(to prevent passage of a 4" GRADE+124 3 3/4" /\ { _ - i diameter sphere) To the best of my knowledge,belief, and professional judgement,these plans and - -- • � � y TY AVORIO W/Snow specifications are in compliance with the Residential Code of New York State. II o KITCHEN �, ---- - -- \ i i i I 11.11 Bath Floor-Daltile-Porcelain- 12x24-UNI j '? White Grout i T.O.WALL @ O.H.DOOR+124'-1 3/4" 19 x 9� 9 M3 QUALITY ASSURANCE AGENCY 1 i i i DASHED LINE 13.01 HVAC-Lennox Elite Series(15 SEER),XC16 Air Conditioner/XP16 APROVAL SEAL -- -- ' INDICATES LVL ABOVE' ?=OI_Df?'t� S�r�EI: j Heat Pump w/2-stage cooling, EL296v High-Efficiency Gas A3� i i Furnace/CBX32MV Variable Speed Air Handler Healthy Climate T.O. SLAB @ O.H.DOOR+124'-5 3/4" ' W i I i P Carbon Clean 16 Medi Air Cleaner, iComfort WIFI Thermostat, i R iHarmony zoning, Healthy Climate Whole-Home Power Humidifier, 1 1 V 1 O D /""� {4 1 V I O D U HRV/ERV, Chilipepper CP8000 Hot water recirculation pump. T GARAGE APRON C^ -a ---- i , OK SEA FLOOR r1 - - ' � i — 5.08 - / — — — — - - - 5.01 Finish Flooring Shaw-MARINA, CRYSTAL COVE 504 -Maple, 5"x3/8 -:with underlayment 2.20. 5.18 Interior Railing AGS Rainier: 36"Cable Railing with Solid 2ply 2 34 4 Contemporary Wood Handrail&Stem Reducers(Side Mount Post) O \ 1 1 �✓ ` C5.18A Interior Railing-Solid 2ply Contemporary Wood Handrail with Linnea /I t) j. 1 HRB11 Bracket(Wall mounted) i 5.19 Stringers-Stainless Steel Stringer,finished to✓guardrail posts, welded plates to attach treads to stringer. M E .S / 5.20 , Treads-2"Oak Treads,stained according to Blu Stain pairings. j /V (Stain suggestion SW 3119 Burnished Walnut Semi-Transparent) 764" I /) 5.21 : . Risers-Open Risers with 3/8"Steel Rods(to prevent passage of a 4" diameter sphere) bluhomeS.COm 26'-8" 10'-0" 20'-9" 1 V. 181-101, 130 Bath Floor-Daltile-.Porcelain- 12x24-UNITY AVORIO w/Snow 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 White Grout 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 -A 10.11 . Bath Floor-Daltile-Porcelain- 12x24-UNITY GRIGIO W/Snow I 1 White Grout This document is intended for the singular view of the party to which Blu Homes has presented it. Any copying,distribution,or otherwise sharing of the text, images,or data therin expressed of this document is a violation of the terms to DC55 I M�4 j which said party has implicitly agreed upon by accepting this document. OE 1 ©ALL RIGHTS RESERVED - - A : CONSULTANTS (C35,) { _ } BELOW 9 M2 d DASHED LINE . AS �L - w• t `r I �r INDICATES-- i � �' — --- ----------------- --- - - -----_ E; . w` LVL ABOVE E:I' LLE MASTER BEDROOM . ("� 'M3 To the best of my knowledge,belief,and professional judgement,these plans and M19'9"'x 11'-3"" ;` MOD �✓ �= MOD B specifications are in compliance with the Residential Code of New York State. r 5.01 TYP, QUALITY ASSURANCE AGENCY APROVALSEAL -- _, L. ----- - ------- I_ ----- FOLDING SID GIA diE3ALL TOILET, BATH AND FLOOR SEA".". SHOWER SPACES TO (C35>, I ,WALK-IN, .. . w -- --_.-- HAVE FIXTURES SPACEDM3 AS PER R307.1 NYRC STERN RESIDENCE \ G2 208 -- _— -- --- \� _ 2400 RUTH ROAD ' -� ._ 1= SIDS. � � � I 114 �2 , - MATTITUCK, NY 11952 N a� M C35T / in r 1 I `�' , _ 20PROJECT MANAGER: DAVID McCOY 'FLOOR SEAM \ ,,. _ DESIGN CONTACT: CARL MILLER -- - 1 5.18A _ ENGINEERING CONTACT JEFF FARRELL ---- ' 5.18 �. . 2 Revision 12/23/14Date Description ——— MAS TER BATH- ', 1o.� --- � --.-----MASTER � . wI C0�,, � FC7LDING�sIDF ----- LOCAL SUBMITTAL R.,.. " - i A3.10 ;�, �._. _ : 1 1/9/15 LOCAL SUBMITTAL REVISED CD ( � I % ,w � j IA2.20. 2 M3 rn - m O 2 2.10.) ( p co Z aO zo W ` tn N DUCT; CHASE� DN C - -- 5.20 r- C �. INTERIOR GYPSUM BOARD TO BE- FASTENED E FASTENED PER FINISH NAILINGi' M2 BELOW co _- SCHEDULE IN THE BLU HOMES`? M3 d' N D DETAILS AND TABLE O STANDAR E (, _ DRAWING TITLE: R702.3.5 OF RCNYS , (C351 _.w. 3,-� UPPER LEVEL FLOOR PLAN UE { q SCALE AT 22X34:AS indicated BEDROOM 3 { � 201 '� "-- "14 6 X 10-6 BLU MODULE: \ - 1 i.. I . ., SIDEBREEZE I DASHED LINE. { i. INDICATES r. - LVL ABOVE' N i. Ln .i M3 ^204 IN I I ao ALL TOILET, BATH AND SHOWER - 15 Je i SPACES TO HAVE FIXTURES SPACED AS PER R307.1 NYRC — -�---BATH 2' I BEDROOM 2 10'-0"100'-5"' D ' 10.11: FA3T N (TE: __.�._.:� I --- FA6 RE ; (C35� E 10'-10" 9'-11" , 26'-8" 10'-0" 20'-9" 1" 18'-10" .i 1 76'-4" 1 LOCAL SHEET LEGEND 1 1 SHADED AREA 1 INDICATES FACTORY SECOND FLOOR PLAN 1 1 PBUILT ERMITTED BY 1 1 2 3 4 PERMITTED BY STATE 1 „ A2.10. 1/411 - 1 -O ; SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER I Al m20m Ay I 4.00 Roof Penetration-3" Plumbing Stack thru-roof 4.01 Roofing-Carlisle Sure White EPDM Membrane X20 1 A3.10 2 4.02 Gutter and Downspout-Drexel Metal, Charcoal Grey 1 1 4.02A Coping-Drexel Metal,Charcoal Grey 764" 1 26'-8" 10'-0" 20'-9" j 1; 20'-113/4" H O M E S 1 1 18'-10" 2'-13/4" 1 1 bluhomes.com 1 1 1 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 4.01 � 100 N.FOURTH AVE. I ANN ARBOR, MI 48104 I T:734-707-9440 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 4.02A This document is intended for the singular view of the party to which Blu Homes 4.02 has presented it. Any copying,distribution,or otherwise sharing of the text, images,or data therin expressed of this document is a violation of the terms to which said party has implicitly agreed upon by accepting this document. A ©ALL RIGHTS RESERVED CONSULTANTS • 4.01 TYP ! 02A TYP B 2 \ B 2 1 i 1 �I i _ T the of knowledge, lif, nprofessional' best o o ed a be e a dud judgement,these plans and Y , g1 9 specifications are in compliance with the Residential Code of New York State. P P• QUALITY ASSURANCE AGENCY .1/4'"/12", APROVAL SEAL 4.02 ; 4 01 44 02A; I yyi - _ All - -- - � I ' II STERN RESIDENCE G � ,- N 1/4"/12 N �; 2400 RUTH ROAD N N N MATTITUCK, NY 11952 �4 M ti NA4.02 '-1-22)6 — ----- �� �a j ------ — 2 A3.20.' 1 1 A3.20) PROJECT MANAGER: DAVID McCOY 1 DESIGN CONTACT: CARL MILLER 1 ( ENGINEERING CONTACT: JEFF FARRELL 2 _ 2 Revision Date Description P A3.10! 1 _ A3.10 12/23/14 LOCAL SUBMITTAL • 1 4,0 \ 1 1/9/15 LOCAL SUBMITTAL REVISED 1 1 / 2LO 10) I 1 � - 1 f .. ao oo �� N / p Lo d C _ ._r.._ . _. DRAWING TITLE: 1 .30. 2 ROOF PLAN SCALE AT 22X34: 1/411 = 1 -0�� G1 - £�1 BLU MODULE: j SIDEBREEZE eA d6 1/4,,,/12": FRAMED HOLE THRU WALL FORzo DRAINAGE 4.00 4.02 d ' D - D : I I 1 j 26'-8" 10'-0" 20'-9" 1 1" 18'-10" 1 1 76'-4" i 1 1 1 A 1 2 3 LOCAL SHEET LEGEND SHADED AREA INDICATES FACTORY SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL BUILT MODULES / a 1 PERMITTED BY STATE PROJECT MODULE: SHEET NUMBER A3.20 3.10 Al ■ ■ I i NOTES: LOCAL SHEET LEGEND EXTERIOR DECK AND STEPS TO GRADE AS REQUIRED TO BE _ SHADED AREA Uj SUPPLIED AND INSTALLED BY SITE CONTRACTOR,AND DETAILED 1 INDICATES FACTORY AND MANAGED BY BLU. MATERIALS TBD. IMPORTANT: DECK IS TO r 3.10 BUILT MODULES BE SUPPORTED INDEPENDENTLY OF BLU UNIT. \� ✓))) PERMITTED BY STATE ALL SITE,AND FOUNDATION WORK BELOW MODULE INSTALLED BY \- _ SITE CONTRACTOR AND DETAILED AND MANAGED BY BLU.TO BE H 0 M E S INSPECTED LOCALLY. OMOD GUTTER AND DOWNSPOUT TO BE SUPPLIED, DETAILED AND 3 INSTALLED BY BLU, TO MATCH METAL ROOF.SITE BUILT GUTTER ! l bluhomes com ' AND DOWNSPOUT SUPPLIED AND INSTALLED BY SITE CONTRACTOR 130 TURNER STREET I M, M 53 I T'866 887 7997 - - 100 N. FOURTH AVE. 1 ANN ARBOR, MI 48104 I T:734-707-9440 '4 PLUMBING VENT STACK PER MEP DRAWINGS. 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 This document is intended for the singular view of the party to which Blu Homes <� DIRECT VENT FIREPLACE EXHAUST INSTALLED BY BLU ACCORDING has presented it. Any copying,distribution,or otherwise sharing of the text, ' images,or data therin expressed of this document is a violation of the terms to FA6T~ TO MANUFACTURER'S INSTRUCTIONS. which said party has implicitly agreed upon by accepting this document. - - ©ALL RIGHTS RESERVED REFER TO WINDOW AND DOOR SCHEDULE ON SHEET G1.01 �C3 ) 5 - -- ( D W -. . _ . _ CONSULTANTS -- - -- -- - --- - - . . . - TE WINDOW WITH T I EMPERED GLASS n WINDOW MEETS MINIMUM EGRESS DIMENSIONS: >24"CLEAR OPENING HEIGHT >20"CLEAR OPENING WIDTH i s " � 7 4 MZ >5.7 SQ FT CLEAR OPENING AREA 3 0J _ ,r A4.00. 4.02 `' -• - �✓1 1.� 1 r I 4.02A 2.06 I I To the best of my knowledge,belief,and professional judgement,these plans and -- _ - - gI specifications are in compliance with the Residential Code of New York State. ' 2.036 � - A4.00. t I 1 I�, I ❑ I -- -- ❑ I ( III ti NCE AGENCY -- - - - 5 (FA6 ❑ - PROVAL SEAL QUALITY U 2.03C ---- I A4.02. _ Ilk101 y 114 6 I I — ` _ A4.00. i 116 I - �T� - _ 5 4 \ r E A4.00; A4.00. A4.00./ _� ; ! _- --=--- -- STERN RESIDENCE 2400 RUTH ROAD T.O. SLAB+124' S 3/4" - 2.01 SidingJames Hardie HardiePlank, COBBLESTONE, Smooth, Colorlus Finish 5"Reveal MATTITUCK, NY 11952 I 4 � ; 2.02 Accent Siding-HardieReveal 2.0 Panel Siding, IRON GRAY (painted), Smooth,Concealed Metal Trim f- 1 2.03A Trim-Azek trim(@ Hardie)5/4x5-1/2(ripped to 1"x 2") PROJECT MANAGER: DAVID McCOY - - - - - - - - - - - - - - - - - - - - - - - - - — - J - - - - - - - - - - - - - - - - - - - i- - - - - - - - - - - - - - - - - - - - - 2.03B Trim-Clear Cedar trim(@ Cedar)5/4x5-1/2(ripped to 1"x 2") DESIGN CONTACT: CARL MILLER j 1 1 2.03C Trim-Clear Cedar trim(@ Cedar)5/4x4(ripped to 1"x 3") ENGINEERING CONTACT: JEFF FARRELL A3.20 10 2.04 Soffit(Breezespace)-HZ5 Non-Vented,Smooth,Soffit `lam panel,lron Gray(painted) Revision Date Description 2.05 Fascia-HardieReveal 2.0 Panel Siding,IRON GRAY(painted), 12/23/14 LOCAL SUBMITTAL Smooth, Concealed Metal Trim 1 1/9/15 LOCAL SUBMITTAL REVISED NORTH-WEST ELEVATION 2.06 Garage Siding-Coulson Cedar-Engineered Cedar 1x6 T&G 4.02 Gutter and Downspout-Drexel Metal, Charcoal Grey 1 4" — 1 -Orr 4.02A Coping-Drexel Metal,Char=d Grey i I V � 2 A3.10 3.20 1 1 1 I 1 1 1 1 1 DRAWING TITLE: I EXTERIOR ELEVATIONS SCALE AT 22X34: 1/411 — 1 —0 11 M3 M3 M3 M3 M3 �2 05 i� BLU MODULE: I SIDEBREEZE .04 > �2 N • 4 2020 ' 2.01 O ,2.03A M3 2.02 ; M1 102 U' U, TE\'. TE FINAL 1 - - - T - - ?- - - - - - 1= -- - - - - - - _ I_ - _ , - 1I - EXISTING GRADE - — I 1�O4- SPACE . -T-- - - - - - - - - - - - - - -� - - - - — 3RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL S_ OUTH-WEST ELEVATION ( 2 �1/4�� — 1�-O�� PROJECT MODULE: SHEET NUMBER I A201 Om I it NOTES: EXTERIOR DECK AND STEPS TO GRADE AS REQUIRED TO BE �� �i SUPPLIED AND INSTALLED BY SITE CONTRACTOR,AND DETAILED 1 AND MANAGED BY BLU. MATERIALS TBD. IMPORTANT: DECK IS TO l BE SUPPORTED INDEPENDENTLY OF BLU UNIT. I 2 ALL SITE,AND FOUNDATION WORK BELOW MODULE INSTALLED BY H O M E S SITE CONTRACTOR AND DETAILED AND MANAGED BY BLU.TO BE - INSPECTED LOCALLY . .......r44 4 . ... r.,,,.... b I u h o mes.CO m MOD GUTTER AND DOWNSPOUT TO BE SUPPLIED, DETAILED AND --- --- \j INSTALLED BY BLU,TO MATCH METAL ROOF. SITE BUILT GUTTER 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 _ _: AND DOWNSPOUT SUPPLIED AND INSTALLED BY SITE - - - - - - 100 N FOURTH AVE ANN ARBOR MI 48104 I T•734-707-9440 ' - - - - - - - - CONTRACTOR 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 e singular view of the party to which Blu Homes - <4 j PLUMBING VENT STACK PER MEP DRAWINGS. - ring,distribution,or otherwise sharing of the text, JJ This document is intended for g I � as presented th Any c y � i a es or a i xop tribut _ .. g p ume t is a iol ion of the term to DIRECT VENT FIREPLACE EXHAUST INSTALLED BY BLU ACCORDING m which said party has imp id tly agreed upon by acceptIng tthis documents I --- I ( i TO MANUFACTURER'S INSTRUCTIONS. I ©ALL RIGHTS RESERVED �)O REFER TO WINDOW AND DOOR SCHEDULE ON SHEET G1.01 CONSULTANTS M4 DC55 �- - r _ Er TE WINDOW WITH TEMPERED GLASS .Ff ' _- _..�.,_.-�b _ •_... � WINDOW MEETS MINIMUM EGRESS DIMENSIONS: - - - - A A4 ` / >24"CLEAR OPENING HEIGHT >20"CLEAR OPENING WIDTH 1 5 SQ FT CLEAR OP a M2 .7 ENING AREA ! T 0 SUBFL_ R A4 00. > 3 20 /4.02A\> ' 00 L2 To the best of my knowledge,belief,and professional judgement,these plans and V1 _ 2 0313 specifications are in compliance with the Residential Code of New York State, Cj _.,__.------ - - -- _ - 1 � 8 4.02 - - _ QUALITY ASSURANCE AGENCY 5 JI 6 A4,00. �� APROVAL SEAL A4.02./ �A4.00. j l�113J ( 1 ( 1 (I ❑ _ 2.03C 02 6 (TE) 7111 ii I TES TE 1 O i 5 - - A4.00. ERN RESIDENCE 2400 MATTR UC ROAD - - - - - - - - - - - t - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -�- - - - - - -- - T.O.GARAGE SLAB+124'-5 3/4" K, N 1952 1 -4- _ _ _ - _ 3 �- FINAL GRADE 1 _ J A4.02 A4.00. _ - - - 4.00 - 1 PROJECT MANAGER: DAVID McCOY J L - - - - _ - - - - - - - _ - _ - �- EXISTING GRADE DESIGN CONTACT: CARL MILLER ENGINEERING CONTACT: JEFF FARRELL SOUTH-EAST ELEVATION 3.2°. - - - - - - -- - - _ _ _ _ Revision Date Description --- 12/23/14 LOCAL SUBMITTAL 1 1/9/15 LOCAL SUBMITTAL REVISED � I 2.0313 Trim-Clear Cedar trim(@ Cedar)5/4x5-1/2(ripped to 1"x 2") 2 2.03C Trim-Clear Cedar trim(@ Cedar)5/4x4(ripped to 1"x 3") 3.10 2.06 Garage Siding-Coulson Cedar-Engineered Cedar 1x6 T&G 3.00 Bulkhead Crawlspace Access-Bilco Classic Series 4.02 Gutter and Downspout-Drexel Metal,Charcoal Grey 1 4.02A Coping-Drexel Metal, Charcoal Grey 1 _ ' DRAWING TITLE: EXTERIOR ELEVATIONS ---; ------- J_ --- - - -- _ - SCALE AT 22X34: 1/411 = 1'-011 - =_ -- — z .- _ _ it I Fq •TE., is C ( AF 4) ^FA3T 1 E , BLU MODULE: SIDEBREEZE !{ (C35> is (C351 C35T {C35) LOCAL SHEET LEGEND, A4.00. 1 w / CO _ - SHADED AREA -- INDICATES FACTORY - - - - - - - - - - - - - - - BUILT MODULES Beyond ?.. � 9 PERMITTED BY STATE 2 Beyond Beyond :I I j A4.00. _5 �C35. (C35 I, --ELECTRIC I fl METERIMAIN r 1-0 206/ 1 e - - - - - T.O.GARAGE S' +124'-5 3 4" �2� f 1, 1 - - - - - -- - - - - - - - - - - -,- - - - - -�- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---_ - _ _ FINAL GRADE 1 1 4 A4.00. I _ _ - - � ' 1 1 1 - - - - - - - -T -, -r- - - __7 �- - - -1 - - -1- - - - - - - - - - - - - - =— ' - -, - -1- - - - = -1 — — — — — - -J EXISTING GRADE 1 4.02J 3 20 �_3?1 0 NORTH-EAST ELEVATION i i SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL i PROJECT MODULE: SHEET NUMBER A2n20mi I I � NOTES: EXTERIOR DECK AND STEPS TO GRADE AS REQUIRED TO BE ✓ SUPPLIED AND INSTALLED BY SITE CONTRACTOR,AND DETAILED \ 1 AND MANAGED BY BLU. MATERIALS TBD. IMPORTANT: DECK IS TO BE SUPPORTED INDEPENDENTLY OF BLU UNIT. 2; ALL SITE,AND FOUNDATION WORK BELOW MODULE INSTALLED BY H O M E S i, SITE CONTRACTOR AND DETAILED AND MANAGED BY BLU.TO BE INSPECTED LOCALLY. I 3 , MOD GUTTER AND DOWNSPOUT TO BE SUPPLIED,DETAILED AND b I U h O m eS.CO m INSTALLED BY BLU,TO MATCH METAL ROOF.SITE BUILT GUTTER 130 TURNER STREET I WALTHAM,MA 02453 I T:866.887.7997 AND DOWNSPOUT SUPPLIED AND INSTALLED BY SITE 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 2 CONTRACTOR A3.10 A3.20 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 This document is intended for the singular view of the party to which Blu Homes 1 1 `4 j PLUMBING VENT STACK PER MEP DRAWINGS. has presented it. Any copying,distribution,or otherwise sharing of the text, images,or data therin expressed of this document is a violation of the terms to 7 1 I �4.02A� `5`, DIRECT VENT FIREPLACE EXHAUST INSTALLED BY BLU ACCORDING which said party has implicitly agreed upon by accepting this document. 1 TO MANUFACTURER'S INSTRUCTIONS. ALL RIGHTS RESERVED A4.00. I 1 6 —1- A— REFER TO WINDOW AND DOOR SCHEDULE ON SHEET G1.01 T.O.GARAGE PARAPET+136'3 1/2" p�)(� CONSULTANTS 1 ,\ j = _ 2.038 F;.;,�.,✓;`.,�..�.. -, ,` .,, . tJ - •' / 9 Beyond (TE) WINDOW WITH TEMPERED GLASS I r WINDOW MEETS MINIMUM EGRESS DIMENSIONS: j >24"CLEAR OPENING HEIGHT 11 >20"CLEAR OPENING WIDTH Beyond A4.00. 2. 3B 2 1 >5.7 SQ FT CLEAR OPENING AREA A4.00. '4-2- 4.02 , LOCAL SHEET LEGEND 6 To the best of my knowledge,belief,and professional judgement,these plans and 2 115 A4.00. specifications are in compliance with the Residential Code of New York State. SHADED AREA _ INDICATES FACTORYRAN UALITY ASSURANCE SSU CE AGENCY 4 BUILT MODULES APROVAL SEAL +124'-5 3/4" 14 A4.02. PERMITTED BY STATE FINISH GRADE T.O.GARAGE SLAB+124'-5 3/4" 2.01 Siding-James Hardie HardiePlank, COBBLESTONE, Smooth, _ _ - — ColorPlus Finish,5" Reveal — — — — — — — — -- — — — — — — = — — — — — — — — — — — — — — — — — — — — — _ 2.03B Trim-Clear Cedar trim (@ Cedar)5/4x5-1/2(ripped to 1"x 2") EXISTING GRADE 4 2' MINIMUM STEP I 1 2.06 Garage Siding-Coulson Cedar-Engineered Cedar 1x6 T&G — _ — A4.00. UP AT DOOR 3.00 Bulkhead Crawlspace Access-Bilco Classic Series - - - 1 1 4.02 Gutter and Downspout-Drexel Metal, Charcoal Grey L — — — — — — — — — — — — 4.02A Coping-Drexel Metal,Charcoal Grey STERN RESIDENCE �2 A3.10 A3.20 2400 RUTH ROAD MATTITUCK, NY 11952 I I HIDDEN ELEVATION 1 PROJECT MANAGER: DAVID McCOY U 1/4" = 1'-0" DESIGN CONTACT: CARL MILLER ENGINEERING CONTACT: JEFF FARRELL Revision Date Description 12/23/14 'LOCAL SUBMITTAL 1 1/9/15 LOCAL SUBMITTAL REVISED 3.10/ 2.01 DRAWING TITLE: IDDEN ELEVii4TIONS FA4T �F�A4,? FA3T RE , CC35? Z35> C35T �C35> SCALE AT 22X34: 1/411 = 1 -0" BLU MODULE: - - SIDEBREEZE i II - 1UU❑ ❑U 1 U CC35'' LL(C3 Ul—rE 0� J 3.00 i 1 4.02 —--- U 1 1 FINISH GRADE ZGRMADE � -- — — — — — — — — — — — — — — — — = — — — I - - - - - - - - - - - - - ��. ; EXISTING GRADE — — — — — — — ' 1 EXISTING GRADE 1 — — — — — — — 1 i �1 2 i HIDDEN ELEVATION 2 SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL (? 1/4" = 1'-0" PROJECT MODULE: SHEET NUMBER A2030 ■ f LOCAL SHEET LEGEND SHADED AREA INDICATES FACTORY MODULE C ROOF ASSEMBLY k I BUILT MODULES / WHITE EPDM ROOFING PERMITTED BY STATE l TAPERED INSULATION l - 5/8"DENS DECK PRIME SIPS 10-1/4 DEEP PANELS 2� SIP ROOF(R-38) HO M E S - CLASS 1 FIRE RESISTANCE RATING . SIPS --10 1/4"DEEP PANELS--- —. - 1/2"GYPSUM BOARD I CLASS 1FIRE RESISTANCE RATING __.` -- --- -- I, T.O. PARAPET 1/2 GYPSUM FINISH-FLAME SPREAD<25, b I u h O'm es.CO m - ---- +22'-Q 5/8"� --- ___._ __- _ _____ ___ _ ___ �_ __ _ ,_-_ -• �,N 130 TURNER STREET I WALTHAM,MA 02453 I T'866 887 7997 WALL(R-26) 100 N.FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 M - T:415.625.0809 - - - - - -- „ SCO,CA — - s = — — — T.O. SIPS 1 ThOS document umen$isintendedfor the singular view ew of the part 94104o which Blu Home I TION IN WALLS 5 /2 DENSE UNPAGED ECO BATT INSULA +21 4 3/4"RIGID INSULATION BOARD x �_ -. . - , ,._. . _ _. ._ . .. _ . . . . .. ._ -. ._ __- -.--.--. __,-- _ ._. -� __� •..___...__ __.. ._-. �. -••--_ --_._. _ _r. . _ - _ -. .- -- _ in distribution or otherwise sharing of the text, � has presented it. Any cop 9 - -. ; --- - - -- r — — — 1/2"GYPSUM FINISH-FLAME SPREAD.<25 copying, -_-- ±� images,or data therin expressed of this document is a violation of the terms to T.O. WALLS L2 SMOKE DEVELOPMENT<50 li -- �' which said party has implicitly agreed upon by accepting this document. TYPICAL WALL ASSEMBLY _ _ __ 2O-6 1/S -_ - I i 22'-8" 26'-8" 01 I I I -y 22'-1" -- / 26'-1" y y 25'-9" +136'-31/2" GALVALUM CAP FLASHING �-- _y GALVALUME CAP FLASHING H O M E S I SURE-SEAL SEAM FASTENING +136'-3 1/2" j =SURE-SEAL SEAM FASTENING � PLATE MAX 12"O.C. PLATE MAX 12"O.C. y_ 7 CLASS A,CARLISLE SURE WHITE 7 / 1 I ;I 1,4:00. EPDM MEMBRANE(ASTM D 4637 �A�4 bluhomes.com 1,4.00. CLASS A,CARLISLE SURE WHITE I -�� AND CGSB 37-GP-52M TYPE1, _ 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 U) Beyon€1 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 I T:734-707-9440 ��` EPDM MEMBRANE(ASTM D 4637 J7 ' \ CLASS A, NON REINFORCED �,AND CGSB 37-GP-52M TYPE1, 1, `V SINGLE PLY ROOFING MEMBRANE N �, 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 I T:415.625.0809 j - 1,4.00. CLASS A NON-REINFORCED - This document is intended for the singular view of the art to which Blu Homes SINGLE PLYOOFING MEMBRANE I party has presented it. Any copying,distribution,or otherwise sharing of the text, +135'-0 7/8" _ i;f a ;+I+t i :- +i t)- r +_I -i \+ +` 1 r i ''f, t';-' ' i,=1=' ''- i= images,or data therin expressed of this document is a violation of the terms to +135'-0 7/8" ------------ $ 1 which said party has implicitly agreed upon by accepting this document. ALL RIGHTS RESERVED 1/2 DENS DECK PRIME iz ip CONSULTANTS TAPERED INSULATION ~ Ff_ +134'-0 1/2 ---� - \ - - - x n. �- TYVEK HOUSE WRAP, DRAINAGE 1/2"DENS DECK PRIME _X ` PLATE FOR HOUSE(COMPLIES 'c +134'-0 1/2" \ -� +134'-0 112" ME SPREAD l WITH ASTM E 84 FLA S � 1 TAPERED INSULATION n INDEX. 14,CLASS A) ---- 4"WIDE DOW TAPE @ ALL SEAMS: y� VERTICAL AND HORIZONTAL,TYP `" x I To the best of my knowledge,belief,and professional judgement,these plans and 9 L. 8 specifications are in compliance with the Residential Code of New York State. i 8 8 — \ III Ilii A4.00. QUALITY ASSURANCE AGENCY �- II APROVAL SEAL ! 1,4.00. III'I i III'' I, .I 3 Beyond , A4.00. Lli 11 Cl) _ - A4.00., ENGINEERED CEDAR SIDING E e and 1 o PER SPECS.I: STERN RESIDENCE 2 y � /%.4.00. 3/4"OSB FURRING STRIPS � 2400 RUTH ROAD TYVEK HOUSE WRAP, DRAINAGE PLANE MATTITUCK, NY 11952 FOR HOUSE(COMPLIES WITH ASTM E84 FLAME SPREAD INDEX, 14,CLASS A) li � � — 4"WIDE DOW TAPE ALL SEAMS:_ bo VERTICAL AND HORIZONTAL PROJECT MANAGER: DAVID McCOY �1,4 12 , DESIGN CONTACT: CARL MILLER II0. !' " �•0�•/ 1/2 PLYWOOD SHEATHING ENGINEERING CONTACT: JEFF FARREL l 12 — - _ Revision Date Description 2x6 WOOD STUDs @ 16"O.C. A4.00. 12/23/14 LOCAL SUBMITTAL O 1 1 7 i 115 5 I -- ' I ; I I i I I i n ' LJ i +125-3 3/4" SINGLE 2X6 PA DRAWING TITLE: � NEL SILL Iii 1 1 4 i � - - - - - -SINGE — - E 2X6 PRESSURE A4.00. ( ! TREATED SILL PLATE f-1 14 DETAILED SECTIONS ! 1,4.00. +125'-3 3/4" +125'-3 3/4JNC 0. CONC ��� - — —El , v4-8 1All 0'-8114° I +124'-5 3/4" n = 1- n SCALE AT 22X34. 1 1 0 o +125'-3 3/4" - - " I +124'-5 3/4" I / / BLU MODULE: +124-5 3/4 1/16"/12" +124'-5 3/4 ' U +124'-1 3/4" I +124''-1 3/4" I - S I D E B RE EZE II II — II 0. — to = — _ -- — j +120'-11 1/2" _ LL J L_ —1 1 1 ll1� " — - - — 254„ 21-4 - 1 1 1 1 1 III 1 =III III III -- 26._8.. — -IIIIII—III III= 22'-8" BUILDING SECTION BUILDING SECTION ( 1 r 1" = 1'-0" I I I I i SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER +11 T-61/8" A3020m ADVANTECH MOUNTING BLOCK EVEN WITH TOP THERMOSET MEMBRANE EPDM THERMOSET MEMBRANE % - - ENCO-COPING OF TRIM BLOCK ❑ FLASHING TAPE - - - - _ -__- FB \ (22GA GALV.CONTINUOUS z 6 1/2' i CLEAT) ` p WHEN A WARRANTY WIND SPEED GREATER THAN 90MPH IS SPECIFIED,CARLISLE FASTENERS SURE-SEAL BONDING F- AND SEAM FASTENING PLATES SHALL NOT EXCEED 6"(152mm)ON CENTER FOR ADHERED ADHESIVE LFj ENCO-COPINGMEMBRANE ASSEMBLIES.CAP FLASHING REFER TO #9 S.S.WASHEREDAPPLICABLE SMACNA' J 1 (LATEST EDITION) MASTIC ' WOODSCREW 12"O.C. �� WATER CUT-OFF i �_ �,i' C° CAULK AROUND � _ � l� --� EPDM MEMBRANE DETAILS - -- BOX AT INSULATION _ ANY UU=9 TERMINATI N ABOVE ANTICIP 8 IMATERFL16KI G v _ N� fi N ( �' H O M E S MIN.6" 152m _ ( m)WIDE — m SURE-SEAL BONDING PRESSURE-SENSITIVE b I u h o m es.CO m 1-1 /4"S.S. RING SHANK 12" ADHESIVE ELASTOFORM FLASHING j O.C.THROUGH PRE-PUNCHED 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 HOLE AND MEMBRANE 6112' --� CARLISLE FASTENER&SEAM 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 I T:734-707- 44 3/4"x 2-1/2"STRAPPING CENTERED - j , FASTENING PLATE,MAX.12 305mm O.C. 5 EPDM 9 0 ( ) _ ❑ 2 P MEMBRANE K This document is intended for the singular view of the party to which Blu Homes ON STUDS BEVEL TOPS AND 5/4 TRIM BLOCK � �, � ❑ __� INE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 I T.415.625.0809 JOINTS �/ has presented it. Any copying,distribution,or otherwise sharingof the text MIN.3" 76mm WIDE SecurTAPE IN �_ — ( ) — - images,or data therin expressed of this document is a violation of the terms to -- CONJUNCTION WITH EPDM PRIMER __ _ which said party has implicitly agreed upon by accepting this document. SIDING PER SPECS I -- - {AA� © f ©ALL RIGHTS RESERVED ( SECTION ) EXTERIOR WALL SCONCE EXTERIOR WALL SCONCE SEALANT(BY OTHERS) �`_,. �` CONSULTANTS ( ELEVATION ❑ _ WOOD NAILER(BY OTHERS) ` DIMENSIONS mm ❑ ; ! COPING FLASHING EXTERIOR SCONCE --- ---- - (A) 1/8" 3 TO WATER CUT-OFF MASTIC . r -- 3" = 1'-0" / 1 1/2" = 1'-0" 2 v2° 13 MAX. ❑ INDOOR AIR _ NOTES: j (B) 3" 76 1. WOOD NAILERS ARE INSTALLED ONLY AT 1/2"SHEATHING NOTES: SCUPPERS TO SECURE METAL SLEEVE AND MUST NUT AND WASHER i EXTEND PAST THE WIDTH OF METAL SLEEVE 1. PRIOR TO THE INSTALLATION OF SecurTAPE AND FLANGE. PRESSURE-SENSITIVE FLASHING APPLY EPDM PRIMER TO To the best of m knowledge,belief,and professional judgement," " DOUBLE P.T.2X6 SILL REBAR PER STRUCTURAL PLATES BY SITE G.C. SPLICE AREAS. �'_�� Y 9 p these plans and / 2. INSTALL WALL FLASHING PRIOR TO SCUPPER DOUBLE P.T.2X6 / specifications are in compliance with the Residential Code of New York State. DRAWINGS ❑ / / INSTALLATION. _ SILL PLATES BY SIITG.CE �� SILL SEAL 2. REFER TO SPECIAL CONDITION SPEC.SUPPLEMENTS / I ,-" ❑ / QUALITY ASSURANCE AGENCY G-01-11 OR G-08-11: I �. 3. METAL SCUP r PER BOX MUST HAVE CONTINUOUS APROVAL SEAL 8"CONCRETE - 8"CONCRETE 2.1. TO BLOCK INDOOR AIR INFILTRATION AND / ,. \�,. K FLANGES WITH ROUNDED CORNERS.SOLDER ALL /; / i FOUNDATION WALL FOUNDATION WALL SII HUMIDITY AT THE JUNCTION(G-01-1 1).. 1 \ l SCUPPER SEAMS WATER-TIGHT. , j ° 2.2. WHERE ROOF SYSTEM IS DESIGNED WITH A J.` �� - ° 4"SLAB ON GRADE - -�- 4"SLAB ON GRADE VAPOR RETARDER(G-08-11 . \ ` / ❑ ° _ APRON ) SLAP SEALANT 4• WATER CUT-OFF MASTIC UNDER SCUPPER i �- APPLIED ALONG FLANGE MUST BE UNDER CONSTANT J 3. SEAM FASTENING PLATE/FASTENER MAY BE[INSTALLED PRESSURE- LEADING EDGE COMPRESSION. ° INTO THE STRUCTURAL DECK.HP FASTENERS AND ��\ ��❑_ SENSITIVE OF SPLICE 1/ POLYMER SEAM PLATES ARE REQUIRED FOR; ELASTOFORM E_ ° , 5/8 DIA ANCHOR BOLTS / FLASHING 5. SCUPPER FLANGES MUST BE TOTALLY COVERED �� PER STRUCTURAL MECHANICALLY-FASTENED ROOFING SYSTEMS OVER \�\❑❑ BY PRESSURE-SENSITIVE ELASTOFORM FLASHING \� TYp DRAWINGS. STEEL DECKS. \ ❑�� 5 WITH MINIMUM 2" i REINFORCING PER -- - - (51mm)COVERAGE PAST NAIL HEADS. ❑ STERN RESIDENCE STRUCTURAL DRAWINGS 5. PROJECTS WITH 25 AND 30-YEAR WARRANTIES OR WHEN USING 90-MIL MEMBRANE ALL VERTICAL SPLICES ATENC E THE BASE OF A WALL AND SPLICE INTERSECTIONS MUST BE OVERLAID WITH TWO LAYERS OF 6. TO REMOVE FINISHING OILS,SCRUB METAL 2400 RUTH ROAD PRESSURE-SENSITIVE ELASTOFORM FLASHING.THE BOTTOM LAYER SHALL BE 6"(152mm)WIDE COVERED WITH A FLANGE WITH WEATHERED MEMBRANE CLEANER; " 12"(305mm)WIDE PRESSURE-SENSITIVE ELASTOFORM FLASHING PIECE.BOTH LAYERS SHALL BE CENTERED AND ALLOW TO DRY PRIOR TO APPLYING EPDM PRIMER. ❑ MATTITUCK, NY 11952 SEALED WITH CONTINUOUS LAP SEALANT.REFER TO DETAIL U-2C. s FOOTING PER STRUCTURAL CONTINUOUS FOOTING PER STRUCTURAL 7. APPLY EPDM PRIMER TO METAL FLANGE AND ❑ �' CjFB FB DRAWINGS FOOTING ON DRAWINGS MEMBRANE SURFACE PRIOR TO INSTALLING ❑ ❑ � 2B i g MEMBRANE SPLICES SHALL INCORPORATE 6"(152mm)WIDE FIELD APPLIED SecurTAPE FOR PROJECTS WITH 20,25 w ; / UNDISTURBED SOIL and 30-YEAR WARRANTIES. PRESSURE-SENSITIVE ELASTOFORM FLASHING. hn ❑� PROJECT MANAGER: DAVID McCOY ❑❑ 7 LAP SEALANT IS REQUIRED ON CUT EDGES OF REINFORCED MEMBRANE. ��❑C '. DESIGN CONTACT: CARL MILLER _ ENGINEERING CONTACT: JEFF FARRELL —� EPDM L92 DETAIL NO. — FleeceBACK MEMBRANE THROUGH-WALL SCUPPER WITH DETAIL NO. Revision - - PARAPET /CURB WITH SEPARATE _ I1i1111111 " FAST ADHESIVE/AQUABASE PRESSURE-SENSITIVE EPDM Date Description APPROVED SUBSTRATE MEfSiiBRANE FLASHING U-12C ❑0 SEENOTE(S) For additional inf rSEE APPROVED SUBSTRATE FLASHING_ - ® F�-18A 12/23/14 LOCAL SUBMITTAL information,refer to Specifications EO — SEE NOTE(S) FLEECEBACK ADHERED � THERMOSET UNIVERSAL For additional information,refer to Specifications C12011 Carlisle SynTec a division of Carlisle Construction Materials Incorporated GARAGE SLAB @ OH DOOR GARAGE WALL AT FOUNDATION PARAPET ROOF FLASHING 3 1 1/2" = 1'-0" V_ -- - 101 _ ,- SCUPPER ROOFING FLASHING 1 1/211 = 1'-0" 1 1/211 - 1 0 9' 1 1/2" - 1'-0" INTERIOR FINISH 1/2"PLY SHEATHING FOUNDATION WALL BELOW-• OVERHEAD DOOR,TRACK AND \ ' STOP 3/4"PT FURRING STRIPS -- HOUSE WRAP,TAPE AND SEAL �. 2x6 P.T.JACKSTUD WALL ALL SEAMS AS REQ'D I >� 1 9 WALL FRAMING PER 3-1/2"COR-A-VENT STRIP CUT ` ❑, _ _ _ \A4 00. A4.0�0 AAS STRUCTURAL DRAWINGS TO FIT BTWN FURRING STRIPS �� �� Ii 2X BLK'G AS NEEDED FOR - - / 1x8 TRIM Z-FLASHING-TUCK UPPER LEG OVERHEAD DOOR INSTALL DRAWING TITLE: �j `❑ 7 OF FLASHING BEHIND HOUSE " GARAGE DOOR HEADER-SSD SCUPPER SLEEVE CUT TO _ ------ 3/4"x3-1/2"STRAPPING W/4" WRAP,TAPE&SEAL AT SEAM -� DETAILS - a FLASHING T � LEN G APE UNDER LENGTH BY SITE G.C. SEE 6 1/2 / SIDING PER SPECS DETAIL 4 SHEET A4.01. FOR r ; /, �-\ 5/4x4 TRIM(RIP TO 3") �y � � DIMENSIONS I'li �, - � ___ - HOUSEWRAP W/LAPPED 5/4 X 4 TRIM(RIP TO 3") /" L j SCALE AT 22X34:AS IIICIICat@CI 1 AND TAPED SEAMS SIDING(PER PLAN),ANUFACTURERSALL PER PER SPECS CUSTOM FABRICATED SCUPPER BOX 1X NAILER FOR TRIM / BLU MODULE: W/OVERFLOW-SEE DETAIL 4 SHEET JAMB @ WOOD FRAMING / A4.01. FOR DIMENSIONS FOUNDATION WALL 1X8 TRIM PER SPECS, SEALANT --- RIPPED AS NECESSARY - SIDEBREEZE _ - -- �- OVERHEAD DOOR,TRACK - - ' SILICONE SEALANT BETWEEN AND STOP _ SCUPPER SECTIONS 2x6 P.T.JACKSTUD WALL - 1x8 TRIM 1-1/4"P.T. BLOCK / CORNER TRIM MADE FROM(2) ICE AND WATER SHIELD OVER x ❑ TRIM AND NOTCHED TO IN2"PIECES RIPPED OM 5/4X5 SCUPPER FLANGE.SEE ELEVATION ( ) -; PRODUCE PROFILE SHOWN / 5/4 x 4 TRIM RIP TO 3" THIS PAGE 1x4 TRIM(SCRIBE TO FOUNDATION WALL) JAMB BELOW WOOD FRAMING ,1/4" SCUPPER FLANGE O.H. GARAGE DOOR JAMB 8 WALL @ GARAGE DOOR HEADER � OUTSIDE CORNER TRIM 3"X 4"DOWNSPOUT.MATERIAL TO `' 1 1/2" = 1'-0" 1 1/2" - 1'-0" MATCH CAP FLASHING AND STANDING SEAM ROOF I T_'/ 1/8"CAULK BEAD \ INTERIOR TRIM �- SHIM SPACE INTERIOR TRIM 1x2 TRI REVEAL �- 1/8"CAULK BEAD REVEAL \ M RIPPED TO FIT PARAPET CAP �� SHIM SPACE GARAGE FDN / NOTE: POSITION TO NOTE: POSITION TO WALL BEYOND - DOOR UNIT i CUT LINE 3/4"COR-A-VENT ALLOW CLEARANCE \ i i- 5/4X4 TRIM RIPPED TO 3" ALLOW CLEARANCE /' SHIM SPACE BETWEEN STRAPPING FOR HINGE ,�� -- \ �C 5/4X4 TRIM RIPPED i. FOR HINGE TO 3 GARAGE SLAB FLOOR 9/16"X 2 1/4" 1/4"AIR GAP - �- DOOR UNIT �- DOOR UNIT ONE PIECE ICE AND TRIM REVEAL REVEAL ' ❑ HEAD/CAP FLASHING TRIM WATER SHIELD AROUND � N `� OTE: MATCH NOTE: MATCH _ / ❑ SCUPPER OPENING 1/4"REVEAL �� HINGE-SIDE REVEAL \ -- HINGE-SIDE REVEAL \ 5/4x4 TRIM RIPPED TO 3" ❑' - \ iv 17 1 �❑ �. 5/4X4 TRIM RIPPED P.T. BLOCKING ELEVATION ) ICE AND WATER SHIELD ELEVATION JAMB i 1 /4"REVEAL JAMB EXTENDER JAMB EXTENDER - TO 3" RIPPED TO FIT FOR 3/4 OSB FURRING EXTENDER -�� SILL SUPPORT DOOR UNIT INTERIOR TRIM �� INTERIOR TRIM / �� 3/4"OSB FURRING l SITE SCUPPER THROUGH PARAPET DETAIL SIDING PER SPECS SHIM SPACE �- SHIM SPACE 1X2 TRIM RIPPED TO FIT SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER PARAPET AT GARAGE SWING DOOR HEAD GA 7 ; _ RAGE SWING DOOR JAMB @WOOD FRAMING SWING DOOR JAMB BELOW WOOD FRAMING �� GARAGE MAN DOOR SILL 1 1/211 = 1'-0" 11 1 1/2" = 1'-Ot. 1 1/2" = 1'-0" C 1 1/0 " = 1'-0" 1 1/2' = 1 r_ rr 0 A4mOO H O M E S bluhomes.com o� 130 TURNER STREET I WA THAM, MA 02453 1 T:ARBOR, MI 48104 I T:734-707-9440 r` \ 87.7997 100 N. FOURTH AVE. I ANN - - - - `-\co 200 PINE ST.8TH FLOOR I SAN(FRANCISCO,CA 94104 1 T:415.625.0809 4" / 5" 4" / 4" / cam\ i This document is intended for the singular view of the party to which Blu Homes ti = has presented it. Any copying,distribution,or otherwise sharing of the text, _ images,or data therin expressed of this document is a violation of the terms to REAR VIEW ) SCUPPER SLEEVE W/ OVERFLOW _ I- - N\ which said party has implicitly agreed upon by accepting this document. — - - - - — ©ALL RIGHTS RESERVED 1'-6" -- - - -I CONSULTANTS REAR s -� 1" 3 7/8" 8 5/16" 3 7/8" 1' - 1'-6" ( REAR vlEw_j COLLECTOR BOX V-6„ LL F. 4 4., 1, 5' 4., w = 1 3/ 6 1/2" " 6 1/2" 1 3/ To the best of m knowled e,belief,and rofessional•udement,these p lans and Y 9 P judgement, P J -% - - % y �� y � specifications are in compliance with the Residential Code of New York State_ - -_-�\- -��- BOTTOM QUALITY ASSURANCE AGENCY �\ �, REAR CLOSED m APROVAL SEAL •- TOP cam\ 4„ 4" 5" 4" � � a,� `\I� OPEN T �— I FRONT _ c"\ - SCUPPER SLEEVE W/ OVERFLOW _ w - ( TOP VIEW 3 3/4"1 3/4" FRONT 13/4 1 3 3/4" 1" 4' , 4" 1" 5" / 4" " y- 1" 5 7/8" 6 3/8" 3 3/4" 1' � STERN RESIDENCE - 13/8 - �- 2400 RUTH ROAD \ _ LEFT SIDE ) COLLECTOR BOX TOP VIEW COLLECTOR BOX RIGHT SIDE ) COLLECTOR BOX MATTITUCK, NY 11952 I I ! C11\ MIS - V 5 3/4" 6 1/4" 3 3/4" 1" LINE OF �siisi - c . _ 8 1/2" 9 1/2" DIVIDER 6 PROJECT MANAGER: DAVID McCOY - (INSIDE BOX) I i GRACE VYCOR PLUS SELF DESIGN CONTACT: CARL MILLER ADHERING FLASHING ENGINEERING CONTACT: JEFF FARRELL UNDER NAIL FIN (41-3)AND Revision Date Description P BUILDING PAPER OVER FRONT VIEW ) SCUPPER ELBOW & OVERFLOW FLASHING co - I Co M '' ~ _ \ NAIL FIN (#6&8)TYP. 12/23/14 LOCAL SUBMITTAL o,'`�� iv\ 8 1/2" 91/2" INSTALL 3/4"BLOCKING AROUND MIN 2"OVERLAP,TAPE ALL --------------- OPENING BEFORE INSTALLING SEAMS I I iv � 5o DOOR �\ ' = oo M ti BOTTOM VIEW COLLECTOR BOX \ NOTE: SET ALL NAILING v ______________________ � � j FLANGES IN BEAD OF SEALANT M M �' 1 5 3/4" 6 1/4" 3 3/4" 1 / 1)SLEEVE TO BE FABRICATED FROM 26ga INSTALL HOUSE WRAP UP TO co STAINLESS STEEL WITH SOLDERED SEAMS 1 6" to _ \ DOORJAMB BEFORE INSTALLING 1'-5 1/4" 4" °' 2)SLEEVE TO BE TRIMMED FOR LENGTH ON SITE _ _ i DOOR,TYP. - TO FIT COLLECTOR BOX.00 \� 3)COLLECTOR BOX FINISH TO MATCH GUTTER -- RIGHT SIDE VIEW) SCUPPER SLEEVE W/ OVERFLOW DOWNSPOUT (FRONTVIEW COLLECTOR BOX �Cz ,�; ��] C" / BENT METAL SILL PAN DRAWING TITLE: DETAILS �4 SCUPPER FABRICATION � DOOR FLASHING 1 1/2" = 1' 0" 311 = 11-011 SCALEAT22X34:AS Indicated COL. DECKING PER SPECS ON P.T. BLU MODULE: DECK JOISTS SEE STRUCTURAL T.O.DECKING 125'9-3/4" SIDEBREEZE 3"CLR DECKING PER SPECS ON P.T. DECK 1'-0" 1'-0" SIMPSONI FRAMING CONNECTORS JOISTS SEE STRUCTURAL \ PER STRUCTURAL DRAWINGS FACTORY BUILT HOME NOTE:ALL DECK FRAMING TO BE \ T.O. DECKING 125'9-3/4" - PRESSURE TREATED(TYP.) ' ' % T.O.FINISH FLOOR 126' 1/2" �i P.T. BEAM SEE STRUCTURAL T.O.DECKING 125'9-3/4" _ �, \ T.O.SUB-FLOOR 126'0" DECKING PER SPECS P.T. FRAMING PER STRUCTURAL . COMPOSITE TRIM,TYP. DRAWINGS TYP I cc 5/4X6 DECKING PER SPECS ! l STAIR TREAD,TYP. DECK BEAM PER STRUCTURAL l ° - i DRAWINGS.INSTALL AFTER - SIMPSON FRAMING CONNECTORS PER P.T.STAIR STRINGERS @ 12"O.C. HOME IS SET ON FOUNDATION. \ STRUCTURAL DRAWINGS \ + T.O.STRINGER FTG-124'0-3 3/4" i .l \ , T.O.FOUNDATION WALL-125'-4 3/4" 771, T.O. DECK FOOTING 124'0-3/4" - DECK BEAM SUPPORT ANGLE, SLOPE 2% WALKWAY ! GALVANIZE AFTER CUTTING AND DRILLING,SEE STRUCTURAL DETAILS ` 2"FLAME RESISTANT RIGID 1rt` FOUNDATION WALL BY SITE - _ — SLOPE 2% CONTRACTOR f= - -- 7-- CONCRETE GRADE BEAMS, CONCRETE GRADE BEAMS,- �F L6X8X1/2 STEEL ANGLE SEE STRUCTURAL j ( - SEES R CTURA \ - -- - CONNECTION DETAIL PER -- --- 1_; STRUCTURAL - -- — SEE STRUCTURAL DRAWINGS -- \ FOR REINFORCEMENT III j SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL — I p 1 MODULE: SHEET NUMBER I DECK DETAIL AT EDGE DECK FRAMING AT STEPS TO GRADE �; DECK DETAIL AT MOD ( 1 1 1/2" = 1'-0" 1 1/2" = 1'-0" U 1 1/2" = 1'-0" A4mOl ■ � I I ! 'N 5'-3" \ SIDING PER SPECS 1 - - 3/4"ADVANTECH FURRING STRIPS @ 16"O.C. NOTES: 1. ENSURE AIR INFILTRATION FROM OUTSIDE �( \ IS COMPLETELY RESTRICTED. HOME WRAP WRB 6 1 i 2. ENSURE THE VERTICAL JOINTS OF ALL \ SCREENING INSULATED WALL PANELS ARE SEALED A4.02.) 3. TO ACHIEVE AN AIR TIGHT CONDITION, 1/2"OSB SHEATHING H M E S — APPLY A CONTINUOUS BEAD OF SURE- ENSURE NO VOIDS OR AIR BUBBLES CARLISLE 1 -- l�' SEAL PT 304 SEALANT. DEVELOP WHILE APPLYING SEALANT OR EPDM ROOFING 1 311 = 1 -011 A40020 MASTICS. TAPERED 1/4"/12" b I u h o m e s.Co m �— BEAD OF SURE-SEAL PT 304 INSULATION 1x5 CEDAR TRIM 130 TURNER STREET I WALTHAM, MA 02453 I T:866.887.7997 -� SEALANT AT FASTENER'S HEAD - _ 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 v� 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 - DREXEL METAL DRIP EDGE TO MATCH SIDEBREEZE This document is intended for the singular view of the party to which Blu Homes STANDARD DREXEL COUNTER-FLASHING has presented it. Any copying,distribution,or otherwise sharing of the text, j images,or data therin expressed of this document is a violation of the terms to 1X12 CEDAR which said party has implicitly agreed upon by accepting this document. IT TERMINATION BAR @ 6"O.C. \\ FRIM RIPPED TO ©ALL RIGHTS RESERVED 2X_FRAMING PER \ CONSULTANTS - STRUCTURAL 1X6 T&G V-GROOVE SURE-SEAL WATER / DRAWINGS \ COULSON ENGINEERED \ CUT-OFF MASTIC /� CEDAR �- SEAM FASTENING PLATE& EPDM 90 MIL. BREEZEWAY R F BO NDINGOO SECTION ADHESIVE FASTENERS MEMBRANE ( 1" = 1'-0" i SPACED 12 O.C.AND 6 PRESSURE-SENSITIVE RUSS / 5'-0" — DENSDECK PRIMED i �e \ 1/4"/12" 1 y _ 1/4 PER FOOT I To the best of my knowledge,belief,and professional judgement,these plans and . TAPERED INSULA _ s are in compliance with the Residential Code of New York State- _I TIO specification QUALITY ASSURANCE AGENCY 1/2"OSB ROOF \ r y —� APROVAL SEAL SHEATHING II �\ ! \ J N M STERN RESIDENCE N L 2400 RUTH ROAD I♦ ` FOR FRAMING AND LEDGER FASTENING-SEE o ) MATTITUCK, NY 11952 I I \ STRUCTURAL DRAWING SET PAGES SCS-L THRU SD4 1X6 T&G SOFFIT 1 / PROJECT MANAGER: DAVID McCOY \\ 115 �/ DESIGN CONTACT: CARL MILLER 1/4"MAX.OPENING \� \ ENGINEERING CONTACT: JEFF FARRELL Revision Date Description SCREENNG SIDING PER SPECS 12/23/14 LOCAL SUBMITTAL 1 1/9/15 LOCAL SUBMITTAL REVISED 3/4"ADVANTECH FURRING _ _ _ _ \ _ T.O. SUBFLOOR L1 _ STRIPS @ 16"O.C. +0'-0° HOME WRAP WRB j1 BLU MOD OR SITE BUILT i _ GARAGE WALL 1 � I , J 6 ROOFr FLASHING @ BREEZEWAY 311 - 1 -0 =1 III—III III III III Ili III—III f l lI lI �� ��' \� BREEZEWAY SECTION - DRAWING TITLE: 1/2" PLYWOOD �\ DETAILS 3/4" RIGID INSULATION 3/4"FURRING SIDING PER SPECS SCALE AT 22X34:AS Indicated BLU MODULE: BILCO BULKHEAD DOOR „ SIDEBREEZE ` 1/2 SHEATHING 3/4 RIGID INSULATION -I� T.O. SUBFLOOR _ _ x --_- _- _ BY BLU ,I +0' Oil SIDING PER SPECS - r - 3/4"FURRING cel v \ '•\ \-\� \ \ `\ \ \ \ _ 36"x36" INSULATED DOOR \ \ \ \ \ \ \ 2 A4.02. ^ °° BY SITE G.C. `\ '\ \ \ \ `\ \ •� \\ \ \'�\\\\ \ �\ \\ \ CORAVENT \ \ \ \ \ \ SIDE BLOCKING WITH AZEK TRIM 1x3 P.T.WOOD STOP BILCO FLASHING FINISH AT THE EXTERIOR FACE \ J BY SITE G.C. --------------- STRIP BY SITE GC ♦ i — \ \ WATER PROOF 3 2x6 P.T.WOOD STOP \ \�\` \\\ \`' \\\\ •\.\\\\ \\\\I 2X12 WOOD STEPS A4.02. BY SITE G.C. \ \ \\ \J MEMBRANE BY SITE GC \\\' \\\ �\\\ \BLKHEAD DOOR \\ _ BY SITE G.C. UN-CONDITIONED \ ` \ \\l \ � `\ BY SITE G.C. \ \ `\ (2)2X12 WOOD 32"H X 36"W CRAWLSPACE I� \\\ \\\\\ J STRINGERS BY INSULATED \ - - SITE G.C. DOOR BY C? - � N SITE GC _ I 1X3 P.T. DOORTYP \ \ STOP BY SITE GC BILCO BULKHEAD - \ --- 1/4" ( \ \ ` ;',,,\' \ \ \ \ '. \ DOOR BY SITE G.C. _ _T.O. SUBFLOOR GRAVEL 2X6 P.T. BY SITE GC -- i DRAINPIPE R10 MIN BY SITE G.C. \ 2"RIGID INSULATION \ \ - r _ T.O. FOOTING \ \\ \ \ 71 CONCRETE — FOUNDATION WALL BY •�.'' <; - SITE G.C. PROVIDE THUMBSCREW WOOD BLOCKING BY SITE G.C. FASTENERS NEAR CORNERS AND \\ \\ _ " AT APPROX 12"O.C.ALL SIDES =� == = _ I I � ,.'�J WATERPROOF MEMBRANE APPLY— ._ SWALL SIDING ABOVE FINISH � - co ` `J PER MNFR RECOMMENDATION\I �� 1X6 P.T. BY SITE G.C. l _ 4 PERFORATED PVC PIPE WITH HOLES TURNED ;'. WALL FURRING ABOVE FACTORY-BUILT DOWN. SLOPE PIPE MIN 1/8"PER FOOT TO WALL RIGID EXTERIOR WALL 1X3 P.T.WOOD �- - _DAYLIGHT OR SUMP PER CIVIL DRAWINGS. ;: INSULATION ABOVE 32"H x 36"W INSULATED - STOP BY SITE G.C. \ �'';' �, SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROVIDE CLEANOUT DOOR BY SITE G.C. I � --- I �.< III III I �,�,\� WALL PLYWOOD ABOVE , .' X1/8° ! ( CRUSHED ROCK AN _ _ ALL SIDES TYP PROJECT MODULE: SHEET NUMBER �--" - - I �IBULKHEAD AS DTA�L 2 PLAN VIEW - BULKHEAD WALL CONNECTION 1 Callout of BULKHEAD ACCESS DETAIL I WIND BORN DEBRIS PROTECTION: V SITE G.0 TO PROVIDE PRECUT 7/16"(MIN.) OSB WOOD STRUCTURAL PANELS WITH ATTACHMENT HARDWARE FOR ALL WINDOWS & DOORS: 2 1/2"#8 - _ WOOD SCREWS TO BE FASTENED @ 16" O.C. SPACING FOR SPANS LESS —-- - THAN 6' AND @ 12" O.C. FOR SPANS GREATER THAN 6'AND EQUAL TO OR H O M E S I _ LESS THAN 8'. RE: 2010 RESIDENTIAL CODE OF NEW YORK STATE, R301.2.1.2 i I �w0 ` bluhomes.com 1 % 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 D1.20 PRECUT PLYWOOD PANEL NOTES - 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 _ 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 This document is intended for the singular view of the party to which Blu Homes 1. PANELS CUT FROM 1/2" EXTERIOR GRADE O.S.B TO BE 1" LARGER THAN THE OUTER has presented it. Any copying,distribution,or otherwise sharing of the text, ck, IPERIMETER OF THE TRIM. images,or data therin expressed of this document is a violation of the terms to which said party has implicitly agreed upon by accepting this document. l I 61 ©ALL RIGHTS RESERVED IC 2. 4-1/2" STAINLESS STEEL PANELMATE FEMALE ANCHORS: MIN. (1) @ EACH CORNER & -- -- - ' CONSULTANTS 1 _ _ MAX. 16 O.C. BETWEEN CORNERS. - 1 3. ELCO NYLON PUSH IN BUTTON SCREW FOR EACH ANCHOR 4. WINDOWS- 1 1/2" X 1/4-20 S.S. SIDEWALK SCREW. (1) PER ANCHOR. si (C18) DOORS- 2" X 1/4-20 S.S. SIDE WALK SCREW & WASHER- (1) EA PER ANCHOR I 2 ,. I (D1.20,, To the best of my knowledge,belief,and professional judgement,these plans and specifications are in compliance with the Residential Code of New York State. (C15) 1 QUALITY ASSURANCE AGENCY - Wind Borne Debris Panel Schedule APROVAL SEAL � 1 C17a—, I 1 C19a C19a C 91 LABEL WIDTH HEIGHT AREA LOCATION MOD � I IC 9 o j (C17' C13 T-2 7/16" T-7 1/16" 24 SF RIGHT ELEVATION j MOD A 8'-1" 17 SF BACK ELEVATION MOD A - C14 2'-1 1/2" 8'-1" 17 SF BACK ELEVATION MOD A -- I -- - - - 0 C14 2'-1 1/2" 8'-1" 17 SF RIGHT ELEVATION MOD A C15 6-2 3/8" 1'-7" 10 SF FRONT ELEVATION MOD A ' C17 4'-0" 8'-1" 32 SF FRONT ELEVATION MOD A - ' STERN RESIDENCE i I C17a 10" 8'-1" 7 SF FRONT ELEVATION MOD A = — i -- --- — C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD A 2400 RUTH ROAD C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD A MATTITUCK NY 11952 C19 4'-0" 8'-1" 32 SF RIGHT ELEVATION MOD A77i ' — --- T� ! --- C22 2'-11 1/2" 5-3 7/8" 16 SF LEFT ELEVATION MOD A C22 2-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD A If Mm C23 4'-4" 1'-9" 8 SF LEFT ELEVATION MOD A PROJECT MANAGER: DAVID McCOY - C25 T-4 1/8" 8'-3 1/8" 28 SF LEFT ELEVATION_ MOD A_ DESIGN CONTACT: CARL MILLER ENGINEERING CONTACT: JEFF FARRELL C12 7'-0 1/4" V-7" 11 SF RIGHT ELEVATION MOD B C18 8'-2 1/2" 2'-8" 22 SF BACK ELEVATION MOD B Revision Date Description C18 8'-2 1/2" 2'-8" 22 SF BACK ELEVATION MOD B 12/23/14 LOCAL SUBMITTAL i C18 8'-2 1/2" 2'-8" 22 SF FRONT ELEVATION MOD B -WIIND BORNE DEBRIS STORM PANELS cls 8'-2 v2" 2'-8" 22 SF FRONT ELEVATION MOD B FRONT ELEVATION C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD B C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD B C19 4'-0" 8'-1" 132 SF FRONT ELEVATION MOD B C19 4'-0" 132 SF FRONT ELEVATION MOD B C19a 3'-11" 8'-1" i32 SF BACK ELEVATION MOD B C19a 3'-11" 8'-1" 32 SF BACK ELEVATION MO_D B C19a 3'-11" 8'-1" 32 SF FRONT ELEVATION MOD B C19a 3'-11" 8'-1" 32 SF FRONT ELEVATION MOD B C12 7'-0 1/4" 1'-7" 11 SF RIGHT ELEVATION MOD C _ C12 7'-0 1/4" 1'-7" 11 SF RIGHT ELEVATION MOD C - - _- C12 7'-0 1/4" V-7" 11 SF RIGHT ELEVATION MOD C C12 7'-0 1/4" 1'-7" 11 SF RIGHT ELEVATION MOD C DRAWING TITLE: C12 T-0 1/4" V-7" 11 SF RIGHT ELEVATION MOD C STORM PANEL ELEVATIONS C15 6-2 3/8" V-7" 10 SF FRONT ELEVATION MOD C C16 3'-0" 5-3 7/8" 16 SF BACK ELEVATION MOD C C16 3'-0" 5'-3 7/8" 16 SF FRONT ELEVATION MOD C I C21 4'-0" 5'-3 7/8" 21 SF BACK ELEVATION MOD C SCALE AT 22X34: 1/411 = 1'-0" C21 4'-0" 5'-3 7/8" 21 SF BACK ELEVATION MOD C � � BLU MODULE: C21 12 IC12 IC12i IC12i IC12 C21a 1-6 1/2 5'-3 7/8 8 SF BACK ELEVATION MOD C C21 b V-3" 5-3 7/8" 7 SF BACK ELEVATION MOD C S I D E B RE EZE C22 2'-11 1/2" 5-3 7/8" 16 SF LEFT ELEVATION MOD C j C22 2'-11 1/2" 5-3 7/8" 16 SF LEFT ELEVATION MOD C - C22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD C C22 2'-11 1/2" i5'-3 7/8" 16 SF LEFT ELEVATION MOD C C23 4'-4" j 1'-9" 8 SF LEFT ELEVATION MOD C C23 4'-4" 1'-9'• 8 SF LEFT ELEVATION MOD C I� C24 T-3 15/16" 1'-9" 6 SF LEFT ELEVATION MOD C I I I 1 2 D1.20 D 1.20 pil 1 , 1 1 14! (CC119 � 1 I 1 I - SPACE RESERVED FOR THE NIEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: SHEET NUMBER RIGHT ELEVATION - WIND BORNE DERIS STORM PANELS D1 00 ■ I I I i` Wind Borne Debris Panel Schedule LABEL WIDTH I HEIGHTAREA LOCATION MOD C13 3'-2 7/16" 7'-7 1/16" 24 SF RIGHT ELEVATION MOD A C14 2'-1 1/2" 8'-1" 17 SF BACK ELEVATION MOD A C14 2'-1 1/2" 8'-1" 17 SF BACK ELEVATION MOD A O M E S j C14 2'-1 1/2" 8' �„�-1" 17 SF RIGHT ELEVATION MOD A C15 6-2 3/8" 1'-7" 10 SF FRONT ELEVATION MOD A C17 4'-0" 8'-1" 32 SF FRONT ELEVATION MOD A - C17a 10" 8'-1" 7 SF FRONT ELEVATION MOD A b I u h o m es.Co m IFC 1_9 4'-0" 32 SF BACK ELEVATION MOD A 130 TURNER STREET I WALTHAM, MA 02453 I T:866.887.7997 C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD A 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 C19 4'-0" 8'-1" 32 SF RIGHT ELEVATION MOD A This document is intended for the singular view of the party to which Blu Homes D1.20 j C22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD A has presented it. Any copying,distribution,or otherwise sharing of the text, C22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD A images,or data therin expressed of this document is a violation of the terms to C C23 4'-4" 1'-9" 8 SF LEFT ELEVATION MOD A which said party has implicitly agreed upon by accepting this document. • - ©ALL RIGHTS RESERVED 1 C25 3'-4 1/8 8'-3 1/8" 28 SF LEFT ELEVATION IMODA _ CONSULTANTS �I ^ 1 7_7 -__ C12 T-0 1/4" 1'-7" 11 SF RIGHT ELEVATION MOD B C21 b IC 16 iC21) C21 a , IC21) 1 C18 8'-2 1/2" 2'-8" 22 SF BACK ELEVATION MOD B ,r C18 8'-2 1/2" 2'-8" 22 SF BACK ELEVATION MOD B -_- ------ -- -r--- -- 1 C18 8'-2 1/2" 2'-8" 22 SF FRONT ELEVATION MOD B 1 C18 8'-2 1/2" 2'-8" 22 SF FRONT ELEVATION MOD B j - r- ----__--- - C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD B I - C19 4'-0" 8'-1" 32 SF BACK ELEVATION MOD B C19 4'-0" 8'-1" 32 SF FRONT ELEVATION MOD B C 18 (C 18 C19 4'-0" 8'-1" 32 SF FRONT ELEVATION MOD B C19a 3'-11" 8'-1" 32 SF BACK ELEVATION MOD B To the best of my knowledge,belief,and professional judgement,these plans and C19a 3'-11" 8'-1" 32 SF BACK ELEVATION MOD B 2 specifications are in compliance with the Residential Code of New York State. C19a T-11" 8'-1" 32 SF FRONT ELEVATION MOD B -- D1.20. C19a 3'-11" 8'-1" 32 SF FRONT ELEVATION MOD B QUALITY ASSURANCE AGENCY - APROVALSEAL O C12 T-0 1/4" 1'-7" 11 SF RIGHT ELEVATION rMOC C12 T-0 1/4" 1'-7" 11 SF RIGHT ELEVATION C C12 T-0 1/4" V-7" 11 SF RIGHT ELEVATION C C12 T-0 1/4" 1'-7" 11 SF RIGHT ELEVATION C (1319 C19a C19a: C19(1C12 T-0 1/4" 1'-7" 11SF RIGHT ELEVATION C --— 1 - ----- IC91 1314C4I C19I 1315 6-2 3/8 1'-7" 10 SF FRONT ELEVATION MOD C I C16 3'-0" 5'-3 7/8" 16 SF BACK ELEVATION MOD C -- 1316 3'-0" 5'-3 7/8" 16 SF FRONT ELEVATION MOD C STERN RESIDENCE 1 1321 4'-0"_ 5'-3 7/8" 21 SF BACK ELEVATION MOD C 1 C21 4'-0" 5'-3 7/8" 121 SF BACK ELEVATION MOD C 2400 RUTH ROAD 1=__ - ---------- ---- - ----- --. C21a 1'-6 1/2" 5'-3 7/8" '8 SF BACK ELEVATION MOD C -- -- - - - -------- MATTITUCK, NY 11952 - - -- -- -- --- -------- - ` 1321 b 1'-3" 5'-3 7/8" 7 SF BACK ELEVATION MOD C -- ---_ - -- - C22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD C L -T _T_T — C_22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD C -- -- - C22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD C PROJECT MANAGER: DAVID McCOY C22 2'-11 1/2" 5'-3 7/8" 16 SF LEFT ELEVATION MOD C DESIGN CONTACT: CARL MILLER --I C23 4'4" 1'-9" 8 SF LEFT ELEVATION MOD C EN IN I C23 4'-4" 1'-9" 8 SF LEFT ELEVATION MOD C G EER NG CONTACT: JEFF FARRELL _ I C24 3'-3 15/16" 1'-9" 6 SF LEFT ELEVATION MOD C Revision Date scription 12/23/14 LOCAL SUBMITTAL BACK ELEVATION - WIND BORNE DEBRIS STORM PANELS WIND BORN DEBRIS PROTECTION: SITE G.0 TO PROVIDE PRECUT 7/16"(MIN.) OSB WOOD STRUCTURAL PANELS WITH ATTACHMENT HARDWARE FOR ALL WINDOWS & DOORS: 2 1/2"#8 WOOD SCREWS TO BE FASTENED @ 16" O.C. SPACING FOR SPANS LESS THAN 6'AND @ 12" O.C. FOR SPANS GREATER THAN 6'AND EQUAL TO OR LESS THAN 8'. RE: 2010 RESIDENTIAL CODE OF NEW YORK STATE, R301.2.1.2 DRAWING TITLE: PRECUT PLYWOOD PANEL NOTES STORM PANEL ELEVATIONS I — -- ---_-- —_- -- 1. PANELS CUT FROM 1/2" EXTERIOR GRADE O.S.B TO BE 1" LARGER THAN THE OUTER PERIMETER OF THE TRIM. SCALEAT22x34: 1/4" = 1'-0" a � 2. 4-1/2„ STAINLESS STEEL PANELMATE FEMALE ANCHORS: MIN. (1) @ EACH CORNER & BLU MODULE: • -•- - - - - - , -- - - - - - - - - MAX. 16 O.C. BETWEEN CORNERS I, �31 1 �23) (C24' I ” SIDEBREEZE - - - - - - - - 3. ELCO NYLON PUSH IN BUTTON SCREW FOR EACH ANCHOR 21 (C221 C22 (C22 4. WINDOWS- 1 1/2" X 1/4-20 S.S. SIDEWALK SCREW. (1) PER ANCHOR. D1.2o DOORS- 2" X 1/4-20 S.S. SIDE WALK SCREW&WASHER- (1) EA PER ANCHOR WIND BORNE DEBRIS PROTECTION: j —�2 E J 0 (C23) 1 � I 1 IC22) IC 2 1 I 1 1 0 1 i 1 _1H 1H M - 1 ' � 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1I I- i SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL PROJECT MODULE: 7SHEET NUMBER LEFT ELEVATION - WIND BORNE DEBRIS STORM PANELS D1 ■ I H O M E S bluhomes.com 130 TURNER STREET I WALTHAM, MA 02453 1 T:866.887.7997 WALL FRAMING PER PLANS 100 N. FOURTH AVE. I ANN ARBOR, MI 48104 1 T:734-707-9440 200 PINE ST.8TH FLOOR I SAN FRANCISCO,CA 94104 1 T:415.625.0809 TRIM PER PLANS This document is intended for the singular view of the party to which Blu Homes 5/8"X 2"BLOCKING FASTENED \ has presented it. Any copying,distribution,or otherwise sharing of the text, TO OSB PANEL W/1 1/4"DECK �� images,or data therin expressed of this document is a violation of the terms to SCREWS @ 12"O.C. which said party has implicitly agreed upon by accepting this document. @ ALL RIGHTS RESERVED 4-1/2"S.S. PANELMATE FEMALE ANCHOR: MIN. (1)@ EACH \\ CONSULTANTS CORNER& MAX. 16"O.C. 1-1/2"X 1/4-20 S.S. SIDEWALK SCREW.(1)PER ANCHOR WINDOW PER PLANS j 1/2"EXTERIOR GRADE PRECUT O.S.B. PANEL 2X4 SPLICE RUNNER AS NECESSARY HEAD/JAMB To the best of my knowledge,belief,and professional judgement,these plans and specifications are in compliance with the Residential Code of New York State. 2X4 SPLICE RUNNER AS - - -- --- NECESSARY QUALITY ASSURANCE AGENCY APROVALSEAL WINDOW PER PLANS j 4-1/2"S.S. PANELMATE FEMALE ANCHOR: MIN. (1)@ EACH CORNER& MAX. 16"O.C. 1-1/2"X 1/4-20 S.S. SIDEWALK i _ SCREW.(1)PER ANCHOR // /1/2" EXTERIOR GRADE PRECUT O.S.B. PANEL 5/8"X 2" BLOCKING FASTENED STERN RESIDENCE TO OSB PANEL W/ 1 1/4"DECK / SCREWS @ 12"O.C. 2400 RUTH ROAD i TRIM PER PLANS MATTITUCK, NY 11952 WALL FRAMING PER PLANS WINDOW SILL PROJECT MANAGER: DAVID McCOY DESIGN CONTACT: CARL MILLER ENGINEERING CONTACT: JEFF FARRELL Revision Date Description I� 12/23/14 LOCAL SUBMITTAL 1 STORM PANEL WINDOW �1 n — i n 1 1/2 - 1 -0 i WALL FRAMING PER PLANS TRIM PER PLANS 1"X 2"BLOCKING FASTENED TO OSB PANEL W/1 1/4"DECK SCREWS @ 12"O.C. 4-1/2"S.S. PANELMATE FEMALE DRAWING TITLE: ANCHOR: MIN.(1)@EACH CORNER& STORM PANEL DETAILS MAX. 16"O.C. 2"X 1/4-20 SIDEWALK SCREW W/ WASHER,(1)EA. PER ANCHOR - DOOR PER PLANS SCALE AT 22X34: 1 1/2" = 1'-0" WHERE NECESSARY,SPLICE OSB PANELS 1/2" EXTERIOR GRADE TOGETHER PRIOR TO THE INSTALLATION OF PRECUT O.S.B. PANEL BLU MODULE: PANELS OVER WINDOW/DOOR OPENINGS.FASTEN SIDEBREEZE EDGES OF INDIVIDUAL PANELS W/1"@ WINDOWS, RUNNER AS\ OR 1-1/2"@ DOORS-DECKING SCREWS @ 12"O.C. 1" 2" NECESSARY THROUGH OSB FROM BEHIND WITH THE 2X4 CENTERED ON OSB JOINT.2X4 SHOULD BE ON THE MIN /, L z - OUTSIDE/EXPOSED SIDE. i i i i HEAD/JAMB 5/4 X 6 TRIM (RIPPED TO 1"X 2" IN i i EO eo FACTORY) i 0_ - DOOR IN FOREGROUND BOBO EDGE OF 1/2"EXTERIOR i i Zo in v A i i TRIM EQ � EQ v A i 1/2" EXTERIOR GRADE PRECUT GRADE PRECUT PLYWOOD y � z z Z i i i PANEL.TO EXTEND PAST TRIM 'I Q Q i d a i i O.S.B. PANEL 1"IN ALL DIRECTIONS. i i can z i x(1)X xU)X z 2X4 SPLICE RUNNER AS - 4-1/2"S.S. PANELMATE FEMALE ANCHOR: i i U i Q Q U NECESSARY MIN.(1)@ EACH CORNER&MAX. 16"O.C.; i i i z z a 4-1/2"S.S. PANELMATE FEMALE 1-1/2"OR 2" X 1/4"-20 S.S.SIDEWALK i i z W U) i w w i i ANCHOR: MIN. (1)@ EACH SCREW.(1)PER ANCHOR i i = w CORNER&MAX. 16"O.C. cj 6 i i 2"X 1/4-20 S.S. SIDEWALK U i i i 31/4"PANELMATE FEMALE 2X6 CLEAT ATTACHED DIRECTLY TO i i �? i O O i i SCREW W/WASHER, (1) EA. ANCHOR IF 2 1/4"STEP OR PANELS&SECURED W/3-1/2"DECKi iv PER ANCHOR LARGE SCREWS THROUGH DECK @ 16"O.C. i � 50'-10 1/2 _-- i r TOP OF DECKING N 2X P.T. DECK JOISTS @ 16" OPTIONAL BOTTOM ATTACHMENT- O.C. 2X6 CLEAT ATTACHED DIRECTLY j TO PANELS&SECURED W/3-1/2" j- DECK SCREWS THROUGH DECK @ 2X P.T. RIM JOIST 16"O.C. ._ 1"X1 1/2"BLOCKING @ DOOR SILL, ATTACHED TO PANEL W/1-1/4" DECK SCREWS @ 12"O.C. TRIM PER PLANS DECK FRAMING PER PLANS B SILL SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL TYPICAL PLYWOOD PANEL ELEVATION STORM PANEL @; DOOR PROJECT MODULE: SHEET NUMBER C3 ) 1 1/211 = 1 1-011U - 1 1-011 I