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Home My WebLink About32065-Z FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY Date, 04/12/07 No, Z-32287 THIS CERTIFIES that the building WINERY Location of Property, 44535 MAIN RD (HOUSE NO.) County Tax Map No. 473889 Section 75 (STREET) Block 2 PECONIC (HAMLET) Lot 2.7 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated MAY 10, 2006 pursuant to which Building Permit No. 32065-Z dated MAY 31, 2006 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 A NEW WINERY BUILDING (DUCK WALK VINEYARDS) AS APPLIED FOR. The certificate is issued to MERLOT LLC (OWNER) of the aforesaid building. 03/29/07 SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL Cl0-05-0020 01/12/07 ELECTRICAL CERTIFICATE NO. 3005469 03/12/07 WILLIAM GREMLER PLUMBERS CERTIFICATION DATED ~ a- '/J/1_ / /~~- thor~zed Slgnature Rev. 1/81 ~ Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 . - :_~~/'- (,.... r, r' ,.l "f/ fr. , ,~. APR-S 7 APPLICATION FOR CERTIFICATE OF OCCUPANCY L__~._ 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: I. 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 fonn). 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 2/1 0 of I % 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: I. Accurate survey of propeliy 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 I. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00. AJterations to dwelling $25.00, Swimming pool $25.00. Accessory building $25.00, Additions to accessory building $25.00, Businesses $50.00. 2. CeJiiflcate of Occupancy on Pre-existing Building - $100.00 3. Copy ofCeliificate ofOccupanc)' - $.25 4. Updated Celiificate of Occupanc)' - $50.00 5. Temporary Cel1ificate of Occupancy - Residential $15.00, Conilllercial $15.00 ~ .,i) 6)\ 00+- 4/11~ Date. Location of Propeliy: ,/ Old or Pre.existing Building: Lt'is35 ~diN qoad Street (check one) .sou+~old New Construction: House No. Hamlet Owner or Owners of Property: tv\e.y lert LL(. Ol5 Block 0002. Lot 002.00]_ Suffolk County Tax Map No 1000, Section Subdivision Filed Ivlap. Lot: PennitNo. 32.01.05 DateofPennit.~APplicant:---.!':1erlo+ LLC. Health Dept. Approval C\ 0.05 .C02 0 Undenvriters Approval 33005'3 300 5 4lo~ Planning Board Approval Request for: Temporary Certificate Final Certificate: / Fee Submitted: $ 50. co ~.Q.C...,a-6 S 3 C(yof. 32;}87 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. e BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 32065 Z Date MAY 31, 2006 permission is hereby granted to: MERLOT LLC 591A BICYCLE PATH PORT JEFFERSON STA,NY 11776 for : FOUNDATION PERMIT AMENDED FOR CONSTRUCTION OF A WINERY BUILDING AS APPLIED FOR PER PLANNING BOARD APPROVAL (AMENDED: JULY 14, 2006) SOUTH/PEC at premises located at 44535 MAIN RD County Tax Map No. 473889 Section 075 Block 0002 Lot No. 002.007 pursuant to application dated MAY 10, 2006 and approved by the Building Inspector to expire on NOVEMBER 31, 2007. Fee $ 2,181.50 Authorize ORIGINAL Rev. 5/8/02 @J.@J ~ BY THIS CERTIFICATE OF COMPLIANCE THE ~ ~ NEW YORK BOARD OF FIRE UNDERWRITERS. ~ ~ BUREAU OF ELECTRICITY ~ ~ 40 FULTON STREET - NEW YORK, NY 1 0038 ~ ~ CERTIFIES THAT ~ ~ ~ ~ Upon the appl ication of upon premises owned by ~ ~ ~ ~ REP ELECTRIC DUCK WALK VINEYARDS ~ ~ PO BOX 635 44090 MAIN RD ~ I MATTITUCK, NY 11952, PECONIC, NY 11958 ; ~ Located at 44090 MAIN RD PECONIC, NY 11958 ~ ~ ~ ~ Application Number: 3005469 Certificate Number: 3005469 ~ I Seeti" , ",ock Lm, B,dd'" '''mH, BDC,",,, I ~ Described as a Commercial occupancy, wherein the premises electrical system consisting of ~ ~ electrical devices and wiring, described below, located in/on the premises at: ~ ~ First Floor, Outside, Attic, ~ ~ A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed ~ ~ herein, was conducted in accordance with the requirements of the applicable code and/or standard ~ ~ promulgated by the State of New York, Department of State Code Enforcement and Administration, or other ~ ~ authority having jurisdiction, and found to be in compliance therewith on the 12th Day of January, 2007. ~ ~ Name OTY Rate Ratinll Circuit ~ ~ ~ Alarm and Emergency Equipment ~ ~ Combo Exit and Emergency Light 8 0 ~ ~ Emergency Light 2 0 ~ ~ Appliances and Accessories ~ ~ Dish Washer I 0 30 Amps ~ ~ Future Appliance Feeder i 0 50 Amps ~ ~ Future Appliance Feeder I 0 40 Amps ~ ~ Furnace Ii 00 OHI.'pi . ~ F.!l Pump Motor 3 F.!l ~ Hand Dryer 2 0 ~ ~ Exhaust Fan 4 0 F.H.P. ~ ~ h~~ ~ ~ Wiring and Devices 2 100 14 ~ ~ Outlet 99 0 Fixture ~ ~ Fixture 56 0 Incandescent " ; ~ Fixture 23 0 Flourescent seal ~ ~ Fixture 10 0 High Intensity ~ ~ Continued on Next Page 1 of 2 ' ~ I ",,' co"fic,;, "'" "'" '" "".d '" "~ "" ood d ~lid"", """ ~ ". -"~ 0' , "';00 ~I ,; ". locoti" "d ,_d, I @J.@J @J.@J I > BY THIS CERTIFICATE OF COMPLIANCE THE I ~ NEW YORK BOARD OF FIRE UNDERWRITERS ~ ~ BUREAU OF ELECTRICITY ~ ~ 40 FULTON STREET - NEW YORK, NY 1 0038 ~ ~ CERTIFIES THAT ~ ~ ~ ~ Upon the application of upon premises owned by ~ ~ ~ ~ REP ELECTRIC DUCK WALK VINEYARDS ~ ~ PO BOX 635 44090 MAIN RD ~ ~ MATTITUCK, NY 11952, PECONIC, NY 11958 ~ ~ Located at 44090 MAIN RD PECONIC. NY 11958 ~ ~ ~ ~ Application Number: 3005469 Certificate Number: 3005469 ~ I Section: Block: Lot: Building Permit: BDC: ns11 I ~ Described as a Commercial occupancy. wherein the premises electrical system consisting of ~ ~ electrical devices and wiring, described below, located in/on the premises at: ~ ~ First Floor. Outside, Attic, ~ ~ A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed ~ ~ herein, was conducted in accordance with the requirements of the applicable code and/or standard ~ ~ promulgated by the State of New York, Department of State Code Enforcement and Administration, or other ~ ~ authority having jurisdiction, and found to be in compliance therewith on the 12th Day of January, 2007. ~ ii!l Name Ory Rate Ratinl! Circuit ~ ri!l ~ Pole/Post Lighting Standard 10 0 High Intensity ~ ~ Outlet 121 0 General Purpose ~ ~ Receptacle 80 0 General Purpose ~ ~ Switch 2121 0 General Purpose ~ ii!l Dimmers 0 ii!l ~ Receptacle 32 0 GFCI ~ ~ Lighting track 256 0 ft ~ ~ Service ~ ~ 3 Phase 4 W Service Rating 600 Amperes ~ ~ Service Disconnect: 1 200 sw ~ ~ Service Disconnect: 2 200 cb ~ ~ Meters: 1 ~ ~ ~ ~ ~ I seal I ~ ~ ~ ~ 2 of 2 ~ I This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. I @J.@J TOWfI HIllI, 53096 Main Road P. O. Box 1179 ScMItOId, NewYO/l( 11971 Fax (518) 785-1823 Telephone (S18) 785.1802 OFFICE OF THE BUILDING INSPECTOR TOWN OF SOUTHOLD CERTIFICATION DAn: .~ oj 2 .01 Bulldinq Permit No. 3 20&52- Mer/of LLC (please print) Owner: Plumber: Will jaM 6YCIVJ l.er (please print) J~ ~i; contains 1es5 than 2/10 of 1\ lead. I certify that the sOlder Used in the water SUPply system '~ (Plumbers Signature) Sworn to /.,( !.-/- before me this day of fYllJJ G.L ~ {' h / t County' ~J.~ . I J-i_,dt1J 1 Notary Public I ELAINE T. VILLANO Notary Public, State of New Vorl< 1110. 01Y16029229, Suffolk CoU1"o/^,\ '7 Commission EX:;lltcs Aug, 9, =. u -------- ~ ~~ < < _.~~-~~- 3;2o~5Z- TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING ~FINAL;ee,' [ ] FIREPLACE & CHIMNEY [] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: ~'5'/GJeD rJ- 9tJtL . , JI~ ~-' ~~ ' A. ~ :J~4 fJ- - (h4~-' /' F~ , L4- ~K, ~ f}dt~ ~ \L- ~~~*-' DATE 'f--....0r07 INSPECTOR ~~ ----------- ~. . - ~~- ~ 3 J-O ~.s-~ TOWN OF SOUTH OLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING I STRAPPING t><t FINAL [ ] FIREPLACE & CHIMNEY [] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: J!..~ ~ ~ I ~-,,~ ~,~ ~~. -~, ~=!I~ d'r--- ~~~~ ~~I1( .3 - ;)...) ~o 7 DATE INSPECTOR ~~ / // -~ "~ " // (1-) ~ S-JJ-3 ~ ~i~ [ ] FOUNDATION 1ST [ ] ROUGH PLBG. ~ ~ [ ] FOUNDATION 2ND [ ] INSULATION ~ [ ] FRAMING/STRAPPING P<(FINAL )~-~jJ~ [ ] FIREPLACE & CHIMNEY [] FIRE SAFETY INSPECTION -1f~ 0__ [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESIST~ PENETRATION k:-' tJ k.. REMARKS: .!I~~ ~.,/iiZ7 ok ~~~ ~~ (. ~~, ';VJd~~A ~ rJ-:; , f30 ~ ~ t;;" 'd--- ' <' ( -=It 3')-tJ~~ Z- TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION -t DATE 3 -13-07 INSPECTOR ~~ / / ~L-IL Wvtc~ ~ 3206S- TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING I STRAPPING [] FINAL [ ] FIREPLACE & CHIMNEY K(FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARK~: t v\.s J ~6r., '" iA/'v C ~ lJ-- ~. G;)V:O~ "1)v1l>-j r0G, k 415 ~t5"'" , I:D (~ c~~ ---- J PLoA?-->:::> ~t9.-tfJ~ PLf\iU~ -- ~ 2.OC":>Clc:> +EE - cc:-a::;- 0 r;.. ~A-LL \fA"LV lC. VV\A1 r-J S r (2.,1l'--)t::..l8VZ-- ,_ ~ ?L-7"rC.~IN~ DATE 3- (3- b l INSPECTOR 3;)-00> ~ TOWN OF SOUTHOlD BUilDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [] ROUGH PlBG. [ ] FOUNDATION 2ND ~INSUlATION [ ] FRAMING I STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: ~ ~/f-. ~!n 4- ~~ ~ ':'-r-~ i4-ok. ~, /J . - /I /J t7 L%- ~ ~~ ~,~ 'd.. , DATE i-J-o -ot INSPECTOR ~ ~ 3VJ&s-=i!;- TOWN OF SOUTH OLD BUILDING DEPT. 765.1802 INSPECTI N [ ] FOUNDATION 1 ST [ ROUGH PLBG. [ ] F~DATION 2ND [] INSULATION [ vrFRAMING I STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS. P L.L +- ~'-'-<-f t;;;f. j, ~~ DATE 0& INSPECTOR /' TOWN OF SOUTH OLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [] ROUGH PLBG. [ ] FOUNDATION 2ND [] INSULATION [ ] FRAMING I STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [~FIRE SAFETY INSPECTION REMARKS: jSRe- ~~lY- 4:lb~12lr 2W* 2 +- -OO~ ~.-f) - \J B>L DATEi1-7.. 0(0 INSPECTOR~ ~Ui~ TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [] ROUGH PLBG. [ ] FOUNDATION 2ND [] INSULATION [ ] FRAMING I STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY ~RE SAFETY INSPECTION REMARKS: ~ c;7~ tOy ~~~ p~ 4t Lon <29 f7'i. 3~~ 1 S0S 5~ ~ PlArV/- (, \.l e; DATE-9-1- ~ ~s~ - fJ INSPECTOR -./ "3 z<)(p~ -is TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ [ ] ROUGH PLBG. [ [ ] INSULATION [ ] FINAL [ ] FIREPLACE & C y [ ] FIRE SAFETY INSPECTION 0,,1j ( r ~ ' REMARKS: tA.lr~ ~ F- sJ .C :..t^;};~;71~ nJr " u,.'~ JJ~~ DATE 9/1 /0 ~ / INSPECTOR ,~/~$ ~ TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 NSPECTION [ [ [ ] FOUNDATION 2ND [ [ ] FRAMING I STRAPPING [ [ ] FIREPLACE & CHIMNEY [ REMARKS: ] ROUGH PLBG. ] INSULATION ] FINAL ] FIRE SAFETY INSPECTION L ~ DATE ~/ }-).--! f) f- INSPECTOR 3 ?-D fo 5' L TOWN OF SOUTHOlD BUilDING DEPT. 765.1802 INSPECTION rxJ.. FOUNDATION 1 ST [] ROUGH PlBG. [ ] FOUNDATION 2ND [] INSULATION [ ] FRAMING I STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: f~ Af~ ;J~ p~,~ ~ ~~, ~~ ~ -. ~;;:;:%lf A.f~ ~ fp- .--k- DATE fo-I~-6~ I~SPECTOR ~~ Charles W. Southard Jr. REGISTERED ARCIHIECT ~ ~,,~~1 - rj-~f I March 29, 2007 4400 Veterans Highway Suite #207 Holbrook, New York 11741 Phone (631) 471-5228 Fax (631) 471-5229 Town of Southold .:PR. a 2[.,;' Building Department Town Hall 54375 State Route 25 Southold, New York 11971 . I . l__._.i.~ RE: New Building for Duck Walk Winery Main Road, Southold Dear Mr. Verity, There are a number of items which I have been asked to address regarding the construction of the above noted project. 1. Dampproofing BCNYS Section 1807.1 Where required requires dampproofing "on walls or portions thereof that retain earth and enclose interior spaces and floors below grade". This building has been dampproofed in accordance with this BCNYS code section. 2. Strapping I sent a letter dated Sept. 5, 2006 clarifying this issue, stating that all required strapping was shown on the drawings. The inspector conducted this < inspection to verify installation according to the drawings. ~? , 3. Protection of Openings BCNYS Section 1609.1.4 "glazing shall be assumed to be openings unless such glazing is impact resistant or covered" This building has been designed as a "partially enclosed" building in accordance with ASCE-7. A copy of this is enclosed. This shows the requirements for a Main Wind Force Resisting System design according to ASCE-7. . Page 2 March 29,2007 . 4. The insulation in the mechanical rooms in the Main Tasting room have b::- ~ covered with 1/2 gypsum board. 5. Attached is the Final Health Department SIte Plan vl\ /'L< \J. Ai- If you have any questions, please call. Thank you, Charles W. Southard Jr. ~. c:.IJR I 2~: ,'1" :'(. Charles W. Southanl Jr. 1'. , ~ REGISTERED ARClllTECT 4400 Veterans Highway Suite #207 Holbrook, New York 11741 Phone (631) 471-5228 Fax (631) 471-5229 April 11, 2007 Town of Southold Building Department Town Hall 54375 State Route 25 Southold, New York 11971 RE: New Building for Duck Walk Winery Main Road, Southold Dear Mr. Verity, I certify that the strapping shown on the plans and specifications for the new Duck Wa1k Winery building have been installed. If there is any additional information as way of a clarification which you need to issue this Certificate of Occupancy, please contact me immediately. If you have any questions, please call. Charles W. Southard Ir. Truly, - "p...... I C'ThI2' ',~:J\\ /, Charles W. Southard Jr. r. T" "",= REGISIERED ARCHITECT 4400 Veterans Highway Suite #207 Holbrook, New York 11741 Phone (631) 471-5228 Fax (631) 471-5229 April 9, 2007 Town of Southold Building Department Town Hall 54375 State Route 25 Southold, New York 11971 RE: New Building for Duck Walk Winery Main Road, Southold Dear Mr. Verity, There are a number of items which I have been asked to address regarding the construction of the above noted project. 1. Dampproofing BCNYS Section 1807.1 Where required requires dampproofing "on walls or portions thereof that retain earth and enclose interior spaces and floors below grade". This building has been dampproofed in accordance with this BCNYS code section. 2. Strapping I sent a letter dated Sept. 5, 2006 clarifying this issue, stating that all required strapping was shown on the drawings. The inspector conducted this inspection to verify installation according to the drawings. 3. Protection of Openings BCNYS Section 1609.1.4 "glazing shall be assumed to be openings unless such glazing is impact resistant or covered" This building has been designed as a "partially enclosed" building in accordance with ASCE-7. A copy of this is enclosed. This shows the requirements for a Main Wind Force Resisting System design according to ASCE-7. . . Page 2 April 9, 2007 4. The insulation in the mechanical rooms in the Main Tasting room have been covered with 1/2 gypsum board. 5. Attached is the Final Health Department SIte Plan If you have any questions, please call. KENNETH L. EDWARDS MARTIN H. SIDOR GEORGE D. SOLOMON JOSEPH L. TOWNSEND MAIUNG ADDRESS: P.O. Box 1179 Southold, NY 11971 PLANNING BOARD MEMBERS JERILYN B. WOODHOUSE Chair OFFICE WCATION: Town Hall Annex 54375 State Route 25 (cor. Main Rd. & Youngs Ave.) Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 PLANNING BOARD OFFICE TOWN OF SOUTHOLD February 5, 2007 ! I Charles W. Southard, Jr. I 4400 Veterans Memorial Highway, Suite 207 !. Holbrook, New York 11741 ~:--'-'\l ',:J FEB - 7 Re: Duck Walk Vineyards Route 25, Southold SCIM# 1000-75-2-2 I I ,,---~.c-:...----J Dear Mr. Southard: At the written request of Charles W. Southard, Jr., dated January 25,2007 and February 2,2007, requesting final site plan inspection, Planning Department staff performed a site visit on February 1, 2007. In reference to the above, the Planning Board held a work session on February 5, 2007 to discuss the approved site plan prepared by Charles W. Southard dated October 25, 2005 and last revised April 12, 2006, the resolution dated May 9, 2006, the as-built site plan last revised February 1,2007 and staff site visit comments regarding the above referenced site plan. In reference to the above, the Planning Board has determined the site plan requirements have been satisfied and include the following items: · All handicap parking stalls, access aisles and signage must comply with New York State Code and ADA requirements. . All outdoor lighting shall be shielded so that the light source is not visible from adjacent properties and roadways. Lighting fixtures shall focus and direct the light in such a manner as to contain the light and glare within property boundaries. All lighting must meet town code requirements. · The Planning Board approves the installation of all site landscaping, including landscaping around the dumpster and geo-block grass pavers in the Spring of 2007. The Planning Board recognizes that, due to weather constraints, this will be completed no later than May 31, 2007. If the landscaping is not installed by May 31,2007, the applicant must request an extension from the Planning Board, in writing, detailing the expected time of completion. . The Planning Board approves the additional drainage installed on site, just north of the I-story building. · The Planning Board approves the relocation of the six (6) pole lights along NYS Route 25 from the south side of the geo-pavers to the north side of the geo-pavers. The Planning Board recognizes this will reduce the amount of parking spaces on the geo-block grass pavers from thirty (30) spaces to twenty-eight (28). Duck Walk Vineyards Page Two February 5, 2007 This letter does not condone any changes from the as- built site plan and approvals from other agencies if required. Respecdullyyours, c~~~~~ ~rilyn B. Woodhouse Chairperson Ce: File Building Department (with enc.) Town Engineer Enc.: One (1) copy of the As-built site plan prepared by Cbarles W. Southard, Jr. last revised February 1, 2007 FOR INTERNAL USE ONLY 5u;Jr te8 SITE PLAN USE DETERMINATION Initial Determination Date: 1/ I J ~ I 5 -il... Date Sent: /I I r0;J I ~ ProjectName:'buc.:. W~L"'- \J,,u~'iAiU:>S Project Address: 4L/.i)31J mwn ..fol"ll') &U77100 . Suffolk County Tax Map No.:1000- '75_ d_ ::;L'/Zoning District: /1c Request: (J,'(/<;7;P(/I':T J+ b.JJA/~r/771S7//V(j .P'O(1/YJ (Note: Copy of Building Permit Application and supporting documentation as to proposed use or uses should be submitted.) Initial Determination as to whether use is permitted: Il.rF ~ kAZm/771'.:,/) I Initial Determination as to whether site plan is required: ~~ :~ /oJ /Z-cQu/tee1l VIff!./M1('r.. mfJ If .f?G ;eCc2uJJ2E 1> Fht? ,jE7R -// / f"1L/t/rfn: K'OA-/) c;1J ~ .-- Signatu~ Building Inspector Planning Department (P.O.) Referral: P.O. Date Received: If I ::z:z-l(j < - Date of Comment: // I 7tr- I'IS c:c"t';:;~ 'u'l ctd' ~,;- <:;~ "{-:/' II j" -7't1::.f ~" / ""0 ~.,.b. ~ _. I ~ ~ f"'-<~nJi=. ('''' . ~~:~#/ '1;, "m of PI'''''9 D,pt St," R,,"w", Final Determination Date:AI 01 I or NO\! 2 2 2005 Decision: ~ . ... .-ez.. t?P~ ~ -- ~ I~.....L..< _;L ~- :c' Ri>.. ~ .. ....,---...<C... -_ , ........ 4Il 4. 1 ~ _ Charles W. Southard Jr. <::m. REGISTERED ARCHlTECf 4400 Veterans Highway Suite #207 Holbrook, New York 11741 Phone (631) 471-5228 Fax (631) 471-5229 June 26, 2006 r: .. ....:1 , l~ ls 01 ~ ~ ~~ R I'. \: 'r ,,' "",' I " "- " ' ~' r~~-" .,_.' , . I:' 26 . " Town of Southold ~ , j _' ,."~'-'" "" l - --~'-, ..;;.o;..:.;;.~_-=-=.J Building Department Town Hall 54375 State Route 25 Southold, New York 11971 jl " i\ \0;_ .L- _~3~~~~, RE: New Building for Duck Walk Winery Main Road, Southold Dear Sirs, I have inspected the footing, foundation and the ground which they rest upon, and find that to the best of my belief and knowledge they comply in all respects with the Building Code of New York State. If you have any questions, please call. ^ = ~ , ) \ FOUNDATION (1ST) . \. (.~, IRA'. 1 ./ COMMENTS . ~~~ =EJ~ Ptt-d V'jIIJ..iI..., /FaA r "",r .,oA yo )~ S\ ~ Jlh1^A A ~~ "/J.n I' .'./~ rf-:~~.O. ~ } ./ ~Y;J7 \\ '" c ~ r- en Z l"l f\ FIELD INSPECTION REPORT DATE " -llf-1 FOUNDATION (2ND) , .2 ..1:.9 -L- tJ'- iY~ ,: J. +:::;..1l k #~r..J;.J' /1/ n!- Ji..~--v.~ / \1'\ g; 9/f"1tJ1llIb. . j n 'J (. ~ All L . Jl/ ~ ~.... r /iF' .J _ ~ ! / '( t::J1lfl. / 9'- ~ . . h -- ':7. . ?~- . o. ~A 7";) ~j 1. /. .JL.J L. ~_~ / / /J -' i::'". . ~ IJ/.. I A-" LP _ .// V" ) rj~. ,r /~ /I. " _ /~ ~.....t~ 19-)0.-0 AI 'hn^, P ~ ..I. j/ /.J < ,.L ~/) j, ........-A'h:.. f('?'. '_ {/ IJ..JL .n " ~_ ~ Z)k'v (T ~ ~r.P"# Vlfle(. rd~../.d /.........\ J::AsrJt.J~i." .w.J'I/,"-:"J ~or- "/ ~, .". Hi ~, ( , . '.t - . ~t.#.Ld E .hJ .LA. '-1; . d J- a..-/ ROUGH FRAMING & PLUMBING ~ i .., Cl' o f ~AM a \.1-...........\ 3-'2I-p~ HI' J' v J..V.k . ,;;~'-brf:;- u #41J. -~ t~ '" ( /?:; ~ ' ot\4 fl.\_. '",~d'.J-: - /~..n. 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J/..P/I-: /JOT /Y11,"/ ;,i,iIA v .17 --A / /./ jJ~~ / 'I I r V / / ~ .' , - t'J . Fr 1 ofo +feE: ~Nlt.llCl7.i PASSel> n ~ C-f.p;si L:rX:f1"Y ~ ~ ~ '.-!>J '" -~ :>;y .9'E:.-1S(3 S'fAmP~~\h~ pp.&/J.. 1.S - ,. 2..00",) fit.. '\ ~. ....t- IVr.f...1'.> ~ S~rsl3S>~h yroA> _11 ^ ",ij ~ K ...- IlI9"J .5 g C\ IP -=."QrJ4/TI2.b ~FD~ s~~ /1..f/ Jj, J 2. ~ Fd ;)-~:D'I \> I Ittc.'Ink.'t ? ~ ~ 3-6 - 0'" - $;;:-Y'<2.< ,..l-.::A.e-L- \ 3<s s -e.U A"U.. ~ ~ S\..., "- {0'C<<:.0 s,~'?u> p\"'A1NS ., Fz'L 0. ~ -......::. l7rJAL nrU; "TO fi,'c. \)OoJb WITH nt0f\"L- Q~~~' ~ ; f 1-f:.,-01 /f/N"RIl cext;.J\;L: ~ j;.....1 :-r..7-;'~-';.~/b'uE"j tl'S~-lI-Le-A/ . ~~~~~:::;;~e,~1J:~ ..~Jtr tH!I~/07 ,.a-"e,:?/,<)~",:"r' a...~~J:::.'~~, ~ INSULATION PER N. y, STATE ENERGY CODE /1 ' , TOWN OF ~UTJIOLD BUnpING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 www.northfork.net/Southoldl BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the ~6win~, b~fore applying? Board of Health 4 sets of Building Plans Planning Board approval Survey Check Septic Form N.Y.S.D.E.C. Trustees Contact: Mail to: PERMIT NO. ,20 Examined Approved Disapproved ale ,20_ . Phone: Expiration ./~-i~- ..---"",.., ":r. \':' \., ~'l ~'-"': \C, 1\ ",,'<1\\\\ '-::- \\ '( ,'.";;.-. S.'::';\ " , ' ,!,\~ \ \l?' , \ \'\~ \ \ " . ~...:. :~,~_.-J Building Inspector APPLICATION FOR BUILDING PERMIT . -:"-.",>--;,, \_----' "' Date HA.Y 10 -I-h ,200G INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location oflot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d, Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such.a permit shall be kept on the premises available for inspection throughout the work. e, No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire ifthe work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property, have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICA nON IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of South old, Suffolk County, New York, and other appl' able Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for rem or demo t n as herein described, The applicant agrees to comply with all applicable laws, ordinances, building code, h usin r. gulations, and to admit authorized inspectors on premises and in building for necessary inspec,tions. applicant or name. if a corporation) ~oo VeteraNS -t\\'I~. Suite :lt201 11 (Mailing a ress of applIcant) Tj 01 10"-00,," , N~",,~ork 111't1 State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder A~r''EcT Name of owner of premises i\erodo+I.lS I>am, aN 0 S (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer f (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. I. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section Subdivision E \1SiaN {:ie\dS (Name) 15 Block()2 Filed Map No. Lot 2.1 Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed cOristructioh: . a. Existing use and occupancy Fa""" la l-J d ~ I="i e Id b. Intended use and occupancy IN i r-Je'f"/ 3. Nature of work (check which applicable): New Building 'f... Repair Removal Demolition \ \\ Addition Other Work Alteration 4. Estimated Cost 4"'00,000 (Description) Fee 5. If dwelling, number of dwelling units If garage, number of Gars Nlfl (To be paid on filing this applicatlon) Number of dwelling units on each floor "11Ft 6. Ifbusiness, commercial or mixed occupancy, specify nature and extent of each type of use. 'N i"'~r1 ~ TdS+i'1. ~oo"" Depth 7. Dimensions of existing structures, if any: Front N I A- Height Number of Stories Rear Dimensions of same structure with alterations or additions: Front N I ft Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front l'tO' Height 2 g , Number of Stories Rear IYO' Depth 80 I 9. Size 0001: Front Rear Depth Name of Former Owner i>ec.oNic. ldNd T,,'ls+ 10. Date of Purchase II. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES_NO X- 13. Will lot be re-graded? YES .x NO_Will excess fill be removed from premises? YES_NO X 14. Names of Owner of premises +tel"od.+us l>a",ia~o!Address Name of Architect C.~Qrl~S Sou+~G\rd Address Name of Contractor Address Phone No.( 1.31) 413. 41o&~ Phone No lr.3J) 'iJI . 5).).g' Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES ~ NO _ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES_NO_ * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. STATE OF NEW YORK) SS: COUNTY OF ) C I+A/E.U'~ W. 'SoIATI-I AJZ.b -:Te. being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, . f 4 f2.G. \-\ ,.... E:.C- T (Contractor, Agent, Corporate Officer, etc.) (S)He is the of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. 20~ /.n I I ture of Applicant " LESTER E. SIEMS JR. Notary Public, State of New York No. 01516028951 Qualified In Suffolk County Commission Expires August 9, 20 Of I -;.. ~ ,. ..... .. -,...""' "'t:I ........e;. .l.....uu r .uc;.'CJI;, FOR PeL. NO. SEE SEC. NO. 075-02-002.5 Ii' Ii' o -N- 'V,1o ~~oP 1- C6 ' ... 13.1 - / .l.J~ ~?-L ') TOTAL P.02 .y SEALED WOOD TRUSS DESIGNS for DUCK WALK VINEYARDS Southold, NY prepared for: Duck Walk Vineyards 591- A Bicycle Path Port Jefferson Station, NY 11776 prepared by; NASSAU SUFFOLK LUMBER & SUPPLY CORP. TRUSS DIVISION 517 LONG ISLAND AVENUE, MEDFORD NY 11763 Attn: Brian Mooney 6/9/06 (631) 289-6900 FAX (631) 289-6907 EXECUTIVE OFFICES LOCATED AT 2000 OCEAN AVE., RONKONKOMA, NY I 1779-6534 PURCHASER IS ADVISED TO OBTAIN AND FOLLOW BCSI-B2 TRUSS INSTALLATION & TEMPORARY BRACING GUIDELINES, AND TO DISTRIBUTE BCSI-B2 SUMMARY SHEET TO ALL PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. TRUSS SHOP DRA WINGS WILL BE THE SOLE SOURCE FOR TRUSS FABRICATION PURCHASER MUST SIGN FOR APPROVAL TO FABRICATE AS PER NASSAU SUFFOLK LUMBER TRUSS SHOP DRA WINGS. r ., -- ....@ nU. H_ t.fj';ioL7~ W"V''', iHJJ~n:1 6:~ Re: WINERY DUCKW ALK VINEYARDS - SOUTHOLD, NY MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-5343 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Nassau Suffolk Lumber. Pages or sheets covered by this seal: 110454709 thru II 0454715 My license renewal date for the state of New York is January 31, 2008. June 8,2006 Miller, Scott The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. . 'Joli , 'WINERY W300 1'i1iSSType SCISSORS p~ Qty I OUCKWALK VINEYARDS. SOUTHOLD, NY ,I Job Reference 0 lianal 6.200 s Oct 182005 MiTek Induslries, Inc. WedJun071J:21:2820D6 Pagel ru" Nassau Suffolk Lumber, Medford. NY 11763 ,2-0-04-4-15 0-0-5 4-'-7 12-7-12 16-9-3 20-10-9 25-0-0 29-1-7 33.2.13 37-4-4 41-5-11 45-7-1 2-0-0 4-4-15 4-1-7 4-1-7 4-'-7 110454709 50-0-052-0-0 4-'-7 4-'-7 7X8MT18H ::: 7XBMT18H ::: ~SEE PAGE 3 FOR FIELD SPLICE DETAIL 11 4:6 'l 4:6'~ 4-1-7 4-'-7 4-'-7 6.00 ,12 3:<4::: 10 ',5 Y ,/,j( //1"\' 9 /" 36 "'-'> I 4x5:::- l.J300 4:<5-'/ o #, ~ 326x6';;::: 5.00['"12 6xe.::::-- 24 OJ 10x12-;/ 2x4 7xBMT18H'l 4-4-15 I 6-6-5 4-4-15 4-'-7 12-7-12 16-9-3 20-10..9 25-0-0 4-'-7 4-'.7 4-'-7 4-'-7 29-'-7 4-'-7 33-2-13137-4-4 141-5-11 4-1-7 4-1-7 4-1-7 = ~te otfset~,n_J2:0.2-2,0-3-21. [20:0-2-2,0-3-2). [35:0-2-8,0-3-81, [36:0-2-8.0-3-8], f37:0-2-8,0-3-8],J38:0-2-8,0-3-81 LOADING (psf) TCll 32.0 (Roof Snow=32.0) TCDl 10.0 BCll 0.0 BCDl 10.0 LUMBER TOP CHORD BOT CHORD ! WEBS ! SPACING 1-4-0 CSt DEFL ;" ('oc) lIdefl Ud Plates Increase 1.15 TC 0.44 Vert{ll) -0.57 27 >999 360 lumber Increase 1.15 BC 0.66 Vert(TL) -0.87 27 >684 240 Rep Stress Incr YES WB 0.51 Horz(Tl) 0.93 20 "'a "'a Code IBC2000/ANS195 (Matrix) VVind(ll) 0.45 29 >999 240 BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 2-10-8 oc purlins. Rigid ceiling directly applied or 5-10-0 oc bracing. 1 Brace at Jl(S): 36, 37 SLIDER 2X6SYPSS 2X6SYPSS 2 X 4 SPF Stud *Except* 11-282 X 6 SYP No.2, 11-282 X 6 SYP No.2, 8-28 2 X 6 SYP SS 14-282 X 6 SYP SS left 2 X 4 SPF Stud 2-7-4, Right 2 X 4 SPF Stud 2-7-4 REACTIONS (Iblslze) 2=1843/0-3-8,20=1843/0-3-8 Max Horz 2=-643(load case 5) Max Uplift 2=-768(1000 case 7), 20=-768{load case 8) Max Gra" 2=2548(load case 2), 20=2548(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75,2-3=-5953/1831,3-4=-5820/1839, 4-5=-6832/2165,5-6=-6551/2048, 6-7=-6406/2058, 7-8=-5935/1853, 8-9=-5279/1596,9-10=-478711380, 10-11=-4199/1247, 11-12=-4199/1274, 12-13=-4787/1302, 13-14=-5279/1347, 14-15=-5935/1475, 15-16=-640611524, 16-17=-655111515, 17-18=-6832/1555, 18-19=-582011380, 19-20=-595411373, 20-21=0/75 BOT CHORD 2-34=-1777/4786, 33-34=-1822/4917, 32-33=-209916163, 31-32=-1817/5774, 30-31=-180615787, 29-30=-1536/5338, 28-29=-1376/4964,27-28=-953/4964, 26-27=-1019/5338, 25-26=-1107/5787, 24-25=-1119/5774, 23-24=-1213f6163, 22-23=-99414917,20-22=-96214786 I WEBS 4-34=-293/151,4-33=-269/1188,5-33=-326/106, 5-32=-3651271, 7-32=-133/267, 7-30=-458/288, 30-35=-207/440, 9-36=-4201270,10-36=-1451434, 10-28=-728/358, 11-28=-1252/4229, 12-37=-1071434, 13-37=-420/317, 26-38=-2291440, 15-26=-4581317, 15-24=-162/267, 17-24=-3651312, 17-23=-3261104, 18-23=-223/1188, 18-22=-2931118,8-35=-5931299, 35-36=-248/151, 28-36=-6561413, 28-37=-6561511,37-38=-2481203, 14-38=-5931302 ,29-36=-991366,27-37=-541366, 29-35=-384/164,27-38=-384/110, 9-35=-98/183, 13-38=-149/183, 12-28=-728/333 NOTES ; 1) Wind; ASCE 7-98; 120mph; h=25f1; TCDl=6.0psf; BCDl=6.0psf; Category 11; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DQl=1.33. I 2) TCll: ASCE 7-98; Pf=32.0 psf(f1at roof snow); Exp C; Fully Exp.; l= 140-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 4x4 MT20 unless otherwise indicated, i 8) Bearing at joint(s) 2, 20 considers parallel to grain value using ANSlfTP11 angle to grain formula. BUilding designer should verify , capacity of bearing surface. K.lS1 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 2 and 20, A WARJYING. Ver(IY design pa....meters and READ NOT~S ON THIS AND INCLUDED MlTEK REFERENCI!. PAG~ MII.7473 BEFORE USE. Design volid lor use only INilh Mirek connecto~ This design is based only upon porometer; shown. and is lor on individuol building component. AppUcability 0' design paramenterl and proper incorporolion of component is responsibility of bvlding delignel" _ not truss designel. 810cing shown is for lateral support of indMdual web members only. Addi~onol temporary bracing to insure stability during construclion is the fesponsibitlity of Ihe erector. Additional permanent bracing of the ovelOlI struclure is the responsibility of the building designer. For general guidance regarding fabricotion. quolity control, stolOge. delivery. erection ond bracing. consult ANSI/TPl1 QUl;dtly Criterla, OSB.89 and BCSII Building Componenl Safety tnlonnallon ovo~able trom TJlJS5 Ptate Institute, 563 D'Onofrio Drive. Madison. Wt 53719. W500 23 4-1-7 4-4-15 2-0-0 i Scale: 1:115.8 i ~ " c 22 2)(4 II 10)(12'~ hB MT1BH ~ 45-7-1 4-1-7 50-0-0 4-4-15 PLATES MT20 MT18H GRIP 197/144 197/144 Weight: 453 Ib ----I 14515N.OulerForty, __ill ~:::'=d.M063017 MI_ MiTek. r . -JOt) Truss russType DUCKWALl< VINEYARDS - SOUTHOLD, NY WINERY W300 110454709 SCISSORS Nassau Sul'tol~ Lumber. Medford. NY 11763 Job Reference (2plional) 6.200 s Ocl 182005 MiTek Industlies, Inc. WedJun0713:21:282006 Page2 NOTES 110) N1A I LOAD eASElS) 1) Snow: lumber Increase=1.1S, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-11=-56, 11-21=-56,2-28=-13,20-28=-13 2) Unbal.Snow.left: Lumber Increase=1.1S, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-11=-99, 11-21=-26,2-28=-13,20-28=-13 3) UnbaI.Snow-Righl: Lumber Increase=1.15, Plate Increase=1.1S Uniform Loads (pIt) Vert: 1-11=-26, 11-21=-99,2-28=-13, 2()"28=-13 4) IBC Be live: Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-11=-13,11-21=-13, 2.28=.27, 20-28=-27 5) MWFRS Wind Left: Lumberlncrease=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=11,2-11=-12, 11-20=25, 20-21=17, 2-28=-8, 20-28=-8 Horz: 1-2=-19, 2-11=4, 11-20=33,20-21=25 6) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=17,2-11=25, 11-20=-12, 20-21=11, 2-28=-8,20-28=-8 Horz: 1-2=-25, 2-11=-33, 11-20=-4, 20-21=19 , 7) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plale Increase=1.33 I Uniform Loads (pit) Vert: 1-2=61,2-11=41, 11-20=20, 20-21=13, 2.28=-8, 20-28=-8 , Horz: 1-2=-69, 2-11=-49, 11-20=28, 20-21=21 I 8) MWFRS 2nd Wind Paraltel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1.2=13,2-11=20, 11-20=41,20-21=61,2-28=-8,20-28=-8 Horz: 1-2=-21, 2-11=-28, 11-20=49,20-21=69 9) IBe Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=-99, 2-11=-13,11-20=-13,20-21=-99,2-28=-13,20-28=-13 .A WARNING - V~rifII d~ngn pamm~ters and READ NOTES ON nus AND INCLUDJID MI'TM REFERENCE PAGE MlI-74'lJ BEFORE USE. Design valid tor use onty .....;th Mirek connec1ors. This design is based on~ upon porameters sholNn. ond is for an individual building component. Appllcobilty of design parament~ ond proper incorporation of component is responsibility of building designer - n01 truss designer. Bracing shown is tor lateral support ot i"ldMduollNeb memb~ only. AdditionOI temporary bracing to insure stability during comtrvclion is the responsibillity at the erec1or. Additional permanent bracing of Ihe overall structure is the responsib~ity of the building designer. For general guidonce regarding fabricalion. quality control. storage. delivery. eredion and bracing. comull ANSI!TPll Quality CrlIerla, DSB-89 and aCSl1 aulldlng Component Sat&ty Intormallon availabie from Truss Plote Imlitute. 583 D'Onofrio Drive. Modison. WI 53719. 14515N.OuterForty. __e Su~e #300 Ch.....Id,M063017 ;;:JI MiTek'" L , rJob '"" russ ype ,a~p" , DUCKWALK VINEYARDS - SQUTHOLD. NY WINERY "''' 110454709 SCISSORS , Nassau SuffclkLumber, Medlortl,NY 11763 Job Reference optional) 6.2OQsOct182005MiTeklndus1ries,lnc WedJun0713:21:282006 Page 3 FIELD SPLICE DETAIL ATTACH 1/2" PLYWOOD OR OSS GUSSEr (15132" APA RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'g - 1 ROW, 2 x 4'5 - 2 ROWS. 2 x 6'5 AND LARGER - 3 ROWS: SPACED@0-4-0a.C. NAilS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2-0 D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. DESIGN ASSUMES FULL WOOD TO WOOD CONTACT BETWEEN TRUSS SECTIONS. NO GAP ALLOWED BETWEEN SECTIONS. ./ /" ~'. " '" " "- " ......... " , '" ,/),' // ,~ ,// , . . . ./ I ,./, />::". --j'.'i"/'-->:j /. //',' ///.." .../,. " ./' '-- '-- APPLY 2X6X8' SYP NO.2 SCAB(S) TO EACH FACE OF TRUSS AS SHOWN. ATTACH WITH 10d (3" X 0.13n NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'5 - 1 ROW, 2 x 4'S - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4-0 O.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 D.C SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. AI.. WARNlNG. Verffl,r dulgR panune~rs <111.d RMD NOTgS ON THIS AND INCLt1DIW M1TEK RYERIlJNCE PAGg MlJ.7473 BgroRE USE. Design valid for USE! only v.ith M1Tek connectors. Th;l design is based only upon parameters shown. and is for on individual bu~dlng component. Applicability 01 design poramenters and praper tncorporoHon of component is respansibmty of building designer. not truss designer. Bracing shown is tor lateral support of indMdual web members only. Additianallemparary bracing to insure stability during construction Is the respansibilllty at the erector. Additional permanent bracing ot the overall structure ~ the responsibTlity of the building designer. Far generat guidance regarding tabricotlan. quality control. storage, delivery. erection and bracing, consult ANSI/Tl'l1 QUQliIy Criteria, OSB.89 Qnd BCSIl Building Compomml SCJt"ty Inlormatlon avanable from Truss Plate Institute. 583 D'Onofrio Drive. Madison. Wt 53719. '''''NO",,,'o",, E,;~-'. -I-I 5u~e#300 Cheslerfield, MQ 63017 MiTek- . -Job I OUCKWALK VINEYARDS - SOUTHOlD, NY 110454710 ru" russ ype SCISSORS WINERY W301 Job Reference 0 lional) 6_200s0CI182005MiTeklndustries,tnc.WedJUn0714:05:392006P~ I 25-0-0,29-1-7 33-2-13 37-4-4 41-5-11 45-7-' 4.'-7 4-'-7 lXBMT18H ::: 7XSMT15H ::: ~SEE PAGE 3 FOR FIELD SPLICE DETAil 4;.;5 '/ ". 4x5'~ 14-4-15: 8-6-5112-7-12116-9-3120-10-9: 25-0-0 I 29-'-7133-2-13137-4-4 :41-5-11 45-7-' 50-0-0 4-4-15 4-'-7 4-1-7 4-'-7 4-'-7 4-1-7 4-'-7 4-'-7 4-'-7 4-'-7 4-1-7 4-4-15 Plate Offsets (X,Y): (2:0-2-2,0-3.2). [20:0-2-2,0-3-2), [35:o-2-B,~, [36:0-2-8,O-3-8],j37:0-2-8,O-3-8], [38:0-2-8,0-3-81 lOADING (pst) TelL 32.0 (Roof Snow=32.0) TCDl 10.0 Bell 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS Nassau Suffolk lumber, Medford, NY 11763 ,2-0-04-4-15 2-0-04-4-15 8-6-5 4-1-7 12-7-12 4-1-7 16-9-3 4-1-7 20-10-9 4-1-7 4-1-7 4-1.7 4-1-7 12 W'l.ol 4;0;5-'/ 4;o;5~ 4;0;6-'/ 8 /;/:i' 154;0;6 ~ 4;o;5~ o ~ ~ , ~~2 7~ ,9,1 r.....' <lA ..." "., 10;0;12 '/ 2>0:411 7x8MT1BH -'/ 326x6-::- 5_00ii2 " 4-1-7 50-0-052-0-0 , 4-4-152-0-0 Scale:= 1:115.8 IJSoI "'4 1Ox12 ~ I -:--~ I I ----1 7xBMT1BH" SPACING 1-4-0 CSI DEFL ;0 (Ioc) I/defl Ud PLATES Plates Increase 1.15 TC 0.44 Vert(LL) -0.57 27 >999 360 MT20 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.87 27 >664 240 MT18H Rep Stress lncr YES WS 0.51 Horz(TL) 0.93 20 01, ola Code IBC2000/ANS195 (Matrix) Wind(LL) 0.45 29 >999 240 Weight: 453 Ib GRIP 197/144 197/144 SLIDER 2X6SYPSS 2X6SYPSS 2 X 4 SPF Stud ~Except~ 11-28 2X 6 SYP NO.2, 11-282 X 6 SYP No.2, 8-28 2X 6 SYP SS 14-282 X 6 SYP SS Left 2 X4 SPF Stud 2.7.4. Right 2 X 4 SPF Stud 2-7-4 BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 2-10-8 oc purtins. Rigid ceiling directly applied or 5-10-0 DC bracing. 1 Brace at Jt(s): 36. 37 REAcnONS (Iblslze) 2=184310-3-8,20:=1843/0-3-8 Max Horz 2=-643(1oad case 5) Max Uplift 2=-768(load case 7), 20:=-768(load case 8) Max Grav 2=2548(load case 2), 20:=2548(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75,2-3:=-5953/1831,3-4=-582011839, 4-5=-6832/2165, 5-6=-6551/2048,6-7=-640612058.7-8=-5935/1853, 8-9=-5279/1596,9-10=-478711380, 10-11=-4199/1247, 11-12=-4199/1274, 12-13=-4787/1302, 13-14=-5279/1347, 14-15=-593511475, 15-16=-640611524, 16-17=-6551/1515, 17-18=-6832/1555, 18-19=-5820/1380, 19-20=-5954/1373, 20-21:=0/75 BOT CHORD 2.34=-177714786. 33-34=-182214917, 32-33=-2099/6163, 31-32=-1817/5774, 30-31=-1806/5787, 29-30=-1536/5338. 28-29=-1376/4965,27-28:=-953/4964, 26-27=-1019/5338. 25-26=-1107/5787, 24-25=-1119/5774, 23-24=-1213/6163, 22-23:=-994/4917,2()..22=.962/4786 WEBS 4-34=-293/151,4-33=-269/1188, 5-33=-326/106, 5--32:=-365/271, 7-32=-133/267, 7-30:=-458/288, 30-35=-207/440, 9-36=-420/270,10-36=-145/434, 10-28=-728/358, 11-28:=-1252/4229. 12-37:=-1071434, 13-37=-420/317, 26-38:=-229/440.15.26=-458/317, 15-24=-162/267, 17-24=-3651312, 17-23:=-326/104, 18-23=-223/1188. 18-22:=-2931118, 8-35=-593/299, 35-36=-248/151, 28-36:=-6561413. 28-37:=-656/511, 37-38=-248/203, 14-38=-593/302 ,29-36:=-991366,27-37=-54/366, 29-35=-384/164, 27-38=-384/110, 9-35=-98/183,13-38=-149/183,12-28=-7281333 , NOTES i 1) Wind: ASCE 7-98; 120mph; h=25ft; TCOL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end verticallefl and right exposed; Lumber DOL:=1.33 plate grip OQL=1.33. 2) TCll: ASCE 7-98; Pf=32.0 pst (flat roof snow); Exp C; Fully Exp.; L= 140-0-0 3) Unbalanced snow loads have been considered for this design. , 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2,00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) An plates are MT20 plates unless otherwise indicated. 7) All plaies are 4x4 MT20 unless otherwise indicated. 8) Bearing at joint{s) 2, 20 considers parallel to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 9} KTS 1 ~ USP connectors recommended to connect truss to bearing walls due to uplift at jt{s) 2 and 20. '" , ^ A WARNlNG. v..t1JY dmgn panun..fer~ and READ NOTES ON THIS AND JNCLUDJW MITE!!: REFERENCE PAGE MlI.7473 BEFORE USE. Design valid for vse only v.ilh M1Tek connectors. This design Is based only upon parameters shO\Nl1. and is for an lndMdual b~lding component ApplicabiHy of design poramenters and proper incorpora~on of componeni is respomibuity af building designer - not truss designer. Bracing shown is for lolerat support ollndMdual web members only. Additional temporary bracing to nsure slobUiIy dumg construction is the responsibilllty of the erec1or. Addmonot permanent bracing 01 the overall structure is the respomlbTlTty at the building designer. For general guidance regordlng labricalion. quality control. storage. delivery. erection and bracing, consult ANStfTl'1l Quality Crilerla. DSB-89 and SCSll Building Component Sc;dely Intormc;dlon avolioble from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. I 14515N.OuterForty, SU~B #300 Chesterfield,M063017 I ".1'" -= AYAII MiTek'" . :/06 Truss Truss Iype SCISSORS DUCKWALK VINEYARDS - SOUTHOLD. NY 110454~ WINERY W301 NassauSuffoll< Lumller.Medford,NY 11763 Job Reference (!:!p'lional) 6.200s0d 182005 MiTek Industries. lne. WedJun0714:05:392006 Paga2 NOTES 10) N/A lOAD CASE(S) 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-11=-56, 11-21=--56, 2-28=-13, 20-28=-13 2) Unbal.Snow-Left: Lumber Increase=1.15. Plate Increase=1.15 Uniform Loads (plf) Vert 1-11=-99, 11-21=-26, 2-28=-13, 20-28=-13 3) Unbal.Snow-Right: Lumber Increase=1.15, Plate lncrease=1.15 Uniform Loads (pIt) Vert 1-11=-26, 11-21=-99, 2-28=-13, 20-28=-13 4) IBC Be live: Lumber Increase=1.25. Plate Increase=1.25 Uniform loads (plf) Vert: 1-11=-13, 11.21=-13,2-28=-27,20-28=-27 5) MWFRS VVind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=11,2-11=-12, 11-20=25, 20-21=17, 2-28=-8, 20-28=-8 Horz: 1-2=-19, 2-11=4, 11-20=33,20-21=25 6) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=17,2-11=25, 11-20=-12,20-21=11,2-28=-8,20-28=-8 Horz: 1-2=-25, 2-11=-33, 11-20=-4, 20-21=19 7) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=61,2-11=41, 11-20=20,20-21=13,2-28=-8,20-28=-8 Horz: 1-2=-69, 2-11=-49, 11-20=28, 20-21=21 8) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=13, 2-11=20, 11-20=41,20-21=61.2-28=-8,20-28=-8 Horz: 1-2=-21,2-11=-28,11-20=49,20-21=69 9) IBC Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=.99, 2-11=-13, 11-20=-13,20-21=-99,2-28=-13,20-28=-13 .A WARNING - VerlJ'Y design parameters and READ NOTES ON TIDS AND INCLUDED MITBK REFBRENCE PAGE MlI-747:J BEFORE USE. Design VCI~d for use only with MiTek connectors. This design is bosed only upon parameters shown. and is for an individual bunding component Applicobuily of design poramenters and proper incorporation of component is responsibility 01 bu1ding designer - not IIUSS designer. Bracing sho""Tl is for lateral support of Individual web members only. Additionallemporory bracing to insure stobmty during construction is the responsibiliity of the erector. Addiflonal permanent bracing ot the overall structure is the responsibility of the bu1ding deslgneL For general guidance regarding fabrication. quality control. storage. delivery, erect;on and bracing. consult ANSI/IPIl Quality Cillerla, D$B-89 and acsn Building Component SQfotly Information ovo~oble from Tr1..JSS Plate Imtitute. 583 D'Onofrio Drive, Madison, WI 53719. 14515 N. OlrterForty, __ill Su~e#300 Ch~"."'.M06"" _I MiTek- . -Job I WINERY ~TIUSS ,Truss Iype SCISSORS Q~ Ply DUCKWALK \IlNEYARDS - SOUTHOLD, NY W301 110454710 " .Job ReferenceJ.2JIUonal) 6.200 5 Oct 18 2005 MiTek lndushies. loe Wed Jun 07 14:05:392006 Page 3 rassau Suffolk Lumber, Medford. NY 11763 I FIELD SPLICE DETAIL ATTACH 1/2" PLYWOOD OR ass GUSSET (15/32" APA RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAil SCHEDULE: 2 x 3'5, 1 ROW, 2 x 4'5 - 2 RO'vVS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@ 0-4-0 D.C. NAilS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0.2-0 D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. 48" X 24" + DESIGN ASSUMES FULL WOOD TO WOOD CONTACT BETWEEN TRUSS SECTIONS. NO GAP ALLOWED BETWEEN SECTIONS. ' + + + + ., + + /// A" . I', I I "::---"~ '~...... / ' //' // /' / // // /' / / / '/;. / / ,/ c , >,~/', '/~ '. ././/):/,/j. -----, " ""I' ," I /". . J /' ~ -----. ~ APPLY 2X6X8' SYP NO.2 SCAB(S) TO EACH FACE OF TRUSS AS SHOWN. ATTACH WITH 10d (3" X 0.131") NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'5 - 1 ROW, 2 x 4'$ - 2 ROWS, 2 x 6'$ AND LARGER - 3 ROWS: SPACED@ 0-4-0 O.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NETD-2-0 O.C SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. A WAR.NING. Ver(IY de.Rgn pa1'<lJ1laters and READ NOTES ON TRlS IIND INCLUDED MITM REFERENCE PAGE MII-7473 BEFORE USE. Design volid for use only wth Mirek connectors. Thi, oo,ign is bo,ed only upon porometers ,hown. and (,0 for an individual blJuding component. Applicabiiity o! de,ign poromenters and proper Incarporolion of component is re'ponsibmly a! buiding designer - not tru,s designer. Bracing shown is lor lateral 'upporl o! indMduol web members only. Addifional temporary bracing to insure ,tob~ity duling construction is the re,pomibillity a! the erector. Additionol permanent bracing 01 the overall structure 6 the respansibility olltle building designer. for general guidance rego-ding labncotion. quolity control. storage. de~very. erection and bracing, consult ANSI{tPI1 Quality Crltella, DSB.89 and BCSII Building Component Salely tnlormatf<ln avaUable from Tru~ Plote Institute. 583 D'Onofrio Drive, Madison, INl 53719. 14S1S N. Outer Forty, Su~e #300 Chesterfield,MD63017 l .-..! !31 MiTek" Job Truss Truss Type ! SCISSORS l,'\I\NERY m01A Nassau Suffolk Lumber, Medford, NY 11763 j2-MI 2-0-0 4-4-15 4-4-15 8-$-5 12-7-12 4-1-7 4-1-7 8.00112 W"ol Qly 21 Ply DUCKWALK VINEYARDS - SOUTHOLD, NY 1104547111 1 Job Reference Iional 6.200 s Oct 18 2005 MiTek Industries, Inc. Man Jun 0510:27:21 2006 Page 1 I i 16-9-3 4-1-7 20-10-9 4-1-7 25-0-0,29-'-7 4-1-7 4-1-7 33-2-13 4-1-7 37-4-437,9-0 4-1-70-4-12 , Scale" 1:107.0 I 4x5'i 5 x. B ~ I 5:-::811 ~1~ _________ SEE PAGE 2 FOR FIELD SPLICE DETAIL 4x5'i ~ 1"- ~ //1 4x5~ ~~, I /f'" 12 : ~8'\<, :7 5X12~W3:::.,~ 4xS,:- Plate Offsets (X,Y): (2:0-'.9,0-2-21. r20:0-6-4,0-3-01.j27:0-4-8.0-2-8]...[28:D-4-8,O-2-4}J29:D-4-8,D-Z-4], [30:0-4-8,0-2-81 LOADING (pst) TelL 32.0 (Roof Snow=32.0) TCDL 10.0 BelL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 6 syp 58 BOT CHORD 2 X 6 SYP 58 WEBS 2 X 4 SPF Stud .Except. 11-202 X 6 SYP NO.2, 11-202 X 6 8YP NO.2, 8-20 2 X 6 8YP 88 14-202 X 6 8YP S8 Left 2 X 4 SPF Stud 2-7-4 4x5? 4x8-/ o ~ 4x5? 24 25 4x4-:::'- 4x4-:::'- 5x12'i 14-4-15 4415 8-6-5 112-7-12 4-1-7 4-1-7 I SPACING 1-4-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANS195 CSI TC 0.33 Be 0.53 WB 0.58 (Matrix) , SLIDER I I REACTlONS (lbJsize) 2=1423/0-3-8,16=1294/Mechanical Max Horz2=71 O(load case 6) Max Uplift2=-621(1oad case 7), 16=-492(load case 7) Max Grav2=2136(1oad case 2), 16=1348(load case 3) 13 142x4 29 """':--...... 15 ~!5X12~ 1 ~" ~: 18~ 17 ,~ ,. ~ ::::--../ 20 'N ;; .. 21 19 4x4';;;;- ,," 4x4-:::'- 10X12 ,.-::;- 10X12 II 5.00112 5x8-:::'- 4x4-:::'- 4x8';;;;- 16 4x4';;;;- ~ !J: 2x4!1 16-9-3 4-1-7 20-10-9 4-1-7 25-0-0: 29-1-7 133-2-13 4-1-7 4-1-7 4-1-7 37-4-437,9-0 4-1-70-4-12 DEFL '0 (Ioc) I/defl Ud PLATES GRIP Vert(LL) -0.30 24 >999 360 MT20 197/144 Vert(TL) -0.4222-24 >999 240 Horz(TL) 0.36 1. 01. 01. Wind(LL) 0.23 24 >999 240 Weight: 368 Ib BRACING TOP CHORD BOT CHORD WEBS JOINTS i Sheathed or 3-4-9 oc purlins, except end verticals. Rigid ceiling directly applied or 5-11-5 oc bracing. 1 Row at midpt 14-16 1 Brace at Jt(s): 28, 29 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0175,2-3=-4798/1609,3-4=-4664/1616, 4-5=-5324/1885, 5-6=-4917/1742, 6-7=-4776/1752, 7-8=-4225/1532, 8-9=-3593/1285, 9-10=-2993/1054, 10..11=-2407/912, 11-12=-2288/939, 12-13=-2214/874, 13-14=-2360/896, 14-15=-120/133,15-16=-161/132 BOT CHORD 2-26=-1773/3832, 25-26=-1815/3938, 24-25=-2025/4799, 23-24=-1723/4305, 22-23=-1712/4317, 21-22=-1427/3794, 20-21=-1257/3454, 19-20=-365f1210, 18-19=-2321838, 17-18=-214/817,16-17=-226/811 WEBS 4-26=-226/141,4-25=-206/826,5-25=-197/83, 5-24=-465/289, 7-24=-146/335, 7-22=-535/304, 22-27=-219/501, 9-28=-509/282, 10-28=-158/426, 10-20=-741/372, 11-20=-885/2288, 12-29=-150/94, 13-29=-304/157, 18-30=-1188, 8-27=-571/289, 27-28=-257/132,20-28=-7521407, 20-29=-25Dn36, 29-30=-250f850, 14-30=-377/1240, 21-28=-108f339, 19-29=-2621137, 21-27=-349/174, 19-30=-141/434, 9-27=.109/272, 13-30=0/138, 12-20=-250/202, 14-16=-1610/544 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and right exposed: end vertjcalleft and right exposed; Lumber DOL=1,33 plate grip DQl=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 pst (flat roof snow); Exp C; Fully Exp.; L= 140-0-0 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. I 7) Bearing at joint(s) 2 considers parallel to grain value using ANSlfTPI1 angle to grain formula, Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4921b uplift at joint 16. 9) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 2. -l:.OAD'CASE(SI-Standard ! 14515 N. Outer Forty, I Sune#300 I Chesterlield,M063017 I , __10 I!!Y!!!I- iiiii MiTek* A WARNIl'iG - VeriA' de!/gn paralM'te,.s and Rl!:AD NOTZ;S ON THIS AND lNCLUDED MrrEK RY1!;R1!;NC]!; PAGZ; M11-7473 B.EFORE USE- Desfgn '1arld lor use only 'Wilh MiTek connectors. This design is based only upon paramelers sho"'-T1. and is for on indiVidual buDding component Applicoblity of design paramenters and proper incorporation of component ts respomib~ity of building designer - noj truss desfgner. Bracing shovvn ts for lateral support of Individual web members only. Addilionol jemporory bracing to nsure stobilily during construdon is the responsibillily of lhe erector. Additionol permanent bradng of the o'leroll structure ts the responsibility of the building designer. For generol guidance regarding lobricalion quality conlrol. storoge. delivery. ereclion and bracing. comull ANSI/TPlI Quality Criteria. DSB-89 and BCSI1 Building Component Sofltty lnfonnatlon ollOioble tram Truss Plole Institute, S8J D'Onofrio Dn'le. MOdison, WI 53719. . rJOi)- IWlNERY ~assau Suffolk lumber, Medford, NY 11763 ---- Truss TNssType Q~ Ply DUCKWALK VINEYARDS - SOUTHOlD, NY -, 110454711' W30tA SCISSORS 21 1 Job Reference IOJ:llionall 6.2005 Ocl18 200S MiTek Industries, 1m:. Man Jun 0510:27:21 2006 Page 2 FIELD SPLICE DETAIL , ATTACH 112" PLYWOOD OR ase GUSSET (15/32" APA RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4'5 - 2 ROWS, 2 x 6'$ AND LARGER. 3 ROWS: SPACED @O-4-0a.c. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2"() a.c. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. 48" X 24" DESIGN ASSUMES FULL WOOD TO WOOD CONTACT BETWEEN TRUSS SECTIONS. NO GAP ALLOWED BETVv'EEN SECTIONS. I + +, + +++++ +1 + + + /' /: Y"- ~ ",,- -'--- : " A''''- ,/~: / /1'- // , / / /' , L' I <,/" ,.,' .-+77~r;:-:' "/' . ;.' ::.' ;;<, 7~---' , '>,/ //// /' /' ~, "- APPLY 2X6X8' SYP NO.2 SCAB(S) TO EACH FACE OF TRUSS AS SHOVVN. ATTACH WITH 10d po< X 0.131") NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's. 1 ROW, 2 x 4'S - 2 ROWS, 2 x 6'S AND LARGER. 3 ROWS: SPACED@0-4-o O.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. A WARNING - Ver(fir deslg1lparalYU!te~s alld R&WN01'ES ON THlSANDINCUJDEDMITEK REFERENCE PAGE MII-7473 BEFORS USE. Design valid for use only ....;-th M11el<. connectors. This design is based on~ upon parameters shavvn. and is for on individuol bunding component Applicabmly 01 design poramenters and proper incorporation of component is responsibiily 01 bu'ding designer - not truss designer. Bracing sho'Ml is 101laterol support 01 ndividual web members only. Additional temporory brocing to nsure slobiity during construction is the responsibillily of the ereclor. Additional permanent bracing 01 the overaft structure is the responsibnity of the building designer. Fal general guidonce regarding tobrication. quotily control. storage. delivery. erection and bracing, consult ANSlfTPII Quality Crlterllll, OSB-8'1 and acSll Building Component SllIt'*t'lnformQiton available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI53719. I 14515 N. Outer Forty, I ~~~~t=d, MO 63017 , I , --- ,~;I MiTek- ' , Job DUCKWALK VINEYARDS - SOUTHOLD. NY 110454714 iTruss ype jlruss W302 WINERY SCISSORS Nassau Suffolk lumber. Medford. NY 11763 .."" Job Reference 0 tional 6.::00s0ctl0::005MfTeklnduSlries.lne. Wed Jun0716:05:222006 Pagel 4-4-15 4-4-15 8-6-5 4-1-7 12-7-12 16-9-3 20-10-9 4~ 1-7 4-1-7 4-1-7 33-2-13 37-4-4 41-5-11 45-7-1 4-1.7 4-1-7 4-1-7 4-1-7 W30l. 4x5-::- 4x6'l 7 ~ ~ 3029 31 6>:6-;;;. 5.00[12 " 3 " 33 7x12/' 2x4 I, 7xBMT18H'i 4-4-15,8-6-5 , 4-4-15 4-1-7 12-7-12 16-9-3 120-10-9125-0-0 1 29-1-7: 33-2-13 37-4-4 41-5-11 45-7-1 ~1~ 4-1~ 4-1~ ~1~ ~1~ ~1~ ~1~ 4-1~ 4-1-7 Plate Offsets (X~[1'0-1-9 0-2-2} 119'0-1-9 0-2.2] [34'0-2-80-3-8] (35'0-2-80-3-8] (36'0-2-80-3-81 [37'0-2-80-3-81 50-0-0 52-0-0 4-4-152-0-0 Scale" 1:112.8 m ;~ 2<4 7x12-.:.' 7x8MT1BH~ 50-{).() 4-4-15 LOADING (pst) SPACING 1-4-0 CSI DEFL '0 (Ioc) I/defl Ud I PLATES TCLL 32.0 (Roof Snow=32.0) Plates Increase 1.15 TC 0.44 Vert(LL) -0.58 28 >999 360 MT20 TCDL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) .0.88 28 >680 240 , MT18H BCLL 0_0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.94 19 oIa ola , BCDL 10,0 Code IBC2000/ANSI95 (Matrix) Wind(lL) 0.45 28 >999 240 Weight: 448 LUMBER TOP CHORD BOT CHORD WEBS 2X6SYPSS 2X6SYPSS 2 X 4 SPF Stud "Except" 10-272 X 6 SYP NO.2. 10-27 2 X 6 SYP No.2. 7-27 2 X 6 SYP SS 13-272 X 6 SYP SS Left 2 X 4 SPF Stud 2-7-4, Right 2 X 4 SPF Stud 2-7-4 BRACING TOP CHORD BOT CHORD JOINTS Shea1hed or 2-10-5 oc purtins. Rigid ceiling directly applied or 5-9-3 oc bracing_ 1 Brace at Jt(s): 35, 36 SUDER REACTIONS (Ib/size) 1"1718/Mechanical.19"1846/0-3-8 Max Horz 1"-659(load case 5) Max Uplift1"-632(load case 7), 19"-769(load case 8} Max Grav 1"2329(1oad case 2), 19"2550{load case 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1-2=-6107/1941,2-3"-5980/1953, 3-4=-6914/2225, 4-5"-6607/2088, 5-6=-6462/2097, 6-7"-597511881, 7-8=-5313/1621,8-9=-4812/1398, 9-10"-4220/1262, 10.11".420511289. 11-12"-4793/1317, 12~13=-5284/1361, 13-14=-5940f1488, 14-15"-6411/1537, 15-16"-6556f1528, 16-17"-6837/1558, 17-18"~5824f1382, 18-19"-5957f1375, 19-20"0175 BOT CHORD 1-33=-1893/4947, 32-33=-1930f5068, 31-32=-215216237, 30-31=-1853/5825, 29-30=-1842/5837, 28-29=-1562/5374, 27-28=-1399/4995, 26-27"-965/4969, 25-26".1032/5343, 24-25=-1119/5792, 23-24"+1131/5779, 22-23"-1224/6167, 21-22".996/4920,19-21".96314789 WEBS 3-33=-266/132,3-32"-217/1115, 4-32:::-302189, 4-31=-387/2B7, 6-31=-145/283, 6-29=-473/299, 29-34"-215/452, 8.35".427/275,9-35".149/440, 9-27".733/361, 10.27".1269/4252. 11.36".107/434, 12-36=-4201317, 25-37:::-229/440 ,14-25"-458/317,14-23"-162/267, 16-23"-3651312, 16-22"-327/105, 17-22"-226/1189, 17-21"-293/118, 7-34=-599/303, 34-35=-249/152,27-35=-664/419, 27-36=-656/511, 36-37=-248/203, 13-37=-593/302, 28-35"-102/370 , 26-36"-54/366, 28-34"~3B9/168, 26-37"-384/110, 8-34"-105/192, 12+37"-149/1 B3, 11-27=-728/333 NOTES 1) Wind: ASCE 7-98; 120mph; h"25ft; TCDL"6.0psf; BCDl"6.0psf; Ca1egory 11; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL"1.33 plate grip DOL"1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp.; L= 140-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times f1a1 roof load of 32.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All pla1es are MT20 plates unless otherwise indicated. 7) All plates are 4x4 MT20 unless otherwise indicated. B) Refer 10 glrder(s) for truss to truss connections. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSlffPI1 angle 10 grain formula. Building designer should verity ",pad!y of bearing surface. ... '- ~ " .A WARNING. v..r1JiI du/.gn para.....to:rs and R&AD NOTES ON THIS AND INCUJDED llfl'l'.EK Rl!:PERl!:I'fC. PAGE MJ1.7473 BEFORE USE. Design valid tor use only ....;th Mirek conneclors. This design is based on~ upon parameters shown. and is for an individual building component Appllcabiity of design poramenters and praper incorporation of component is responsibUily of buiding designer - nollruss designer. Bracing sho'M'l is for lateral support of indMdual web members only. Additional lemporo:y bracing 10 insure slabiity during construction is the responsibiliily of the ereclor. Additional permanent bracing at Ihe overall slrvcture is the responsibility of the building designer. For general guidance regarding fabrication. qualily conllol. sloroge. delivery. erection and bracing. consult ANSI/lPIl Quality Crlterlo, OOB-89 and BCSIl Building Component Safety Information ovoiloble from Truss Plole Imlitule. 583 D'Onofrio Drive. Madison. WI 53719_ GRIP 197/144 1971144 Ib June 8,2006 ' 1451SN.OuterForty, __CI Su~e#300 C"''''.''',M063''' ~.I MiTek'" rJ06 WINERY truss r::rype SCISSORS I DUCKWALl< VINEYARDS. SOUTHOLD, NY 110454714 W3C2 NUSSIJ Suffolk Lumber, Medford. NY 11763 Job Reference olianal 6.200 s Dc\ 162005 MiTek Industries, tnc. WedJun0716:05:222006 Page:? NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 632 Ib uplift at joinl1. 11) KT$12 USP connectors recommended to conned truss to bearing walls due to uplift aljt{s) 19. 12) N/A LOAD eASElS) 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert 1-10=-56, 10-20=-56, 1.27=.13, 19-27=-13 2) UnbaI.Snow-Left: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (pIt) Vert: 1-10=-99, 10-20=-26, 1.27=-13, 19-27=-13 3) Unba1.Snow-Right: Lumber Increase=1.15, Plale Increase=1.15 Uniform Loads (pIt) I Vert: 1-10=-26, 10-20=-99, 1-27=-13, 19-27=-13 I 4) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 I Uniform Loads (pit) Vert: 1-10=-13, 10-20=-13, 1-27=-27, 19-27=-27 I 5) MWFRS Wind Left: Lumber InCfease=1.33, Plate InCfease=1.33 Uniform Loads (pit) Vert: 1-10=-12, 10-19=25, 19-20=17, 1-27=-8, 19-27=-8 Harz: 1-10=4, 10-19=33, 19-20=25 6) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-10=25, 10-19=-12, 19-20=11, 1-27=-8,19-27=-8 Harz: 1-10=-33, 10-19=-4, 19-20=19 7) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate lncrease=1.33 Uniform Loads (pit) Vert: 1-10=41, 10-19=20, 19-20=13, 1-27=-8, 19-27=-8 Harz: 1-10=-49, 10-19=28, 19-20=21 8) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: HO=20, 10-19=41, 19-20=61, 1-27=-8,19-27=-8 Harz: 1-10=-28, 10-19=49, 19-20=69 9) IBC Snow on Overhangs: Lumber Increase=1.15, Plate InCfease=1.15 Uniform Loads (pit) Vert: 1-10=-13, 10-19=.13, 19-20=-99, 1-27=-13, 19-27=-13 .A. W.ARN1NG. Ver(/\l design paromeUrs and READ NQTBS ON TJUS AND INCLUDED MrTEK REFERENCE PAGB M11.7473 BEFORl!: USE. Design valid far use anly v.ilh Mirek connectors. This design is based only upon parameters sha\M"l, and is for on individual buuding component. ApplicabTIity 01 design paramenters and proper Incorporalion of component is respansibTlTty 01 buudlng deslgner- not iNss designer. Bracing shown is lor lateralsupporl 01 individual 'Neb members only. Addilionallemporory brocing 10 insure stabllty duing canstruclion is the re5pomib~lily 01 Ihe erector. Additional permonenl bracing of the overall struclure is the responsibility 01 lhe building designer. For general guidance regading fabrication. quality conlrol. starage. delivefy. ereclion and brocing. consult ANSI/TPll Quality Ctfter1l;ll. 058-89 I;llnd BCSll Building Component Safety Information ovoilable from Truss Plate Institute, 5BJ D'Ol1olrio Drive. Madison. W1 53719. 14515N.OuterForty, ___ Su~e#300 """.''',MO"",'' Ell Mirek'" Job ! Truss W302 russ ype SCISSORS DUCKWALK VlNEYAROS - SOUTHOLD, NY 110454714 WINERY Nassau Suffolk Lumber, Medford,NY 11763 Jab Reference a lianal 6.200 s Oct 182005MiTeklnduslries.lnc WedJun0716:05:222006 Page 3 FIELD SPLICE DETAIL ATTACH 1(2" PLYWOOD OR OS8 GUSSET (15/32" APA RATED SHEATHING 32116 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3~ X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4's. 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4-00.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET ()"2.(1 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. / // /(/ / ~j" ~ I I DESIGN ASSUMES FULL WOOD TO WOOD CONTACT BETVlfEEN TRUSS SECTIONS. NO GAP ALLOWED BETVlfEEN SECTIONS. + +1 , , " " " ",' " " '^''' ^ / /' /~/ /// / / // / / // .,/ " ", o -<~~;>,:~~/;;;.>:<~.; // , '", - ?~>: ~><<?'./ ~,'. .; ] /" , ..~ ~ ~ APPLY 2X6XB' SYP NO.2 SCAB(S) TO EACH FACE OF TRUSS AS SHO'/IJN. ATTACH WITH lOcI (3" X 0.13r) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4'5 - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4.(10.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FORA NET 0-2.(1 O.C SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. A WARl'iJNO. Verify dmgn parometenl and .R&4D NOTES ON THIS AND lNCWDIID MlTEK RlSFERENCE PAGE Mll_7473 BEFORE USE. Design valid for use only V>oilh Mirek conneclors. This design Is based only upon parameters sho'M'\ and is for on individual buUding component. ApplicabTIily of design paramenters and proper incorporation of component is respomibiily of bu~ding designer- not truss designer. Bradng shown is lor loteralsupport of individuol web members only, Addilionol temporary bracing to nsure stability during construction is the responsibillity ot the erector. Addilionol permanent bracing of the overall slrvclure is the responsibility of the building designer. For generai guidance regording fabrication. qua lily control. storage. derrvery. erection and bracing. consult ANSI(Tf'l1 Quality Criteria. DSB-89 and BCSll Building Component Safely Int(lnnr;rtl(ln ava~able from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI5J719. 14515 N. Outer Forty, all"' Sutte#3CD Chesterfleld,M063017 MiTek"' Job Q~ Ply DUCKWALK VINEYARDS - SOUTHOLD, NY 110454715 !Truss Truss Type WINERY W302A I SCISSORS 9 ~ Job Reference (optional) 6.2005 Oct 18 2005 MiTek Industries, Inc Man Jun 0510:27:23 2006 Pag~ 1 4-1-7 5x811 5x8;1 ~, ___________ SeE PAGE 2 FOR FIELD SPLICE DETAIL 4x50 ~ ~ f ~~ 4x5~ 10 : : ~ .12 5x12'::-- t.JSO~ '~!I ~4.s: 28 ,,',d/'~, -'/ 14 2x4 I "'" /; 15 Nassau Suffolk lumber, Medford, NY 11763 -2-0-01 2-0-0 4-4-15 4-4-15 ~~5 4-1-7 12-7-12 4-1-7 16-9-3 4-1-7 20-10-9 4-1-7 25-0-0 29-1-7 33-2-13 37-4-437i~O 4-1.70-4-12 4-1-7 4-1-7 8.00112 lJ '3.01 4x5'i 4xS";:; c . ~ 25 4x4':;:' 5x8-:::::- 4x4-::::- 21 '4x4-::::::- 10X12 I! 5.00112 10X12 II " 4x4';:::' 1817 4xS':::: 2x41' 26 2,,,, 4x4-;::::- 5x12'i 4-4-15 4-4-15 25-0-0 129-'-7 4-1-7 4-1-7 37-4-437,9-0 4-1-70-4-12 c, 33-2-13 4-1-7 B-6-5 112-7-12 4-1-7 4-1-7 16-9-3 4-1-7 20-10-9 4-1-7 r PlaIa Offsets (X,YLJ1:0-1-9,o-Z-2], 119:l)..6-4,O-3-01. [26:0-4.8,0-2-81, r27:{).4-8,o-2-41J28:o-4-8,O-2-4], [29:0-4-8,0-2-8] , LOADING (pst) i TCLL 32.0 I (Roof Snow=32.0) ~ TCOL 10.0 I BCLL 0.0 i BCDL 10.0 r--- I LUMBER TOP CHORD 2 X 6 SYP SS ! BOT CHORD 2 X 6 SYP SS i WEBS 2 X 4 SPF Stud .Except. , 10-192 X 6 SYP No.2, 10-192 X 6 SYP NO.2, 7-19 2 X 6 SYP 55 13-192X6SYPSS lefl2 X 4 SPF Stud 2-7.4 SPACING 1-4-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2000fAN5195 CSI TC 0.32 BC 0.51 WB 0.58 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0.31 23 -0.4321.23 0.36 15 0.24 23 Vdefl >999 >999 oIa >999 Ud 360 240 ola 240 BRACING TOP CHORD BOT CHORD WEBS JOINTS Scale = 1:107.0 I~ m ~ 16 4x4::::: ~ m PLATES MT20 GRIP 197/144 Weight: 363 Ib Sheathed or 3-4-5 oc purtins, except end verticals. Rigid ceiling directly applied or 5-10-7 oc bracing. 1 Row at midpl 13-15 1 Brace at Jt(s): 27, 28 , SLIDER REACTIONS (lb/size) 1=1298/Mechanical,15=1298/0-3-8 Max Horz 1 =690(load case 6) Max Uplift1=-484(load case 7), 15=-496(load case 7) Max Grav1=1915(1oad case 2), 15=1350(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4946/1716. 2-3=-4819f1727, 3-4=-5403/1941,4-5=-4967/1778. 5-6=-4826f17B7, 6-7=-4258/1556, 7-8=-3621/1304, 8-9=-3011f1067. 9-10=-2421f921,10-11=-2302l949,11-12=-2226/884.12-13=-2373f906, 13-14=-120f133, 14-15=-161f132 BOT CHORD 1-25=-1887/3990, 24-25=-1920f4086. 23-24=-2074/4868, 22-23=-1755/4350,21-22=-1744/4362, 2G-21=-1448f3824, 19-20=+1275/3479,18-19=-369/1214, 17-18=-235/839. 16-17=-217/818, 15-16=-229/812 WEBS 3-25=-200f122, 3-24=+1531752, 4-24=-173/65, 4-23=-487/305, 6-23=-157/351, 6-21=-551/315. 21-26=-228/513. 8.27=-517/288,9-27=-162/432, 9-19=-747/375, 10-19=-895/2304, 11-28=-151195, 12-28=-304/157, 17-29=-1/88. 7-26=-577/293.26-27=-259/133, 19-27=-761/413, 19-28=-251/740,28-29=-254/854, 13.29=-38211247, 20-27=-111/343, 18-28=-264/138, 20-26=-354/178, 18-29=-142/437, 8-26=-115/280, 12-29=0/138, 11-19=-249/202, 13.15=-1612/549 NOTES I 1) Wind: ASCE 7.98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left I and right exposed; end vertical left and right exposed; lumber DOl=1.33 plate grip DOl=1.33. 2) TCll: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp.; l= 140-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 15 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capa . bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 Ib uplift at joint 1. 8) KTS12 USP connectors recommended to connect truss to bearing walls due 10 uplift atjt(s) 15. lOAD CASE(S) Standard A WARNlNG - Verilil design parulMUr.f and READ NOTES ON '1'HIS AND INCLUDED MI'I'EK REFERENCE PAGE MlJ_7473 BEFORE USE. Design valid lor use only with MlTek connectors. Thi. de>ign i. based only upon parameter> shown. and is lor an indMdual building component. Applicab~ity of design poromenter> ond proper incorporation 01 component i> responsibility of building designer - no! trus. designer. Bracing shown is for lateral support of individuat web members only. Additionol lemporory bracing to insure s!abllily during conslNction is the respon>ibitlity 01 ihe ereclor. Additiol'"Kll permanent bracing of the overall structure is the responsibilily of the building designer. ror general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consult ANSI{TPtl Qualify Criteria. OSB.89 and BOil Building Component Sotety Infrnmollon available from Truss ptate Institute. 583 D'Onofrio Drive. Madison, 'Nl 53719. I 14515 N.Outer For1y, Su~e#300 I "'''''"'''',M063017 __co ~;I MiTek'" ~ Job Truss Truss Type ,Q~ , 19 Ply I DUCKWALK VINEYARDS - SOUTHOLD, NY , -, 11045471~ J Mon Jun 05 10:27:23 2006 Page 1 WINERY IW302A ! SCISSORS 1 I Job Reference lional 6.2005 Oct 1 B 2005 MiTek Industries, rnc Nassau Suffolk lumber, Medford, NY 11763 FIELD SPLICE DETAIL ATTACH 1/'/' PLYWOOD OR OSS GUSSET (15132" APA RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH lOd (3" X .131") NAilS DRIVEN THROUGH BOTH SHEETS OF PL YWQOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4's. 2 ROWS, 2 X 6'S AND LARGER. 3 ROWS: SPACED @04-Oa.c. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2-0 D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. + + + , + + + DESIGN ASSUMES FULL WOOD TO WOOD CONTACT BETWEEN TRUSS SECTIONS. NO GAP ALLOWED BETWEEN SECTIONS. 48"X24" f' /' ~, ' " '" '", , " '0.... -"" I , ',- '" '-'-. , '" " '" /~", // / / ,,' .,' - ,.-// /. / ,'.- '/,"/_/// / < '/,/,' /.-'>///. J '>.;"-; ::'//:'/;///j/':-J/// ./,'// '/,///."-" .' ~ ~ ~ ~ APPLY 2X6XS' SYP NO.2 SCAB(S) TO EACH FACE OF TRUSS AS SHOWN. ATTACH WITH 10d (3" X 0.131") NAILS PER THE FOLLOWING NAIL SCHEDULE: 2)( 3's - 1 ROW, 2 x 4'S - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4-o0.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 Q.C SPACING IN THE MAIN MEMBER. USEA MIN. 0-3-0 MEMBER END DISTANCE. l_,__ A WARlflNO. VerUt,f duign pararnetl!~& and READ NOTES ON THIS AND INCLUDED MITEK REFEREI'iC.E PAGg JfI1.'14'13 BEFORE USE. Design valid lor use only 'Wilh Mirek connecto~. This design is bosed only upon porameters shown. ond is for on individual bu~ding componenf. Applicabmly af design paramenters and proper incorporation of component is responsibility of bll'ding designer - not truss designer. E>racing shown is for falerolsupporl of individual web members only. Addilional temporary bracing 10 insure stoblily during constrvclian is the responsibility of fhe erector. Addifional permanent bracing of the overall ~tructure is the relponsibjflly 01 the bllilding designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/lPII Quality CrileTla, D$&-89 and BCSII Building Componen1 Safely fnlonnallQn ovoilabfe tram Truss Pfate fnsfitute, 583 D'Onofrio Drive. Modison. WI 537f9. 14515 N. Outer FaTly, SU~B#300 Chesterfield,M063017 --~ ~;I MiTek~ Symbols PLATE LOCATION AND ORIENTATION 1 31." ... Center plate on joint unless x, y ~~: ~..- 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. , 0_1/16" I '" I .For 4 x 2 orientation, locate plates 0-1/10" from outside edge of truss. "'This symbol indicates the required direction of slots in connector plates. ... Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. Lil"ERAL BRACING 4x4 ?) BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use II or Eliminator bracing jf indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSl/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I d,mensions ,hown in ft-in-,ixteenth, 2 TOP CHORDS 3 o '" ~ ~ u U D- O ~ 0-8 CI>-7 BOTTOM CHORDS 7 5 8 6 JOINTS ARE GENERALLY NUMBERED/LffiERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LffiERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31,95-43,96-20-1. 96-67, 84-32 ICBO SBCCI 4922,5243,5363.3907 9667,9730. 9604B. 951 I. 9432A MIlS MiTekS .....<l>r-. IjJ:3lL1;m;:~ ^/'\J l/"W" MiTek Engineering Reference Sheet: MII-7473 fA General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury o '" o I U D- O ~ 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPll . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at lOft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise, @ 2004 MiTek@ -- ........@ mii !f!~ A'~H 1 R:~F jLc"l'~-, iJ\:.so t:J i'\ Re: WINERY DUCKW ALK VINEYARDS - SOUTHOLD, NY MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-5343 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Nassau Suffolk Lumber. Pages or sheets covered by this seal: Il0479190 thru Il0479222 My license renewal date for the state of New York is January 31, 2008. June 8,2006 Miller, Scott The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSlrrPI-2002 Chapter 2. ob Truss russ ype ~Ply 13 ! I 1104791931 I DUCKWAlX VINEYARDS. SQUTHOLO. NY ,WINERY W301G SCISSORS ~ 5-2-13 2-0-0 5-2-13 29-11-5 4-11-5 3 Job Reference 0 lional) 6.200s Oct 182005MiTeklnduslries, Inc. 34-10-10 39-9-14 34-9-15 137-10-8 4-10-100-0-~_111_14 '-11-6 4-11-5 50-0-0 5-2-13 11 ATTACH WEB WITH 3 ROWS OF 6x8"'::'- #12 (.216 DJA.) X 4112" WOOD SCREWS 3"Q,C. '><50/ 12/4x6"'::'- ; 'r~4'50 ::11 n ~,~ 16 10x1a~2136 ~ .~ 17 7it2-+----6~197 ' 3x5il36 41 42 43 44 Nassau Suffolk lumber, Medford. NY 11763 10-2-2 4-11-5 15-1-615-2-120-0-11 , 4-11-50-0-114-10-10 25-0-0 4-11-5 6.00 ~ 7)if3= 2" 2" 7 9 10 4x5-':/ 4x6'i ~I 6 ~ 28 26 ~ 4x4-::::' 4x4'::::- ~ 5.00[12 ii ~1 3 " 4x8...... Bx8'i 31 29 27 25 4x4-::- 2" " 4x6= 7x10 ::: 6>.1> WB= 4x4'i 7:<.8 ::: 2040 2x411 13-9-5 13-9-5 25-0-0 11-2-11 36-2-11 11-2-11 50-0-0 13-9-5 44-9-3 ThuJun0812:24:292006Pagel 52-0-0 , 2-0-0 Scale" 1:106.2 ~ "?..:.. ":'6 e- 1B,~1 3945 10x12 = 4)(10" 5)(12~ ~Offsets (X Y)" [2'0-1-6 ()"2 4] [7'040 ()"2 13] 19'()"7 0 0 3 2] [11'0400-213] (17'01 6050] [32'0300-2 OJ LOAD TCLL (Roof TCDL BCLL >- BCDL LUMBER BRACING TOP CHORD 2 X 6 SYP NO.2 TOP CHORD Sheathed or 5--3-11 oe purlins. BOT CHORD 2 X 6 SYP NO.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. Except: WEBS 2 X 4 SPF Stud 'Except" 1 Row a1 midpt 22-26 12-222 X 6 SYP NO.2, 27-33 2 X 6 SYP No.2, 23-27 2 X 6 SYP NO.2 JOINTS 1 Brace at J1(s): 35, 34. 30, 28, 26, 21, 19,22 9-272 X 6 SYP No.2, 31-33 2 X 6 SYP NO.2, 20-232 X 6 SYP NO.2 SLIDER Left 2 X 4 SPF Stud 3-0-9, Right 2 X 4 SPF Stud 3-()..9 c -- -- -- -- -- -- - ING (pst) SPACING 1-4-0 CSI I DEFL 10 (Ioe) Ildefl Ud PLATES GRIP 32.0 Snow=32.0) Plates Increase 1.15 TC 0.59 Vert(LL) -0.2319-21 >999 360 MT20 197/144 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.3719-21 >999 240 MT18H 244/190 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.16 17 oJa ola 10.0 Code IBC2000/ANSI95 (Matrix) I Wind{LL) 0.23 22 >999 240 I Weight: 1S831b ~ - REACTIONS (Iblsize) 2=5153/0-5-8,17=15830/0-6-7 (input: 0-5--8) Max Horz 2=383(load case 6) Max Uplift2=-1890(load case 7), 17=-6425(load case 8) Max: Grav 2=5766(1oad case 2), 17=16443(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/117,2-3=-780212459,3-4=.7698/2478, 4-5=-7231/2470, 5-6=-710212482, 6-7=-5769/2109, 11-12=-10190/4188, 12-13=-16866n207, 13-14=-19549/8219, 14-15=-19678/8204, 15-16=-23970/9518, 16-17=-24068/9504, 17-18=0/117, 7-8=-5118/1985,8-9=-5117/1986, 9-10=-7577/3149, 10-11=-7579/3148 BOT CHORD 2-35=-2083/1229, 34-35=-2091/1238, 33-34=-2339/1087, 32-33=.4177/2091, 30-32=-4171/2094, 28-30=-5850/2510, 9-28=-533212291,9-26=-2493/912, 24-26=-27821913, 23-24=-2786/896, 22-23=-3014/1139, 21-22=-948/291, 21-36=-1249/3276,36.37=-1073/2813, 19-37=-919/2352, 19-38=-1190/3194, 38-39=-1066/2837, 17-39=-953/2473, 2.31 =-2861 n734, 29-31=-2857f7724, 27-29=-2857n724, 25-27=-6818/16954, 20-25=-6818/16954, 20-40=-6814/16948, 40-41=-6814/16949, 41-42=-6813/16950, 42-43=-6812/16951, 43-44=-6811/16951, 44-45=-6810/16952, 17-45=-6810/16954 WEBS 4-35=0/144,4-34=-3521152,6-34=-185/677, 6-30=-1282/607, 7-30=-852/2469, 7-28=-251/551, 8-28=-346/235, 10-26=-171/148,11-26=-99/300, 13-21=-1594/3937, 15-21=-3292/1142, 15-19=-827/2494, 12.22=-5752/12237, 12-23=-9990/4768,13-22=-3853/1651, 27-33=-1418/2758, 23-27=-8107/3932, 9-27=-1243/2741, 31-33=-166/226, 20-23=-512/378, 11-23=-2105/5028 NOTES 1) nla 2) 3-ply truss to be connected together with 0.131":<3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 ce. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back. (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-98: 120mph: h=25ft; TCDL=6.0psf: BCDL=6.0psf; Category II: Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. 5) TCLL: ASCE 7-98; Pf=32.0 pst (flat roof snow): Exp C; Fully Exp. 6 U.nbal nced snow loads have been considered for this design. A WA.RN1NG. Ver(fY dnlgn po:z.........ters and READ NO'tES ON THIS AND INCLUDED MI'tEK REFERENCE PAGE MIJ-7473 BEFORE USE, Design IIOlid lor use only wlh MlTek canneclars. This design is based only upon paramelers sho1M1. and is for on indMdual bu,ding component. App~cobiiity of design poromenters and pioper incorporation 01 component is responsibility 01 building designer _ nol truss designer. Bracing shown is for 10lerol support 01 indMdual web members ony. Additional lemporary bracing to insure slabuity during consfN<:;tion is fl1e respomibTllify 01 the erector. Additional permonenl bracing of the overall structure is fl1e responsibl~ly 01 the building designer. For general guidance regarding fobrication. quality control. storage, delivery. erection and bracing. consult ANSI/TPIl Quality Crllerla, DSP;-8t and BCSlI P;u1ldlng Component Solely Inform<rllon allOioble from Truss Plale Institute. 583 D'Onolrio Drive, Madison. WI 53719. June 8,2006 14515 N. Outer Forty. __ill Su~e #300 Ch,,""'ld.M0630>7 Ell MiTek" Job lruss Truss lype OlY----'-Pty I DUCKWALK VINEYARDS - SOUTHOLD, NY WINERY 'W301G I Nassau Suffolk Lumber, Medford, NY 11763 SCISSORS I , 3 'JOb Reference (optional) 6.200s0c118200SMiTek Induslries, Inc. ThuJun0812:24:292006 Page2 110-4791931 I NOlES 7) This truss has been designed for greaterof min roof live load of 20.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 10) AU plates are MT20 plates unless othel"Nise indicated. 11) Concentrated loads from layout are not present in Load Case(s): #9 IBC Snow on Overhangs. 12) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1890 lb uplift at joint 2 and 64251b uplift at joint 17. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97591b down and 4721 Ib up at 37-10-8, 10161b down and 517 Ib up at 40-0-0, 11741bdown and 457 lb up at 42-0-0, 11741b down and 4231b up at 44-0.0, 11741bdown and 4141b up at 46-~, and 11741bdown and 4041b up at 48-0-0, and 11741b down and 394 Ib up at 49-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. lOAD CASE(S) 1) Snow: lumber Increase=1.15, Plate Increase=1.15 Uniform loads (pit) Vert: 1-2=-56, 2-7=-56, 11-17=-56, 17-18=-56,2-9=-13,9-17=-13,2-17=-13,7-9=-56,9-11=-56 Concentrated loads (Ib) Vert: 21=-1016(F) 22=-9759(F) 17=-1174(F) 36=-1174(F) 37=-1174(F) 38=~ 1174(F) 39=-1174(F) 2) UnbaI.8now-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p1f) Vert: 1-2=-84, 2-7=-84, 11-17=-13, 17-18=-13,2-9=-13,9-17=-13, 2-17=-13, 7-9=-84. 9-11=-84 Concentrated Loads (Ib) Vert: 21 =-1016(F) 22=-9759(F) 17=-1174(F) 36=-117 4(F) 37=-1174(F) 38=-1174(F) 39=-117 4(F) 3) UnbaI.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p1f) Vert: 1-2=-13, 2-7=-13, 11-17=-84, 17-18=-84, 2.9=-13, 9-17=-13, 2-17=-13, 7-9=-84, 9-11=-84 Concentrated Loads (lb) Vert: 21 =-1016(F) 22=-9759(F) 17=-1174(F) 36=-1174(F) 37=-1174(F) 38=-1174{F) 39=-1174{F) 4) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-2=-13, 2-7=-13, 11-17=-13, 17-18=.13, 2-9=-27, 9-17=-27, 2-17=-27, 7-9=-13, 9-11=-13 Concentrated Loads (lb) Vert: 21=-573(F) 22=-3871 (F) 17=-582{F) 36=-573(F) 37=-573(F) 38=-573(F) 39=-573(F) 5) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=11, 2-7=-12, 11-17=25, 17-18=17, 2-9=-8, 9-17=-8, 2-17=-8, 7-9=50, 9-11=50 Horz: 1-2=-19, 2-7=4,11-17=33,17-18=25 Drag; 7-8=-0, 10-11=0 Concentrated Loads (Ib) i Vert 21=517(F) 22=4721{F} 17=394(F) 36=457(F) 37=423(F) 38=414(F) 39=404(F) I 6) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1.2=17,2-7=25,11-17=-12,17-18=11,2-9=-8, 9-17=-8, 2~17=.8, 7-9=50, 9-11=50 Horz: 1-2=.25,2-7=-33, 11-17=-4, 17-18=19 Drag: 7-8=-0, 10-11=0 Concentrated Loads (lb) Vert: 21=517(F) 22=4721(F) 17=394(F) 36=457(F) 37=423(F) 38=414(F) 39=404(F) 7) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=61, 2-7=41, 11-17=20, 17-18=13, 2-9=-8, 9-17=-8. 2-17=-8, 7-9=20, 9-11=20 Horz: 1-2=-69, 2-7=-49,11-17=28,17-18=21 Drag: 7-8=-0, 10-11=0 Concentrated Loads (Ib) Vert: 21=517(F) 22=4721(F) 17=394(F) 36=457(F) 37=423(F) 38=414(F) 39=404(F) 8) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=13, 2-7=20, 11-17=41, 17-18=61, 2-9=-8, 9-17=-8, 2-17=-8, 7-9=20, 9-11=20 Horz: 1-2=-21, 2-7=-28,11-17=49,17-18=69 Drag: 7-8=-0, 10-11=0 Concentrated Loads (Ib) Vert: 21=517(F) 22=4721(F) 17=394(F) 36=457(F) 37=423(F) 38=414(F) 39=404(F) 9) IBC Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=-99, 2-7=-13, 11-17=-13, 17-18=-99, 2-9=-13, 9-17=-13, 2-17=-13, 7-9=-13, 9-11=-13 A WARNING - Ver{/\f desllPl parameters ana READ NOTes ON THIS AND INCLUDED MlT&K REF.ERENCE PAGE MJI-7473 BEFORE USE. Design vafld for u;e only I'.llh Milek conneclors_ This design is ba;ed only upon porameters shown, and Is lor an individual building component Applicab~ily of design paramenters and proper incorporation 01 componenl j:; respornibilily of bu;ld]ng designer _ nol tJ1JS5 designer. Bracing shown is for Ioterolsupport of individual web members only. Addilionollemporary bracing 10 insure slabilily during construction is the respornibTliily 01 the erector. Additional permanent bracing 01 the overall structure Is the responsibilily of Ihe building designer. For general guidance regarding fabricalion, quality conlrol. sloroge. delivery, erection al'ld bracing. consult ANSI/TPI1 Qualtty Crileria. OSB-89 and 8CSI1 Building Component Sgtely 'nfamlallon avalable from Trvss Plate Insfilute, 583 D'Onofrio Drive, Madison, WI 53719. I i~::5~oi'~"Fo", ~j;1 I Co."..... MO ,3D" -;- MiTek- Job Truss Truss Type Qly Ply I DUCKWAlKVINEYAROS - SOUTHOlD, NY 1, 1 110479194' I WINERY W30l GPB : PIGGYBACK 4 Nassau Suffolk Lumber, Medford, NY 11763 iJob Reference fQF:Iljonal) I 6.200 s Del 18 2005 MITek. Industnes, Inc Thu Jun 08 11:08:132000 Page 1 9-9-15 9-9-15 19-7-14 9-9-15 4x4'= Scale: 1:43.2 , SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS B.OOI12 3~'/' '" I 5 " 6, ::2 6 3x4_ 2x411 2x411 '" I 19-7-14 19-7-14 LOADING (pst) TelL 32.0 (Roof Snow=32.0) TeDl 10.0 BelL 0.0 SeOL 10.0 LUMBER TOP CHORD BOT CHORD OTHERS SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANSI95 CSI Te 0.60 Be 0,12 WB 0.19 (Matrix) DEFL in Vert(LL) n1a Vert(Tl) nla Horz(Tl) 0.01 (toe) I/den ola ola 6 nfa Ud 999 999 ola PLATES MT20 GRIP 197/144 Weight: 76lb 2X48YP NO.2 2 X 4 SYP NO.2 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib1size) 1=-384/19-7-14,7=-384/19-7-14, 2=733/19-7-14, 6=733/19-7-14. 9=304/19-7-14, 10=495/19-7-14.8=495/19-7-14 Max Horz 1 =-356(load case 5) Max Uplift1=-532(load case 2), 7=-532(1oad case 3), 2=-495(load case 7), 6=-422(load case 8}, 10=-405(load case 7), 8=-404(1oad case 8) Max Grav1=426(load case 7). 7=313(load case 8), 2=1002(load case 2), 6=1002(load case 3), 9=304(load case 1), 10=719(load case 2), 8=719(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-491/468,2-3=-239/213,3-4=-216/262, 4-5=-216/225,5-6=-234/127,6-7=-153/296 BOT CHORD 2-10=-73/209,9-10=-73/209,8-9=-73/209,6-8=-731209 WEBS 4-9=-237/27,3-10=-615/453,5-8=-615/451 NOTES 1) Wind: ASCE 7-98: 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II: Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI1-2002. 3) TClL: ASeE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Gable requires continuous bottom chord bearing. I 7) Gable studs spaced at 4-0-0 oc. I B) One RT20 USP connectors recommended 10 connectlruss to bearing walls due to uplift at jt(s) 1 and 7. 9) KTS12 USP connectors recommended 10 connect truss to bearing walls due to uplift at jt(s) 2, 6, 10, and 8. , 10) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAil FOR CONNECTION TO BASE TRUSS LOAD eASElS) Standard A WItRNING. VerlJY ck.!/gn parameUTS and READ NOT~S ON THIS AND INCLUDlID MITIYC REFEREI'fC/!: PAG~ MII.7413 BEFORE USE. Design VCIf1d lor use only .",..;Ih MiTek connectors. This design is based only upon parameters shown. and is tor an individual building corrponent. Applicabilly of design paramenters and proper incorporalion of componenl is responsibiiity ot buiding designer - not truss designer. Bracing shown is for lateral support of indMdual web members only. Addi~onol lemporary bracing to imure dability during construction is the responsibittity of the erector. Addifionol permanent bracing of the overall structure i, the responsibility of the building designer. FOl" generol guidance regarding fobricalion. quality conlraL ,torage. delivery. erection and bracing. consult ANSl/IPtl Quality Crltlllflo. OSB-B9 ond BOil BuDdIng Component Sot&ly Inlarmatlon oVCIiable from Truss Plate Institute, 583 D'OrlOfrio Drive. Madison. WI 53719. 14515 N. Outer Forty, ___ Su~e#300 Oh""",ld,M0630>7 MIl MiTeke I OCT 29, 2004 :jr STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY MlTek Inclustries, Inc. * 2 x x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAilS SPACED 6" D.C. " ~ , '/ / '. /,//' . PIGGYBACK TRUSS /'- /J //" ~ /"/)J! * ATTACH PIGGYBACK TRUSS " / I TO EACH PURLlN WITH ._F" 2~ 16d (0.131" X 3.5") NAILS TOENAILED. , , / " " ATTACH EACH PURLlN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d (0.131" X 3.5") NAilS. <;:f"'/ 0$/ -- /' I a..;-'i I I W ~I ( BASE TRUSS SPACE PURlINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" G.C.). A PURLlN TO BE LOCATED AT EACH BASE TRUSS JOINT. * FOR PIGGY BACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) * CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLlNS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. ALL VALUES SHOWN BELOW ARE BASED ON LOAD OURATION OF 1.33 MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0.131"X 3") NAILS: SYP = SPF = DF = HF = SPF-S = 1409 LBS 1090 LBS 1290 LBS 1117 LBS 957 LBS MAXIMUM UPLIFT PURLlN CAPACITY USING (2) 16d (0.131" X 3.5") NAILS: SYP = SPF = OF = HF = SPF-S = 155 LBS 79 LBS 122 LBS 83 LBS 54 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING AND (2) 8d (0.131" X 2.5") NAILS: SYP = SPF = OF = HF = SPF-S = 109 LBS 55 LBS 85 LBS 58 LBS 37 LBS IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLlNS WITH GUSSETS AS SHOWN, AND APPLY PURlINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING. * CONNECTION AS ABOVE I * ....h- I'Y~'j~ Ir'~,-- i ~,,~ 6" x 6" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) o ________~,...:...,' .'""--J ,.:.i-"; /.,"~~ / I I ADD PURLlNS TO BOTTOM EDGE ~~ FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK " ., /j / ~ 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN tN DETAIL. 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x _x 6'-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15), REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PL YS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 'r! MAXIMUM UPLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND (6) 6d (0.113" X 2") NAILS: SYP = SPF = OF = HF = SPF-S = 399 LBS 367 LBS 391 LBS 367 LBS 343 LBS J I MAXIMUM UPLIFT SCAB CAPACITY USING (20) 10d (0.131" X 3") NAtLS: SYP = SPF = OF = HF= SPF-S= 2819 LBS 2181 LBS 2580 LBS 2234 LBS 1915 LBS A WARNING. Verify de.ngnpammete:1"8 and RE.4DNOTES ON THIS AND INCLUDIID MlTJ!:K REF8RENCE PAGE MIl.7473 BEFORE USE. Design valid for use only ,...;th MlTek conneclQl;. This design is based only upon parameters snOIM'l, and is for an individual building component. Applicability 01 design paramenlers and proper W1corporalion of component is responsibility 01 building designer - no! lruss designer. Bracing sholM'l is lor lateral support 01 individual web members only. Addifional temporary bracing 10 insure slobTIity during construction is t/1e responsibillity of the erector. Addilionol permanent bracing of Ihe Olleroll struclure is t/1e responsibility of the building designer. For general guidance regarding fobricotion, qualify control. storage, delivery. ereclion and brocWlg. consult ANSI/TPll QUf;llily Crileria. DSB.89 and BCSll Building Componenl Safety Inlormalfan ovanable fram Truss Plate Inslitule. 583 D'Onofrio Drive. Madison, WI 53719. I 14S1SN.OulerForty, __.. I Su~e #300 ; C",,,..,".MO"'" Ell MiTek'" ~JOb DUCKWALK VINEYARDS- SOUTHOLD, NY 110479197, INSS :TNssType SCISSORS WINERY m02G 5-2-13 5-2-13 29-11-5 4-11-5 Job Reference 0 lional) 6.200 s Oct 182005 Milek Industries, Inc. 34-10-10 39-9-14 34-9-15 137-10-8 4-10-100-0-11 1-11-6 4-11-5 2-11-14 50-0-0 5-2-13 ATTACH WEB WITH 3 ROWS OF I 5x12 " #12 (216 DIA) X 4 112" WOOD SCREWS 3" 0 C ~~ I: 11 4x6" ; I 12 I '~Ii~ 6~ ~, Nassau Suffolk Lumber, Med1ord, NY 11763 10-2-2 4-11-5 15-1-615-Z-120-O-11 , 4-11-50-O-114-1Q..-10 25-0-0 4-11-5 8.00 fiT 2., 7x8= 10 7x8= 6 2., 7 8 9 44-9-3 , ThUJUn0811:58:582006P~ 52-Q.-O , 2-0-0 Scala = 1:104.0 ~ 4:6-;;-- ''':/11 ~, :"" ~"'~~"' ''%:' 4x4-::::- i4x4~ :4x6--::::- 7~10 = 2x4 II 27 4x4-::::- " ~ 5.00[12 I Q :3 i! 6x6::::: 7x12 1939 2x411 40 30 28 4x6= 26 7x10= 4x4'i 4x4'i 2x4L 24 6x6 WB= 13-9-5 13-9-5 25-0-0 11-2-11 36-2-11 11-2-11 Plate Offsets X,Y: 'I' LOADING (pst) TCLL 32.0 I (Roof Snow=32.0) I TCDL 10.0 BCLL 0.0 I BCDL 10.0 I LUMBER ~ TOP CHORD I BOT CHORD i WEBS (1 ;D-2-2, D-3-0],..[6:0-4-0, Q..- 2-13]J8:0- 7 -0 ,0-4-3],..[1 0:0-4-0 ,0-2-13],..[ 16:0-1-6,0-5-0],..[31 :0-3-0 ,0-2-0] SPACING 1-4-0 CSI OEFL '0 (lac) I/defl Ud Plates Increase 1.15 TC 0.61 Vert(LL) -0.2418-20 >999 360 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.3718-20 >999 240 RepStress Incr NO WB 0.81 Horz(TL) 0.17 16 01. 01. Code IBC2000lANSI95 (Matrix) Wind(LL) 0.24 21 >999 240 BRACING TOP CHORD BOT CHORD SLIDER 2X 6 SYP NO.2 2 X 6 gyp NO.2 2 X 4 SPF Stud *Except* 11-21 2 X 6 SYP No.2, 26-32 2 X 6 SYP No.2, 22-26 2 X 6 SYP NO.2 8-262 X 6 SYP No.2, 30-32 2 X 6 SYP No.2, 19-222 X 6 SYP No.2 Left 2 X 4 SPF Stud 3-0-9, Right 2 X 4 SPF Stud 3-0-9 4x5':::- 41 15 .:::.~. 16 ~~171~; 37 ''--?i~ ~ 38 44 10x12 = 4x10~ 5x12~ Q6 3x51' 42 43 50-0-0 13-9-5 J 1 I I I PLATES MT20 MT18H GRIP 1971144 2441190 Weight: 16661b JOINTS Sheathed or 5-2-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Rowatmidpt 21-25 1 Brace at Jt(s): 34, 33, 29, 27, 25, 20,18,21 Except REACTIONS (Iblsize) 1=656610-5-8,16=16056/0-6-9 (input: 0-5-8) MaxHorz 1=-411(load case 5) Max Uplift1=-2393(load case 6), 16=-6542(1oad case 8) Max Grav 1=7105(load case 2), 16::16668(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-539011802, 2-3=-5327/1825, 3-4=-661012295,4-5=-648112311, 5-6=-5764/2136, 10-11::-1039114296, 11-12::-1723817399, 12-13::-19924/8413, 13-14::-2005418397, 14-15=-24324/9701, 15-16=-2442219686, 16-17=0/117, 6-7::-5087/1997, 7-8::-5085f1998, 8-9=-7711/3219, 9-10=-771313219 BOT CHORD 1-34=-441111990,33-34::-4210/1908, 32-33:::..275611207, 31-32::-460912237, 29-31::-460412240, 27-29:::..5943/2543, a..27=-5438/2350, 8-25::-2461/912, 23-25::-2744/908, 22-23:::..2747/891, 21-22::-3002f1134, 20-21::-942/290, 2D-35::-124113261, 35-36::-1065/2799, 18-36:::..91112337, 1 a..37::-11 8013178, 37-38::-1056/2821, 16-38:::..944/2457, 1-30=-289417704,28-30::-289417704, 26-28:::..289417704, 24-26::-6977117259, 19-24::-6977117259, 19-39=-6973117253, 39-40::-6972/17254, 40-41::-6971117255, 41-42::.6970117256, 42-43::-6970/17256, 43-44=-6969117257,16-44::-6969117259 WEBS 3-34=-456/241, 3-33:::..756/1600, 5-33::-34/212, 5-29::-811/476, 6-29::-887/2532, 6-27:::..237/528, 7-27=.3601239, I 9-25=.1681146, 1()"25:::..94/292, 12-20::-159713943, 14-20::.3269/1130, 14-18:::..82512490, 11-21::-5911/12553, 11-22::-1024814897, 12-21::-3860/1655, 26-32::-150812937, 22-26::-8328/4041, 8-26=-126412785, 30-32=0/305, 19-22::-5281386,10.22=-2172/5140 NOTES 1) NIA 2) 3-ply truss to be connected logether with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 . 3 rows at 0-4-0 ac, Webs connected as follows: 2 X 4 - 1 raw at 0-9-0 ac, 2 X 6 - 2 rows at 0-9-0 ce. 3) An loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the lOAD CASE(S) section. Ply to ply connections have been provided to dis1ribute only loads noted as (F) or (B), unless othel"Mse indicated. 4) Wind: ASCE 7-98; 120mph; h::25ft; TCDL::6.0psf; BCDL::6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL::1.33 plate grip DOl::1,33. 5) TCLL: ASCE 7-98; pt::32.0 psf (tla1 roof snaw); Exp C; Fully Exp. U.nbal nced snow loads have been considered for this design. A WARNING - Verilll desl"" pa1W7U!ters and READ NOTES ON THIS AND INCLUDED MITEK REPEREN"CE PAGE MD-7473 BEFORE USE. Design valid lor use only INith MlTek connectors. This design IS based only upon parameters shown. and is Jor an IndividllOl buiding component. Applicobmty of design paramenters ond proper incorporation 01 component is respon5I~lity at buiding designer - not truss designer. Brocing shown ~ Jor lateral suppor! of individual web members only. Addiliorml temporary bradng 10 insure slabmty during construction is the responsibillity of the erector. Additional permanent bracing at Ihe o\leroU structure is the responsibility at lhe bu~ding designer. For generol guIdance regarding fobrication. quolity control. sloroge, delivery, erec~on and brocing, consult ANSI/TPI1 QuorJty Crlterlo, DS8.S' ond 8CSII Sulldlng Component Satety tnlQrmallon avaTloble from Truss Plote Imlilule. 583 D'Onofrio Drive, Madison, WI 53719. I 14515N.OulerForty, Su~e#300 I Cheslerfield. MO 63017 I aur Mirek- :':ERY ~::2: Nasssu Suffolk Lumber, Medford,NY 11763 nJssType IQ~Ply I ! DUCKWALK VINEYARDS. SDUTHOLD. NY 110479197 SCISSORS 31JobReference optional) 6.200s0ct182005MiTeklndustries,lnc ThuJun0811:58:582006 Page2 NOTES 7) This truss has been designed for greater of min roof live load of 20.0 pSf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. B) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bot1om chord live load nonconcurrent with any other live loads. 10) All plates are MT20 plates unless othelWise indicated. 11) WARNING: Required bearing size at joinl(s) 16 grea1erthan input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2393 Ib uplift at joint 1 and 6542 Ib uplift aljoint16. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1458 Ib down and 603 Ib up at 0-0-0, 10101lb down and 48931b up at 37-10-8, 10161b down and 5171b upat 40-0-0, 11741b down and 4571b up at 42-0-0, 11741bdown and 4231b up at 44-0-0, 11741b down and 4141b up at 46-0-0, and 1174 Ib down and 4041b up at 4S.o-0, and 11741b down and 394 Ib up at 49-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibilityofolhers. LOAD CASE(S) 1) Snow: lumber Increase=1, 15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-56, 10-16=-56, 16-17=-56, 1-8=-13, 8-16=-13,1-16=-13,6-8=-56,8-10=-56 Concentrated loads (Ib) Vert: 20=-1016(F) 21=-10101(F) 1=-1458(F) 16=-1174(F) 35=-1174(F) 36=-1174(F) 37=-1174(F) 38=-1174(F) 2) Unbal.Snow-left: Lumber Increase=1.15, Plate Increase=1.15 Uniform loads (plf) Vert: 1-6=-84, 10-16=-13, 16-17=-13, 1-8=-13, 8-16=-13, 1-16=-13, 6-8=-84, 8-10=-84 Concentrated loads (Ib) Vert: 20=-1016(F) 21=-10101(F) 1=-1458(F) 16=-1174(F) 35=-1174(F) 36=-1174(F) 37=-1174(F) 38=-1174(F) 3) Unbal.Snow-Right: lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-13, 10-16=-84, 16-17=-84, 1-8=-13, 8-16=-13, 1-16=-13,6-8=-84,8-10=-84 Concentrated Loads (Ib) Vert: 20=-1016{F) 21=-10101(F) 1=-1458(F) 16=-1174(F) 35=-1174(F) 36=-1174(F) 37=-1174(F) 38=-1174(F) 4) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-13, 10-16=-13, 16-17=-13, 1-8=-27, 8-16=-27, 1-16=-27,6-8=-13, S.10=-13 Concentrated Loads (Ib) Vert: 20=-573(F) 21=-4068(F) 1=-625(F) 16=-582(F) 35=~573(F) 36=-573(F) 37=-573(F) 38=-573(F) 5) MWFRS Wind Left: Lumber Increase=1.33. Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-12, 10-16=25, 16-17=17, 1-8=-8,8-16=-8,1-16=-8,6-8=50,8-10=50 Horz: 1-6=4, 10-16=33, 16-17=25 Drag: 6-7=-0, 9-10=0 Concentrated Loads (Ib) Vert: 20=517(F) 21=4893(F) 1=603(F) 16=394(F) 35=457(F) 36=423(F) 37=414(F) 38=404{F) 6) MWFRS Wind Right: Lumber Increase=1,33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=25, 10-16=-12, 16-17=11, 1-8=-8, 8-16=-8, 1-16=-8.6-8=50,8-10=50 Horz: 1-6=-33, 10-16=-4, 16-17=19 Drag: 6-7=-0, 9-10=0 Concentrated Loads (lb) Vert: 20=517{F) 21=4893{F) 1=603(F) 16=394(F) 35=457(F) 36=423(F) 37=414(F) 38=404(F) 7) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=41, 10-16=20, 16-17=13, 1-8=-8, 8-16=-8, 1-16=-8,6-8=20.8-10=20 Horz: 1-6=-49, 10-16=28, 16-17=21 Drag: 6-7=-0, 9-10=0 Concentrated loads (Ib) Vert: 20=517(F) 21=4893(F) 1=603(F) 16=394{F) 35=457(F) 36=423(F) 37=414(F) 38=404(F} 8) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6"'20, 10-16=41, 16-17=61, 1-8"-8, S.16=-8, 1-16=-8,6-8=20,8-10=20 Horz: 1-6=-28, 10-16=49, 16-17=69 Drag: 6-7=-0, 9-10=0 Concentrated Loads (Ib) Vert: 20=517(F) 21=4893(F) 1=603(F) 16=394(F) 35=457{F) 36=423{F) 37=414(F) 38=404(F) 9) IBC Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-13, 10-16=-13, 16-17=-99, 1-8=-13, 8-16=-13, 1-16=-13,6-8=-13,8-10=-13 Concentrated Loads (Ib) Vert: 1=-703(F) A. WARNING. Ver(fY M.!/g1\parametllrs aM READ NOTES ON THIS AND LVCUIDED MITlllC REFERENCE PAGEMU.'7473 BEFORE USE. DesIgn varid 10( use ol"lly v.ith M11ek connectors. Thi. design i. based only upon parameters shov.Tl, and is for an individuot buiding component. ApplicobUiIy 0/ de.ign poromenters ond properincorporotion 01 component is responsibility ot bu~ding designer - not truss designer. Brocing shOlM1 is for talerai supporl at iI"ldMduot web members onty. Additionat temporory bracing to inSLKe .tob,ity during constrvction is the respomibillity 01 the erectol, Addi~ono' permanent bracing of the overall structure i. the lesponsibilily 01 the bu~ding designer. Far generat guidonce regording fobrication. quotily controt. storage. delivery. erection and bracing. cornutt ANS1{tPtl Quality Criteria, DSB.89 and BCSIl Bultdlng Componenl Sa/My tnfonnallon O\IQ~oble from Truss Ptate Institute, 583 D'Onotrio Drive. Modimn. Wt 537t9. 14515N.OulerForty, Su~e#300 Cheslertietd.MOB3017 --"' MI! a..1 MiTek"' I. Job Truss ,Truss Type , SCISSOR Q~ Ply I ,. 1104791j Job Reference Ilonal) _ 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu Jun 0811:08:152006 Page 1 I 30-0-0 , DUCKWALK VINEYARDS - SOUTHOlD, NY WINERY W303 2 Nassau Suffolk lUTlber, Medford, NY 11763 -2.!)'() 1 2-0-0 15-0-0 15-0-0 15-0-0 132-0-01 2.1).0 5x5= Scale = 1:73.9 8.00[12 11 ~ o ~ 1~~12 ''''11'l9'1l' ~'6: " '~I .. 15 1 I '~"- I 7//<'~/'/ I Ii ~ 1 :?;~'" /2((- // I _ ~- ~;j;;/-:i~~"'-1'l/; c / /.' , - :?; /J0,W~#;/~;/:C/~%53;; //. ,I 19 i ~ '" ,':;/,;:;){%~~%:~%'~};';/;':-/;:;;iJ~( /~o '0 ~1;:/, ,'/,/ :;:/;;;);@;cc;;;;;c/;;:;::;;:;:/~///;- //;:0/~ffi;:)%/~~21_~. 4x6:1 4x611 4x4'i 5.00[12 4x4 ~ 1~OO 15-0-0 30-0-0 1~OO Plate Offsets {X YL[2"O-O-14 0-4-10] [20'0-0-140-4-10) = , LOADING (psf) SPACING 2-0-0 eSI . OEFL '0 (Ioe) t/datl Ud PLA lES GRIP TelL 32.0 1 (Roof Snow=32.0) Plates Increase 1.15 Te 0.35 I Vert(lL) -0.03 21 o/r 120 Mi20 197/144 TCDL 10.0 Lumber Increase 1.15 Be 0.14 Ver1(TL) -0.04 21 o/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 20 0/' 0/' BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight: 2121b LUMBER TOP CHORD BOT CHORD OTHERS SliDER 2 X 6 SYP NO.2 2 X 6 SYP NO.2 2X4SPFStud Left 2 X 4 SPF Stud 1-9-1, Right 2 X 4 SPF Stud 1-9-1 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTlQNS (IbJsize) 2=400/30-0-0,28=202130-0-0,20=400/30-0.0, 29=207/30-0-0, 30=208/30-0-0. 31=209/30-0-0,32=205130-0-0, 33=222/30-0-0,34=172130-0-0,27=207/30-0-0, 26=208/30-0-0, 25=209/30-0-0, 24=205/30-0-0, 23=222130-0-0, 22=172/30-0-0 Max Horz2=594(1oad case 6) Max Uplifl2=-442(load case 5), 28=-34(load case 6), 20=-326(load case 8), 29=-113(load case 7), 30=-184(load case 7), 31=-164(load case 7), 32=--168(load case 7), 33=-151(load case 7), 34=-259(load case 6), 27=-89(load case 8), 26=-190(load case 8), 25=-164{load case 8), 24=-165(load case 8}, 23=-166(load case 8), 22=-186(load case 5) Max Grav2=588(load case 2), 28=726(load case 8), 20=588(toad case 3), 29=300(load case 2), 30=295(load case 2), 31=294(load case 2), 32=288(load case 2), 33=316(1oad case 2), 34=242(1oad case 5), 27=300(load case 3), 26=295(1oad case 3), 25=294(load case 3), 24=288(load case 3}, 23=316(1oad case 3), 22=233(1oad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-515/415,3-4=-512/426, 4-5=-362/351, 5-6=-3021358, 6-7=-219/352, 7-8=-141/407, 8-9=-134/419, 9-10=-85/497, 10-11=-88/522, 11-12=-88/500, 12-13=--851421, 13-14=-16/290, 14-15=-84/278, 15-16=-841193, 16-17=-85/125,17-18=-130/118, 18-19=-250/164, 19-20=-253/154,20-21=0/112 BOT CHORD 2-34=-122/419, 33-34=-105/414, 32-33=-110/416, 31-32=-109/415, 30-31=-109/415, 29-30=-109/416, 28-29=-109/413, 27-28=-109/413, 26-27=-109/416, 25-26=-109/415, 24-25=-110/415, 23-24=-107/416, 22-23=-114/413, 20-22=-1021422 WEBS 11-28=-392/0, 10-29=-259/138, 9-30=-255/207, 7-31=-253/188, 6-32=-252/193, 5-33=-261/171, 4-34=-233/270, 12-27=-259/117, 13-26=-255/214, 15-25=-253/188, 16-24=-252/191, 17-23=-261/181, 18-22=-233/233 June 8,2006 NOlES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category li; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end verticallefl. and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Ga End Details as applicable, or consult qualified building designer as per ANSlfTPI1-2002. 3) TClL: A8CE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. I 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. Cld~~cfoR1..~~ntinuous bottom chord bearing. A WAR.NJNG. Ve:r(hI "sign parorneters and READ NO'l'H;S ON THIS AND INCLU1JIW Ml't]!;K REPERXNC!!: PAGH; AUl-7473 BEFOJU!: US!!:. Design volid lor use only V>ith Milek connedOfS. ThIs design is based only upon parameters mo'Wfl. ond is tor an i"ldiYldvol bulding component. Applicobiiity ot design paramenters ond proper incorporation 01 component is responsibility ot bu~ding designer - not truss designer. BlOcing shO'M1 is for lateralsupporl 0\ indMduol web members only. Addi~onol temporary bracing to Insure stobmly during construdion is the respomibiliity ot the erector. Additionol permanenl bracing ot the overoil strudure is the responsibility of the building designer. For general guidance regarding fobrication. quatity control. storage. defrvery. erection and brocing. consult ANSI/lPI1 Quality Criteria, DSB-B9 and BCSll Building Component Safety Information avalloble from Truss Plote ImJ;tule, 583 D'Onofrio Drive. Modison, WI 53719. 14515N.OuterForty, ailS Suile#300 Cheslerfield.M063017 MiTekS iJob !W1NERY Truss TTruss Type I SCISSOR I I~~ Ply DUCKWALK VINEYARDS - SOUTHOLO, NY 110479198 mo, Job Reference lontionall 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu Jun 08 11 :08: 15 2006 Page 2 i Nassau Suffolk Lumber, Medford, NY 11763 NOTES 9) Gable studs spaced a1 2-0-0 DC, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 29, 184 Ib uplift at joint 30, 164 Ib uplift at joint 31, 168 Ib uplift at joint 32, 151 Ib uplift at joint 33, 891b uplift a1 joint 27, 190 Ib uplift at joint 26, 1641b uplift at joint 25, 1651b uplift a1joint 24 and 1661b uplift at joint 23. 11) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift a1 ~(s) 2 and 20. 12) One HHCP2 USP connectors recommended to connect truss to bearing walls due to uplift at jt{s) 28. 13) KTS24 USP connectors recommended to conned truss to bearing wailS due to uplift at ~(s) 34 and 22. 14) Beveled plate or shim required 10 provide full bearing surface wi1h truss chord aljoin1(s) 28, 29, 30, 31, 32, 33, 34, 27, 26, 25, 24, 23, 22. LOAD eASElS) Standard ~ WARNING. Ver(lt.t d~sign parameters and READ NOTI!.S ON TinS AND lNCLfJDED MITEK REPERENCI!. PAGI!. MU-7473 BEFORE USE. Design valid lor use only wilh M11ek connedol"5. ThiS design is based only upon poromelel"5 shown. and is for on individual building component. Appkobmly of design poromentel"5 and proper incorporation of component is responsibmly 01 bulding designer - nol truss designer. Bracing shown is for laleral support of indMdual.....-eb membel'3 only. Addi~onol temporary bracing 10 insure stability during construction is/he responsibillTty of Ihe erector. AddilTonal permonenl bradng of the overall struclure is /he responsibilily of Ihe bunding designer. For general guidance regarding fabrication. quality control, storage. deli\fery. ereclion and bracing. conS\J1I ANSI{TPI1 Quality Crllerlo. DSB-B' and BCSn Bundlng Component Safety Informallon avalable from TNSS Plale Institule, 583 D'Onofrio Drive. Madison. WI 53719. !14515N.outerForty. _-1--' ,Sutte#300 , Chesterfield,M063017 MiTek- Job Truss I Truss Typa Q~ 19 Ply , DUCKWAlK VINEYARDS - SOUTHOlD, NY i 110479199 , I Job Reference QJ:Ilional) I 6.2005 Oct 182005 MITek Industries, Inc_ Thu Jun oa 11:08:152006 Page 1 WINERY ""04 : SCISSORS Nassau Suffolk lumber, Medford, NY 11763 -2-0-0 2.0-0 7-7.12 7-7-12 15-0-0 7-4-4 22-44 7-4-4 30-0-0 ].7.12 ,32-0-0 2-0-0 5x6:::: Scale = 1:69.9 8.00[12 6 4x6v ~."''' _~,73X5~ B 3x5-;/ ~ ., . 5, /" // 13 7x811 9 9 .51.1 4x6'i 4x6v 14 2:0:411 5.00[12 12 '" ~~ ~~~10 4x6~~~,111~ 4:<6":'::- t:J ""<) 8xl0~ m .~ 8x10-:/ 7-7-12 7.7.12 Plate Offsets IQL[2'O 1 90.-1 141 [10-0-1 90-1 14] 15-0-0 7-4-4 22+' 7-4-4 30-0-0 7-7-12 -- - - LOADING (pst) SPACING 2-0-0 CSI DEFL In (Ioe) tldeft Ud PLATES GRIP TelL 32.0 (Roof Snow=32.0) Plates Increase 1.15 TC 0.60 Ver1(lL) -0.2713-14 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.4613-14 >771 240 BCLl 0.0 Rap Stress Incr YES WB 0.94 HOI4(TL) 0.49 10 nla nfa BCDl 10.0 Code IBC2000/ANSI95 (Matrix) Wind(Ll) 0.2413-14 >999 240 Weight: 216lb lUMBER TOP CHORD 2 X 6 gyp No.2 BOT CHORD 2 X 6 SYP No.2 , WEBS 2 X 4 SYP No.2 *Except* 4-142 X 4 SPF Stud, 8-12 2 X 4 SPF Stud SUDER left 2 X 4 SPF Stud 4-6-9, Right 2 X 4 SPF Stud 4-6-9 BRACING TOP CHORD BOT CHORD Sheathed or 3-1-12 oc purlins. Rigid ceiling directly applied or 6-5-4 oc bracing. REACTIONS (Ib1size) 2=1724/0-3-8,10=1724/0-3-8 Max H0I42=594(load case 6) Max Uplift2=.770(loOO case n 1 0=-770(load case 8) Max Grav2=2063(load case 2), 10=2063(load case 3) : BOT CHORD , WEBS FORCES (Ib). Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/112,2-3=-4690/1538,3-4=-4466/1586, 4-5=.3387/940,5-6=-3300/978, 6-7=-3300/1055, 7-8=-3387/1017, 8-9=-4466/1162,9-10=-4690/1124,10-11=0/112 2-14=-1461/3866, 13-14=-1472/3909, 12-13=-839/3909, 10-12=-834/3866 4-14=0/242,4-13=-1107/829, 6-13=-724/2863, 8-13=-1107/954, 8-12=0/242 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDl=6.0psf; BCDl=6.0pst; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposecl ; end verticallefl and right exposecl; lumber DOl=1.33 plate grip DOl=1.33. 2} TCll: ASCE 7.98; Pf=32.0 pSf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designecl for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSlfTPl1 angle to grain formula. Building designer should verify capaci of bearing surface. 7) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 10. LOAD eASElS) Standard A WARNING - VerttY du;lgn parameters and READ NOTES ON Tms AND lNCLUDIID MlTEK REFEJU!NCE PAGE MII-747:J BEFORE USE. Design valid for use only v.ith MITek cormec:1oo. This design is based only upon parameters shown. and is for on indMduol building component Applicobmly of design poromenters ond proper incorporation of component is responsib~ity of building designer - not truss designer. Bracing sho""Tl is tor loteralsupport ot individuol web members only. Additionol temporory bracing to insure stebi~ily dumg construction is the responsibillity of the erector. Additionol permanenl bracing of the overon structure is the responsibnity of the building designer. For generol guidonce regording fabricotion. quolity control. storage. delivery. erection end bracing. comull ANSI/TPI1 Quality CrlIerla. DSB-89 and &CSll Building Component Salely Information avalloble from Truss Plote Institute. 583 D'Onofrio Drive. Modison, WI 53719. , t4515N.OuterForty. Sutte#300 , Chesterfield,M063017 w-e aLl MiYeke ,Job Truss Truss Type Q~ jPly DUCKWALK VINEYARDS - SOUTHOLD, NY i 11047921 Thu Jun DB 11:08:152006 Page 1 WINERY W304A SCISSORS 10 , Job Reference 0 tional} 6.200 s Oct 18 2005 MiTek Industries, Inc. Nassau Suffolk Lumber, Medford, NY 11763 -2-~ 2-0-0 7-7-12 7-7-12 15-0.0 7-4-4 22-4-4 7-4-4 30O-<J 7-7-12 5x6= Scale = 1:68.51 8.00!12 6 4x8'i 3xS'i 5 //~ ,/ 3xS-:::;' 7 o " l' , M1 I -' 11 7x8': , I _~' ~~6 10 . ~ 9 2x4'1 ::;:: ~ 4x6__"' ~,.j 4x6~ :i, ax10~ I~ :~! 4x6-;/ 4x6-:/ 8x10-:/ 12 "'. I 5.00;12 Plate Offsets X,Y): lOADING(psf) TClL 32.0 (Roof Snow=32.0) TeDl 10.0 BCll 0.0 BCDl 10.0 lUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.2 ~Except~ 4-122 X 4 SPF S1ud, 7-10 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 4-6-9, Right 2 X 4 SPF Stud 4-6-9 7-7-12 7.7-12 (2:D-1-9,0-1-14],J9:0-1-9.0-1-141 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANSI95 1~O-<J 7-4-4 22-4-4 7-4-4 30.0-0 7-7-12 CSI TC 0.60 BC 0.88 WB 1.00 (Matrix) ~ DEFl '" (lac) I/defl Ud PLATES GRIP Vert(ll) -0.2811-12 >999 360 MT20 197/144 Vert(TL) -0.4611-12 >766 240 Horz(Tl) 0.49 9 "'a "fa Wind(lL) 0.2511-12 >999 240 Weight:210lb BRACING TOP CHORD BOT CHORD Sheathed or 3-1-11 oc purlins. Rigid ceiling directly applied or 6-3--8 oc bracing. REACTIONS (Ib/slze) 9=1535/0-3-8,2=173110-3-8 Max Horz2=617(1oad case 6) Max Uplift9=-562(load case 8), 2=-772(load case 7) Max Grav9=1777(load case 3), 2=2065(load case 2) I FORCES (Ib) - Maximum Compression/Maximum Tension ~ TOP CHORD 1-2=0/112, 2-3=-4696/1581, 3-4=-4471/1628, 4-5=-3412/990, 5-6=-3325/1028, 6-7=-3414/1106, 7-8=-4587/1250, , 8-9=-4836/1213 BOT CHORD 2-12=-1525/3871, 11-12=-1536/3914, 10-11 =-920/4027, 9-10=-915/3990 WEBS 4-12=0/242,4-11=-1106/820, 6-11=-780/2894, 7-11=-1186/994, 7-10=0/245 NOTES 1) Wlnd: ASCE 7-98: 120mph; h=25ft; TCDl=6.0psf; BCDl=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7.98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconCtlrrent with any other live loads. 6) Bearing atjoint(s) 9, 2 considers parallel to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 2. lOAD CASEIS) Standard A. WARNING - Vertfif design parameters and READ NOTES ON THIS AND INCLUDED MITEK ImFERENCE PAG1!: MlI.7473 BEFO.R.I!: USE.. Des;gn ....alid lor use only wilh MHek connedol'3. This design is based only upon parameters sho'Ml. and is for on indivfduol bulding component Applicoblity of design poramenters and proper incorporation 01 componenl is responsibmty 01 building designer - not lru!05 de.signer, Bracing sho'Ml is for Ioleral support of individuol web members only. Additional temporary bracing 10 insure stobUiIy during construcHon is the responsibiliity of the erector. Additional permanent bracing 01 tI1e overall slrudvre is the respomibiiity of Ihe buiiding designer. For generol guidance regarding lobricolion, quolity conlrol. slorage. delivery. erection and brocing, consult ANSI/TPI1 Quality Criteria. OSB-89 and BCSII BuildIng Component Solely tnlormallon available from Truss Plote Imlilute. 5B3 D'Onofrio Drive. Madison. WI 53719. 14515N.OulerForty. __ill Su~s#300 C"""."',M0630>7 ailE MiTek"' Job Truss ,a~ , :Ply OUCKWAlKVINEYAROS - SOUTHOLD, NY WINERY W304B ITruSSTYpe I SPECIAL 110479201 8 1 IJobReferencefol=llional 6.200 s Oct 182005 MiTek. Industries, Inc. Th"Joo0811,08,'62000 pa'r Scale'" 1:67.9 Nassau Suffolk Lumber, Medford, NY 11763 69~ 69~ 14-1-4 7+4 21-9-0 7-7-12 123-9-0 2-0-0 5:<6= 8.00[12 2 I I I ~ ~ J ~I I ~ ,><6" ~33x5~ ~ " N ~ 9 7,8 ~ ~ 10 5.00[12 8 2><4 ~~ ~ n n '0 M 4x5~ ~ ~,~;~ 4x5~ '_ "'-J 6xe-,:::- 8 3x4'::;' 69~ 14-1-4 21-9-0 7-4-4 7-7-12 CSI OEFL ;n (Ioc) tfdefl Ud PLATES GRIP TC 0.93 Vert(Ll) -0.15 8-9 >999 360 MT20 197/144 BC 0.66 Vert(TL) -0.22 8-9 >999 240 WB 0.52 Horz(TL) 0.16 6 nla nla (Matrix) Wind(LL) 0.07 8 >999 240 Weight: 1581b 1---------- ~ Plate Offsets (X~yl.J6:o-2-6,O-3-131 , LOAOING(psf) SPACING 2-0-0 I TelL 32.0 ! (Roof Snow=32 0) Plates Increase 1.15 , TeOL 10 0 Lumber Increase 1.15 I BelL 0'0 Rep Stress Incr YES I BCDL 10:0 Gode IBC2000/ANSI95 ~----- LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 I WEBS 2 X 4 SPF Stud *Excep1* 4-92 X4 SYP No.2, 1-9 2 X 4 SYP No.2 Right 2 X 4 SPF Stud 4-6-9 8-9~ BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-1-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc braang. 1 Row at midpt 4-9 I SlIaER I REACTIONS (Ib/size) 10=1105fMechanical,6=1306fQ-3-8 Max Horz10=-674(load case 5) Max Uplifl10=-350(load case 8), 6=-710(toad case 8) Max Grav10=1105(load case 1), 6=1752(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1659/298,2-3=-1656/374,3-4=-1904/330, 4-5=-3409/827, 5-6=-3692/796, 6-7=0/112, 1-10=-1067/338 BOT CHORD 9-10=-407f734, 8-9=-385/2991, 6-8=-384/2959 WEBS 2-9=0/1220,4-9=-1352/995,4-8=0/269,1.9=0/1377 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7~98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 pst on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent v.;th any other live loads. 6) Refer to girder(s) for truss to truss conned ions, 7) Bearing atjoint(s) 6 considers parallel to grain value using ANSIITPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plale capable of withstanding 350 Ib uplift at joint 10. 9) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift aljt{s) 6. LOAD CASE(S) Standard A WARNING. Vert/ll design para:1rU!tC!~s and READ NOTES ON THIS AND lNCWDED MITEK RI!FEREIiCE PAGE M11_7473 BEFORE USE. Design valid for use only wilh MiTek conne<:tofl. This design is based only upon parameters shol'/l'1. and is- for an indMdual building component. Applicabiity of design poromentefl and proper incorporation of component [s respomibiity 01 building designer - not truss designer. Bracing shal'/l'1 is IO/Iateral support of individual web members only. Addilianol temporary bracing to in$1Jre stab,ity during construction is the respomibiility 01 the erector. Additional permanent bracing 01 the overall structure is the responsibility of the buildng designer. FO/ general guidance regarding tobricatkm. quality conlrol. storage. delivery. erection and bracing. consult ANSI{Tf't1 Quality Criteria. 0S8-89 and acSll 8u~dln" Component Sately Inlormatlon avaiable from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI$3719. I 14515N.OuterForty, Suije#300 I Chester1leld, M063017 I air MiTek" jJob WINERY Truss Truss Type Q~ Ply DUCKlNALK VINEYARDS - SOUTHOlD, NY W3o.Q I SCISSOR 2 3 Job Reference 0 lional 6.200 s Oct 182005 MiTek Industries, Inc. 110479202; I Nassau Suffolk Lumber, Medford, NY 11763 1-2-0-0: 4-2-8 8-1-S 2-0-0 4-2.8 3-11-0 ATTACH WEB WITH 2 ROWS OF #12 (.216 DIA.) X 4 1/2" WOOD SCREWS 3" D.C. " '"" o ~ 11-6-12 1~0 18-5-4 21-10-8 25-9-8 3Q.O.O ~~4 >&4 ~5-4 ~5-4 3-11-0 4-2.S 5x511 a 8.00~ I Scale = 1:73.9 I , " 20 3xS-::- 18 3xS'::::- 13 , m ,- l:b 14 16 2><4 10x12~ 7xSMT18H~ 4-2-8 4-2-8 8-1.S 3-11"0 11-6-12 ~~4 15-0-0 3-5-4 1~5-4 ~5-4 21-10-8 ~5-4 25-9-8 J.11-0 3040 42-8 Plate Offsets {X n [2.0-2.2 Q.3-2] [14.0-2-20-3-2] [17.0-2-80-4-8J [21.0-28048] = - -- LOADING (pst) SPACING 2-0-0 CSI DEFL In (Ioc) Ildefl Ud : PLATES GRIP TCLL 32.0 , (Roof Snow=32.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.31 20 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.50 20 >714 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO we 0.72 Horz(TL) 0.51 14 nla nla I BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Wind(LL) 0.29 20 >999 240 , Weight 672 Ib LUMBER TOP CHORD 2 X 6 SYP No.2 -Except- 1.52 X 6 SYP SS, 11-152 X 6 SYP SS BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SPF Stud -Except- 8-192 X 4 SYP No.2 , SLIDER Left 2 X 4 SPF Stud 2-5-13, Right 2 X 4 SPF Stud 2-5-13 BRACING TOP CHORD BOT CHORD Sheathed or 5-1-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. ! REACTlONS (Ibfsize) 2=883110-3-8,14=3465/0.3-8 Max Horz2=-594(load case 5) Max Uplifl2=-3391(1oad case 7), 14=-1428(load case 8) Max Grav2=9169(load case 2), 14=3804(load case 3) FORCES (lb) - Maximum CompressionfMaximum Tension TOP CHORD 1-2=0/112,2-3=.19958/7358, 3-4=-19812f7374, 4-5=-21361n949, 5-6=-21221/7972, 6-7=-14628/5437, 7-8=-10267/3684, 8-9=-10265/3719, 9-10=-10532/3694, 1 Q.11 =.1 0483/3542, 11-12=-10623/3518, 12-13=-8787/2828, 13-14=-8950/2812, 14-15=0/112 BOT CHORD 2-23=-6167/16071,22-23=.6277/18454, 22-24=-6318/16495, 21-24=-6447/16863, 20-21=-7261/19450, 19-20=-4646/13026, 18-19=-2950/9322, 17-18=-2994/9602, 16-17=-2270/7404, 14-16=-2207/7195 WEBS 4-22=-388/971, 4-21 =-840/2724, 6-21 =-184314789, 6-20=-6299/2565, 7-20=-1786/4568, 7-19=-4314/1834, 8-19=-3831/10727,9.19=.418/368, 9-18=-176/268, 10-18=-326/322, 10-17=-7041332, 12-17=-741/2183, 12-16=-474/231 NOTES 1) nla 2) 3-ply truss to be connected together with 0.131nx3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 DC. Webs connected as follows: 2 X 4 - 1 row at 0.9-0 oc. i 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pi connections have been provided to distribute only loads noted as (F) or (B), unless othelWise indicated. 4) Wind: ASCE 7.98; 120mph; h=25f1; TCDL=6.0psf: BCDL=6.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) TCLL: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 limes flat roof load of 32.0 pst on overhangs non-concurrent with other live loads. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '~6k1h8~!9i:TtO plates unless otherwise indicated. A WARNING. v..rifif dulgn paraml!to!,-s ond' READ NOTES ON TlUS AND INCUmED MlTEK REFIYUSNCE PAGg MU.7473 BEF()R.E USl!:. Design valid for use only V'o'ilh MiTek connec1oJS. This design is based only upon pOfOmeters shown, and is fot on individual buiding component AppllcobBity of design poromenters and proper incorporation 01 component Is responsibmty of building designer - not truss designer. Bracing shO'Nn Is lor lateral support of individual web members arty. Additionollemporary bracing la iosure slabTIity during conslrvclion is the responsibillity of Ihe ereclor. Addinonol permonent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding labrlcalion. quolityconlroL storage. delivery. ereclion and bracing. consult ANSI/Trll Quality Criledo, DSB-89 and BOil Building Component Solely IntormoHon ovamoble from Truss Plote Institute. 583 D'Onofrio Drive. Mod;son. WI 53719. 14515N.OulerForty. __~ ~:::'=dM0630" r..~;1 Mirek'" ~- Job !a~ IP'Y 2 ! 3 ! Job Referenceloolionall Nassau Suffolk lumber, Medford, NY 11763 6.200 s Oct 18 2005 MITek Industries, Inc Thu Jun 08 11 :08: 16 2006 Pag~ 2 ~ I 10) Concentrated loads from layout are not present in load Case(s): #9IBC Snow on Overhangs. I 11) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. I 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3391 Ib uplift at joint 2 and 1428 Ib uplift at joint 14. I 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9431b down and 3081b up at 0-2-2,923 Ib down and 330 Ib up at 2-0-0,923 Ib down and 340 Ib up at 4-0-0, and 9231b down and 352lb up at 6-0-0, and 5137 Ib down and 19481b up at 8-1-8 on bottom chord. The design/selection of such connection I device(s) is the responsibility of others. lOAD eASElS} Standard 1) Snow: lumber Increase=1.15, Plate Increase=1.15 Uniform loads {pit} Vert: 1-8=-84, 8-15=-84, 2-19=-20,14-19=-20 Concentrated loads (lb) Vert: 2=-943(F) 22=-923(F) 21 =-5137(F) 23=-923(F) 24=-923(F) Truss Truss Type OUCKWALK VINEYARDS - SOUTHOlD, NY \NINERY W304G SCISSOR 110479202 I L A WARNING - VerIlY design parameters and READ NOTES ON THlS AND INCLIlDED Ml'TEK REFJ!:RENCB PAGE MIJ.7473 BEFOR1!: USE. Design valid lor use only wilh Mllek connectors. This design is based only upon porameters she........ ond is lor on individual bulding component. AppUcobilily of de;gn paramenters and praperinco.-poralion of camponenl is responsibiily of building designer _ not truss designer. Bracing shovvn is lor taleral support of indivldllOt web members only. Addilional temporary bracing 10 insure slabilily during construction is !he responsibUlily of lhe erector. Addifional permanent bracing of the overatlstnxture is lhe responsiblllly of the buiiding designer. For generai gllldonce regarding fabricafion. qllOlily conlrot. slorage. detivery, erection and bracing. consult ANSt{TPll Quatlty Criteria, DSB-89 and BCSt! Building Componenl Safety tnfomlalion availabte from Truss Plate tnslitute. 5B3 D'Onofrio Drive. Madison, WI 537t 9. I ~~~~5;o~uterfOrty, M-i I Oh,.,",Id, M0630" ~_e Mirek- IININERY ,W30S Nassau Suffolk lumber. Medford. NY 11763 COMMON 11 IPIY I DUCKWAlKVINEYARDS - SOUTHOLD. NY : .,: 1 iJObReference{QQlIonalJ 6.200 s Oct 18 2005 MiTek Industries. Inc. -, ~Job Truss Tl1JssType a~ 1-2-0-01 2-0-0 7-7-12 7-7-12 15-0-0 7-4-4 22+4 7-4-4 30-<>0 7-7-12 11047920, ThuJun0811 08172000 Pa9(l1 32-0-0 I 2.<>0 I Scale=1:70.C 5x6::: 8.00'12 5 2><4 4'6~/ ~ /~~ 4x6~ 4 6 ~"~7 2><4 , g ::J 3 I I I fo LOADING(psf) TCll 32.0 (Roof Snow=32.0) TCDL 10.0 BClL 0.0 BCDL 10.0 ~ ~ ~1 /" V 3X~0 " '0 ..... 9 " ,- "-......:j 10 3x10i 3x4::: , 19-10-13 30<>0 I 9-9-11 10-1-3 I ~ DEFl t" (Ioc) Ildeft Ud PLATES GRIP Vert(LL) -0.06 8-10 >999 360 MT20 197/144 I Vert(Tl) -0.13 8-10 >999 240 Horz(TL) 0.04 8 "Ia oIa , Wind(LL) 0.07 2-12 >999 240 Weight: 214 Ib 12 11 3.)(4::: 4x6::: 10+3 10-1-3 SPACING 2-0-0 Pla1es Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANS195 CSI TC 0.67 BC 0.52 we 0.95 (Matrix) LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No_2 WEBS 2 X 4 SPF S1ud ~ExceW 5-122 X 4 SYP No.2, 5-10 2 X 4 SYP No.2 WEDGE Left: 2 X 4 SPF Stud. Right: 2 X 4 SPF S1ud BRACING TOP CHORD BOT CHORD Sheathed or 4-8-6 oc purlins. Rigid ceiling directly applied or 9-5-7 oc bracing. REACTIONS (Iblsize) 2=1725/0-3-8.8=1725/0-3-8 Max Horz2=592(load case 6) Max Uplifl2=-768(load case 7), 8=-768(load case 8) Max Grav2=2063(load case 2), 8=2063(1oad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/116, 2-3=-2408/719. 3-4=-1983/831. 4-5=-1697/876, 5-6=-1697/877. 6-7=-1983/832. 7-8=-2408/720. 8-9=0/116 I BOT CHORD 2-12=-664/1726,11-12=-217/1107, 10-11=-217/1107. 8-10=-385/1726 : WEBS 3-12=-749/592.5-12=-469/994.5-10=-470/994.7-10=-749/593 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCOL=6.Dpsf; BCOl=6.0psf; Category 11; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DQL"'1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (fla1 roof snow); Exp C; Fully Exp. 3) Unbalancecl snow loads have been considered for this design. , 4) This truss has been designed for grea1er of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live toads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi1h any other live loads. 6) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 8. LOAD CASEIS) Standard June 8.2006, .A. WARNING. Ver(/y des/filn parameters and READ NOTI!.S ON THIS AND INCLUDED MITEK REFERENCE PAGI!. MU.7473 BEFORI!. USE. Oesign valTd for use onry IMfh Mlek connecton. This design is bosed only upon parometers shown, ond is for on individual buikjing componenl. ApplicabUity 01 design poromenters and proper incorporolion of component is respomibmly of building designer - not truss designer. Bracing shown is lor lateralsupporl ot individual web members only. Addifionallemporary bracing ta insure stabUiIy duing comtn;ction is Ihe respomibQlity 01 the erector. Additional permanent bracing of the overall stn;cture is the responsibility 01 the building desigrler. For general guidance regarding fabrication. quality control. storage. delivery. ereclion and bracing, consult ANSljTPlI QUCllity Criteria, DS5-89 and 8CSllllu~dlnll Componen1 Solely fnfonnollon availoble from Truss Plote Institule. 583 O'Onoliio Drive, Modison, WI 53719. I ~~i~5~o~l.IIerFllrtY. Chesterfleld,M063017 _r Mirek. I Job Truss Truss Type IQ~ p~ DUCKWAlK VINEYARDS - SOUTHOLD, NY , j2 110479204 WINERY W300 SCISSORS 1 Job Reference lontklnal\ Nassau Suffolk Lumber, Medford, NY 11763 6.200 5 Oct 18 2005 M1Tek Industries, Inc. Thu Jun DB 11 :08:17 2006 Paga 1 -2-0-0 2-0-0 5.-1-12 5-1-12 12-1-12 7-0-0 19-1-12 7-0-0 24-3-8 5-1-12 126-3-81 2-0-0 6x6= Scale" 1:70.2 5 8.00112 3x4:::: 3x40::- ~ ~1 4 ~ 10 7)(811 I I, I~ ,~ ~ . IS.ooj'i2 , Plale Offsets x,Y'i: [2:0-2-5,Q-3-13]j8:D-2-5,O-3-131f13:0-1-9,O-1-01j24:0-1-9,0-1-01 LOADING (pst) Tell 32.0 (Roof Snow=32.0) TCDL 10.0 BelL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 6 SYP NO.2 BOT CHORD 2 X 6 SYP NO.2 WEBS 2 X 4 SPF Stud *Excepl* 4-102 X 4 SYP No.2, 6-102 X 4 8YP NO.2 2 X4 SPF S1ud Left 2 X 4 SPF Stud 2-11-1, Right 2 X 4 SPF Stud 2-11-1 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANSI95 CSI TC 0.69 BC 0.63 WB 0.91 (Matrix) 4x41' 24-3-8 12.1-12 DEFt ;0 (Ioc) IIdefl Ud PLATES GRIP Vert(LL) -0.17 10 >999 360 MT20 197/144 Vert(TL} -0.27 2-10 >999 240 HOfz(Tl) 0.29 B ola ola Wind(LL) 0.15 10 >999 240 Weight: 236 Ib l 4x4'1 12-1-12 12-1-12 BRACING TOP CHORD BOT CHORD Sheathed or 3-2-12 DC purlins. Rigid ceiling directly applied or 7-0-9 oc bracing. I i OTHERS SUDER REACllONS (Ibfsize) 2=1428f0-3-8,8=1428/0-3-8 Max Horz2=-487(1oad case 5) Max Uplift2=-661(load case 7), 8=-661(1oad case 8) I Max Grav2=1723(1oad case 2), 8=1723(load case 3) FORCES (I b) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=0/112,2-3=-3575/1322, 3-4=-3427/1332,4-5=-2717/695, 5-6=-2717/779, 6-7=-3427/927, 7-8=-3573/916, 8-9=0/112 : BOT CHORD 2-10=-1227/2941,8-10=-659/2941 I WEBS 4-10=-723/749,5-10=-371/2109,6-10=-723/888 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDl=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlffPI1-2002. 3) TelL: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. : 4) Unbalanced snow loads have been considered for this design. I 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. I 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 7) All plates are 2x4 MT20 unless othel"Mse indicated. 8) Gable studs spaced at 2-0-0 oc.. I 9) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSlffPI1 angle to grain formula. Building designer should verify capacit of bearing surface. 10) KTS12 USP connectors recommended to connect truss to bearing wans due to uplift at jt(s) 2 and 8. A WARNING. Ver(fI,f design parameters and REolD NOTES ON THIS AND INCLLlDEDMITEK REPKR&NCE PAGE MII.7473 BYORE USE.. Design valid lor use only v..ilh Mirek connectors. This design is based only upon parameters shown. and 15 lor on indivjdual building component Applicobility 01 design poromenlers and proper incorporation 01 componenl is responsibTliIy ot buiding designer _ nollruss designer. Bracing shown is for lolerol support of individual web members only. Additionallemporary bracing 10 insure stobmly during construclion 15 !he responsiblllity of lhe erector. Addi~onol permanenl bracing of !he overall struclure 15 Ihe responsibility at lhe bu~ding designer. For general guidance regarding fobricotion. qoolity control. storage. delivery. ereclion and bracing. consull ANSI/lPI1 Quality Cnlella. OSB-89 and acsl1 Bulldin" Componl!nt Sahtly lnlonnallon ovaioble from Truss Plale Institute. 583 D'Onolrio Drive. Madison. WI 53719. 14515N.0u1erFOrty. ._!_I'" SU~B#300 Chl!ster1il!ld,M063017 .... MiTek'" Truss Truss Type Q~ Ply DUCKWAlK VINEYARDS - SOUTHOLO, NY Job I I WINERY Nassau Suffolk lumber, Medford, NY 11763 Job Reference (g:ltionall 6,200 s Oct 1 8 2005 MiTek Industries, Inc. 11047920S I Thu Jun 0811:08:182006 Page 1 I i W307 , SCISSORS I 9 -2-0-0 2-0-0 5-1-12 5-1-12 12-1-12 7.0-0 19-1-12 7-0-0 24-3-8 5-1-12 26-3-81 240 6x6= Scale = 1:70.2 8_00ri'T 3x4~ 3x4;:;:: ~ 1 I , , 6 10 '" 7 ! :; :1 '1<' 6x8--::::- J4 i s.oor:;2 '_I '" _ Plate Offsets (X,YL[2:0-2-S,D-3-13k[8:0-2.S,0-3.13] lOADING(psf) TCll 32.0 : (Roof Snow=32.0) , TCDl 10.0 BCll 0.0 BCDl 10.0 lUMBER TOP CHORD 2 X 6 SYP NO.2 BOT CHORD 2 X 6 SYP NO.2 WEBS 2 X 4 SPF Stud .Except. 4-102 X4 SYP No.2, 6-102 X 4 SYP NO.2 lef12 X 4 SPF Stud 2-11-1, Right 2 X 4 SPF Stud 2-11-1 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANSI9S CSI TC 0.69 BC 0.63 we 0.91 (Matrix) ,,' " "''' 24-3-8 12-1-12 ~---~--- DEFt 10 (Ioc) I/deft Ud PLATES GRIP Vert(ll) -0.17 10 >999 360 MT20 197/144 Vert(Tl) -0.27 2-10 >999 240 Horz(Tl) 0,29 8 ola ola Wind(ll) 0.15 10 >999 240 Weight: 221 Ib 2" 4x-4il 12-1-12 12-1-12 BRACING TOP CHORD BOT CHORD Sheathed or 3-2-12 DC purlins. Rigid ceiling directly applied or 7-0-9 DC bracing. SLIDER I REACTIONS (Ibfsize) 2=1428/0-3-8,8=1428/0-3-8 Max Horz2=-487(load case 5) Max Uplifl2=-661(load case 7), B=-661(load case B) Max Grav2=1723(load case 2), B=1723(load case 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3575/1322, 3-4=-3427/1332, 4-5=-2717/695, 5.6=-2717/779, 6-7=-3427/927, 7.8=-3573f916, 8-9=0/112 BOT CHORD 2-10=-1227/2941,8-10=-659/2941 WEBS 4-10=-723/749,5-10=-37112109,6-10=-7231888 NOTES 1) Wind: ASCE 7-98; 120mph: h=25ft; TCDl=6.0psf; BCDl=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOl=1.33 plate grip DOl=1.33. 2) TCll: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. I 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 pst on overhangs ! non<ancurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing al joint(s) 2, 8 considers paraliel to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. ; 7) KTS12 USP connectors recommended to conned truss to bearing walls due to uplift at jt(s) 2 and 8. ! LOAD CASE{S) Standard , A WARNING. VirriA' design pararru!ter.. and READ NOTES ON TIns AND JNCLUDED MITER REFERENCE PAGE MIl.7473 sgroRE USE. Design volid for use only -...lth MiTek connectors. This design is based only upon parameter; sho....". and is for on individuot building component. Appticob~ity of design paramenler; ond proper incorporation of component is responsibiity of building designer - not trvss designer. Bracing sho...." is for lateral support of indMduat web members only. Additionot lemporory bracing to insure stabilily during construction is the responsibitlity of the erector. Addl~onal permonent bracing of the overall structure is fhe responsibifity of the building designer. For generai guidance regarding fobricofion. quality control. storage. delivery. erection ond bracing. consulf ANSI{T1'1l Quality Cnterla, 05B-89 and BCSI1 Building Component Satety Infonnatlon avoioble from Truss Plote Institule. 583 D'Onofrio Olive. Madison. WI 53719. !14515N.OuterForty, I Su~e#3oa Cheslertield. MO 63017 --"' .... .-..lii MiTek"' Job : Truss Truss Type Q~ :Ply DUCKWALK VINEYARDS - SOUTHQLD, NY I 110479206 WINERY W30B , SCISSORS 10 ! Job Reference lional 6.200 s Qc1182005 MiTek Industries, Inc. Nassau Suffolk lumber, Medford, NY 11763 6-2-10 6-2-10 12-1-12 5-11-2 18-0-14 5-11-2 24-3-8 6-2-10 Tho Jon 00 11 ,0', 18 2006 P'l' 5>.6 SCille=1:70.2 , I I " ;;j 800112 ~ A 2x4::: "~5 , 8 ", ,I ,," 1 I I " ,~ ::i ~ 2X411 l~; s_oof12 2><41 4x411 12-1-12 12-1-12 ,,' 2><, 24-3-8 12-'-12 Plate Offsets ~:D" [1"0-2-11 0-3.0] [7'0-2-5 0-3 131 LOADING (psf) SPACING 2.{)'0 CSI DEFL in (lac) Uden Ud PLATES GRIP TelL 32.0 (Roof Snow=32.0) Plates Increase 1.15 TC 0.47 Vert{ll) -0.17 , >999 360 MT20 197/144 TCDl 10.0 Lumber Increase 1.15 Be 0.59 Vert(TL) -0.26 ,-, >999 240 Bell 0.0 RepStress lncr YES WB 0.96 Horz(TL) 0.30 7 nl' nt, BCDL 10.0 Code lBC2000lANSI9S (Matrix) Wind(LL) 0.15 8 >999 240 , Weight:207lb - --~ LUMBER TOP CHORD 2 X 6 SYP NO.2 BOT CHORD 2 X 6 SYP NO.2 WEBS 2 X 4 SPF S1ud *Excep1* 3-82 X 4 SYP No.2, 5-8 2 X 4 SYP NO.2 SLIDER Lefl2 X 4 SPF Stud 3-7-5, RighI 2 X 4 SPF Stud 3-7-5 BRACING TOP CHORD BOT CHORD Sheathed or 3-9-11 oc purlins. Rigid ceiling directly applied or 6-9-13 oc bracing. REACTlONS (Ib/size) 1=1245/0-3-8,7=1245/0-3-8 Max Horz 1=-481(load case 5) Max Uplifl1=-454(1oad case 7), 7=-454(load case 8) Max Grav1=1436(1oad case 2), 7=1436(load case 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1-2=-3693/1386,2-3=-3470/1406,3-4=-2722/785, 4-5=-27221853, 5-6=-3470/1040, 6-7=-3693/1005 BOT CHORD 1-8=-1319/3030,7-8=-764/3030 WEBS 3-8=-7761754,4-8=-536/2240,5-8=-776/845 NOTES 1) Wind: ASCE 7-98: 120mph: h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; endosed; MI/v'FRS gable end zone; cantilever left and right exposed; end verticallefl and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (nat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 1, 7 considers parallel 10 grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capaci1y of bearing surface. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 Ib uplift at joint 7, 7) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift at j1(s) 1. LOAD CASE{S) Standard Jl. WARNING - VertI'Y de"ign p<Inlmeter" and READ NOTES ON TffiS AND INCLUDED MITU REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use on~ with MJTe~ conneclOlS. This design is based on~ upon porameters showTl. and is for on indjvidval building component. Applicability 01 design paromenters ond proper incorporalTon 01 component is responsibilify 01 bu~ding designer - nollnm designer. Bracing shown is for laterolsupporl ot indMdual web members onty. Additionollemporary bracing 10 insure stabilify during construclion Tsthe respomibillify of the erector. Additionol permanenl braCing of lI1e overallstruclure is Ihe respansibiiify of the building designer. For general guidance regarding fabrication. qualify control. sloroge. delivery. erection and bracing. consult ANSI/TPI1 QUQlity CrileriQ. DSB-B? and BCSIl BuDding Compl;ltlenl S(lfefy Informallon availoble from Truss Plote Institute, 583 D'Onolrio Drive, Modison. WI 53719. !14515N.OUlerFOIly. Su~e#300 I Cheslerfield. MO 63Dt7 --'" ~;I MiTek'" Job Truss ,Truss Type I I COMMON Q~ 20 Ply DUCKWAlK VINEYARDS - SOUTHOlO, NY 110479207 WINERY W311 Job Reference lontional) 6.200 s Oct 18 2005 Mirek Industries, Inc. Thu Jun oa 11.08.18 2006 Page 1 I Nassau Suffolk Lumber, Medford, NY 11763 I -2-0-0 2-0-0 5-1.12 5-1-12 1~().() 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 22-0-0 2-0-0 5x5= Scale = 1:49.7 , 8.0oli2 21<4" 2x4'i ~ ~ . ~1 2 ~ "- , SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iner YES Gode IBC2000/ANSl95 CSI Te 0.37 Be 0.34 we 0.37 (Matrix) 8 3x8::: 20-0-0 10-0-0 DEFL '0 (Ice) Ildeft Ud Vert(LL) -0.04 2.8 >999 360 Vert(TL) -0.09 2-8 >999 240 Horz(TL) 0.02 6 ola ola Wind(LL) 0.02 6.8 >999 240 8 ~o ~ -J 7 2J "-.' 3X~O ~ /'" ~ 3x1011 c lOADING (pst) : Tell 32.0 (Roof Snow=32.0) TCDl 10.0 Bell 0.0 SCDL 10.0 10-0-0 10-0-0 PLATES MT20 GRIP 197/144 Weight 140 Ib LUMBER TOP CHORD 2 X 6 SYP NO.2 BOT CHORD 2 X 6 gyp No.2 WEBS 2 X 4 SPF S1ud ~Excep1* 4-82 X 4 SYP NO.2 I WEDGE I left 2 X 4 SPF Stud, Right 2 X 4 SPF S1ud I REACnONS (lbl,',e) 2=120510-3-8,6=120510-3-8 Max Harz2=-406(laad case 5) Max Uplift2=-579(1oad case 7), 6=-579(laad case 8) Max Grav2=1467(laad case 2), 6=1467(laad case 3) BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/116, 2-3=-1494/453, 3-4=-990/432, 4-5=-990/431, 5-6=-1494/454, 6-7=0/116 BOT CHORD 2-8=-391/1032,6-8=-220/1032 WEBS 3-8=-468/367,4-8=-185/530,5-8=-468/369 NOlES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDl=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOl=1.33 plate grip DOl=1.33. 2) TClL: ASeE 7-96; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) KTS12 USP connectors recommended to connect truss to bearing wails due to uplift atjt(s) 2 and 6. LOAD CASEIS) Standard A WARlflNG. VerilY d.."lgn param.ekrll and READ NOTES ON THIS AND INCLUDI!.D MlTEK REFERENCE PAGJ!: MIJ.7473 BJ!:FOM USE. Design lIa~d lor use anly 'Wilh M1ek connector!. This design is based only upon parameter! shoWl'1. and is for on individual buuding componenl. ApplicobUiIy of design paromenter.; and proper incorporation 01 component is respomibujly of building designer - nol truss designer. Bracing shown is for lateral support of indFviducl web members any. Additional tempor<:ry bracing to imure slab1lily dumg cornrruction Is the respomiblllity 01 Ihe erector. Additional permonent brocing 01 the ollerall structure is Ihe respomibility of the building designer. For generol guidance regarding fabricalion, quality canfrol. storage, delivery. erecljan and bracing. consult AN51/TPI1 Qualify Cri1erla, D5B-89 and BCSllllulldlng Component 5afMylnlonnoflon ovo~able from Truss Plate Institute, 583 D'Ono/rio Drive, Madison, WI 53719. I ~~i~5;oguterFOrty, : Cheslertield,M063017 __a filii MiTek. IJOb WINERY Truss Truss Type a~ 2 Ply , DUCKWAlK VINEYARDS - SOUTHOLD, NY , I 110479201 ThuJun0811:08:192006 Paget W312 SCISSOR 1 I Job Reference (2Qtional) 6.200 s DellS 2005 MiTek Industries, Inc. Nassau Suffolk Lumber, Medford, NY 11763 5-1-12 5-1-12 1040 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 4,4 Scale = 1:47.1 3 7i 8.00[12 3x5-/ 3x5'-' o , :l :'6~~ ~~s,s~= ~~ 5.00,12 8 5x8= '" 5x5~ ~ ., I~ 10 3,4 6 3x411 I-- 5-1-12 5-1-12 1040 4-10-4 14-10-4 ~1Q.4 20-0-0 5-1-12 Plale Offse1s (~~[1:Edge,O-1-121,J5:Edge.O.l.12] LOADING(psf) SPACING 2-0-0 CSI DEFl ;n (Icc) Ildefl Ud PLAlES GRIP TelL 32.0 (Roof Snow=32.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.13 8 >999 360 MT20 197/144 reOl 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.22 8-9 >999 240 BeLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.22 6 nJa nJa BCDl 10.0 Code IBC2000/ANSI95 (Matrix) VVind(LL) 0.12 '-9 >999 240 Weight: 100lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 V\lEBS 2 X 4 SPF Stud 'Except' 1-102 X 4 SYP No.2, 5-6 2 X 4 SYP No.2 BRACING TOP CHORD BOT CHORD Sheathed or 3-7-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-7-1 DC bracing. REACTIONS (Iblsize) 10=1025/Mechanical,6=-10251Mechanical Max Horz 1 0=-434(load case 5) Max Uplift10=-371(load case 7), 6=-371(load case B) Max Grav10=11B3(load case 2), 6=11B3(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2666/941, 2-3=--2033/642, 3-4=.2033/691, 4-5=-2666/697, 1-10=-1305/561, 5-6=-1305/472 BOT CHORD 9-10=.555/544.8-9=-907/2264,7-8=-512/2264,6-7=-215/525 V\lEBS 2-9=-205/144,2-8=--629/498,3-8=-495/1705. 4-8=-629/554, 4-7=-205/130, 1-9=--428/1637, 5-7=-359/1637 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=-1.33. I 2) TCll: ASCE 7-98; Pf=32.0 pst (flat (oaf snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 14) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. I 5) Refer to gi(der(s) for truss to truss connections. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint 10 and 371 Ib uplift at joint ! 6. LOAD CASE(S) Standard June 8 2006 i I I I A WARNING. Vllrtfy dllS/gn parnll1llters and READ NOTES ON THIS AND INCLUDED MITEK REFEREI'ICJ!: PAGE: MIl_7473 BEFOR.E USE. Design valid for use only with Mirek conneclors. This design is based only upon parameters shown. end is feM" en individual bu~ding component. Applicabmly of design poramenlers and proper incorporation of component is responsibiUly of buiding designer - not tl\JSS designer. Bracing shown is to! lateral support 01 individual web members only. Additianallemporary bracing 10 insure stability during conslruction is the respomibnlily of lhe erector. Addilional permanent bracing of the overa~ \1ructure is the responsibi~ty otlhe bu~ding designer. for general guidance regording labrlcation. quality control. storage. de~very. erection and bracing. consult ANSlflPll Qucdity Crlferlo, OSB-89 and BCSIl Building Component Safety tnlorrnll1lon availoble from Truss Plate tnslitute. S83 D'Onofrio Drive. Madison. WI 53719. 14515N.OuterForty, __. Su~e #300 C"..,"".MO'OO" Ell MiTek- lOb ITru.. : Truss Type ;Qly ,Ply , WINERY SPECIAL 2 I , Wl13 I Nassau Suffolk lumber, Medford, NY 11763 1-11-4 5.-11-10 10.0-0 14-0-6 '-11-4 446 ~0-6 ,.0-6 DUCKWALKVINEYARD$ - SQUTHOLO, NY 16-0-12 4-0-6 I 11047921 ThuJunOS 11 08 192006 Page: 1 I i I Job Reference (optional) 6.200 s Oct 18 200S MiTek industries, Inc. 20-0-0 1-11-4 '" Scale'" 1:44.5 , 3x6'i 6.00112 , , ~ ~/ 10 5)(8= ~,~: '" ~'" 4"~ " 6 <'- <', '>J1 "- ~~ ", " " :.; I '" 4)(4::: add " " ~ ~ ~ ~ " 5.00i1'2 ]~ ~ 12 11 3x4::: 5)(12-::;;' 5)(12'::::- 3:<.4::::: , .~ , LOADING (psf) SPACING 2-0-0 CSI DEFL (Ioe) l/defl Ud PLATES GRIP TelL 32.0 '" (Roof Snow=32.0) Plates Increase 1.15 TC 0.32 Vert(ll} -0.11 10 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 SC 0.58 Vert(TL) -0.2210-11 >999 240 BelL 0_0 Rep Stress Incr YES WS 0.76 Horz(TL) 0.16 8 "'a of, BCDL 10.0 Code IBC2000lANSI95 (Matrix) Wind(Ll) 0.11 10 >999 240 Weight 1011b 2-0.-12 20.-12 10.-0.-0 7114 17-11-4 7-11-4 20.-0.-0 2-0.-12 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD Sheathed or 4-3-4 oc purlins, except end verticals. Rigid ceiling directly applied or 6-8-9 DC bracing. REACTIONS (Iblsize) 12=1025/Mechanical,8=10251Mechanical Max Horz 12=-402(load case 5) Max Uplifl12=-380(load case 7). 8=-380(load case 8) Max Grav12=t183(load case 2), 8=1183(load case 3) ! FORCES (Ib) - Maximum Compression/Maximum Tension I TOP CHORD 1-12=-104181,1-2=-62152,2-3=-20151706, 3-4=-2026/635, 4-5=-2026/679,5-6=-2015/696,6-7=-62/53,7-8=-104173 BOT CHORD 11.12=-641/1614, 10-11=-877/2187, 9-10=-572/2187, 8-9=-463/1614 I WEBS 2-12=-1892/570, 2-11 =-302/248, 3-11 =-637/252, 3-10=-546/450, 4-10=-509/1766, 5-10=-546/506, 5-9=-637/235, I 6-9=-302/243,6-8=-1892/559 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33, 2) TCLl: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage 10 prevent water ponding, 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent Vvith any other live loads. 6) Refer 10 girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwi1hstanding 380 Ib uplift at joint 12 and 380 lb uplift at joint 8. LOAD CASE(S) Standard .A WARNING. VeriJLt d..~ign paramd..rs Q.rnI' R&tD NOTES ON TJUS AND INCLUDED MlTEK REPIYreNCE PAGE MII-7473 BEFORE US& Design lIalid for use anty wilh Mlek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicabmty of design paromenters and proper incorporation 01 component is responsib~ity of building designer _ not truss designer. Bracing sho"", is for laleral support of indMdual web members orty. Additionoltemporary bracing to insure slability dumg conslruction is the respomibimty ot the erector, Additional permanent bracing ot the ollerall structure is Ihe responsibility of the building designer. For general guidance regarding labrication. quality conlrol, sforage, delll/e')', erection and bracing. consult ANSI/TPll Quality Crilerla. OSfl-89 and Bcsn Building Component SafMy Information alla~able from Truss Plate Instifute, 58J D'Onofrio Orille, Madison. WI 53719. 114515N.OuterFOriV, SU~El#300 Chesterfield,M063017 --"I rail I Mirek"i IJob WINERY iTruss !W314 Truss Type Q~ 2 Ply I DUCKWALK VINEYARDS - SOUTHOLD, I " . I Job Reference ~~Iional) 6.200 s Oei 182005 MiTek Industries, Inc. 11047921d I ThuJun08 11:08:192000 pagJ 1 I NY SPECIAL Nassau Suffolk Lumber, Medford, NY 11763 3-11-4 3-11-4 10-0-0 6-0-12 16-0-12 6-0-12 2O-~O 3-11-4 4:<6= Scale = 1:40.8 3 j ;;: 8.00f12 ff 3x411 5x12 = 2 5x12 = 4 3>4 II; 000 ~ ~ 6 c{j ~ N II: 8 5x8= J ~ ~ N " 3x4= 9 5x5= 5.00112 7 5x5= 10.0.0 15-11-4 5-11-4 5-11-4 CSI DEFL In (Ioc) IIdefl Ud ! TC 0.61 Vert(LL} -0.12 B >999 360 BC 0.59 Vert(TL) -0.21 8-9 >999 240 WB 0.93 Horz{TL) 0.11 6 nla nla (Matrix) Wind{LL) 0.12 8-9 >999 240 6 3x4= 4-0-12 4-0-12 2~"" 4-0-12 IPlate Offsets X,.YLJLQ~.o-l-1}, [9:o-2-8,0.1-1} LOADING (pst) TCLl 32.0 (Roof Snow=32.0) TCDl 10.0 BCll 0.0 BCDl 10.0 LUMBER TOP CHORD 2 X 4 SYP NO.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SPF Stud SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANSI95 PLATES MT20 GRIP 197/144 Weight981b BRACING TOP CHORD BOT CHORD Sheathed or 3-8-4 oc purlins, except end verticals. Rigid ceiling directly applied or 6-8-2 oc bracing. I REACTIONS (Ib/size} 10=1025/Mechanical,6=1025/Mechanical Max Horz 10=-369(load case 5) Max Uplif110=-390(load case 7), 6=-390(load case 8) Max Grav10=1183(load case 2), 6=1183(load case 3} FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-181/182,1-2=-87/52,2-3=-2104/648, 3-4=-21041712,4-5=-87/52,5-6=-181/183 BOT CHORD 9-10=-835/2139,8-9=-887/2283, 7-8=-752/2283, 6-7=-706/2139 WEBS 2-10=-2261/800,2-9=-8021412,2-8=-608/370, 3-8=-42511628, 4-8=-608/470, 4-7=-802/361, 4-6=-2261/800 I NOTES I 1) Wind: ASCE 7-98; 120mph; h=25f1; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever teft and right exposed; end vertical left and right exposed; lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C: Fully Exp. , 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 Ib uplift at joint 10 and 390 Ib uplift at joint 6. , LOAD eASElS) Standard I A. WARNING. VerilY design paramt!ters and RMD NOTES ON THIS AND INCLUDED MITEK REFERENCE PJlGl!: MlJ.7473 BEFORl!: US!!:. Design vortd for use only wilh Mllek connecto.rs. This design is bosed onr" upon parameters shown. and is lor an ndividuol building corrponent. ApplicobUiIy of design paromenters and proper incorporotion 01 componenl is resparnibiHy at buiding designer - not truss designer. Bracing shown is for lateral support of individuol web members only. Additionol lemporory bracing 10 insure stab~ity during construction is the re-;pomibillily of lhe ereclor. Addifionol permanent bracing 01 the overall slNcture Is the responsibility of Ihe buDding designer. For general guidance regarding labricolian. qvolily conlrol. storage. delivery. erection and bracing. consult ANSI/TPtl Quality Crlterla. OSB-89 and BCSII aundlng Componl!'l1t Satety Information ovo~oblefrom Truss Plate Insmute. 583 O'Onofrio Drive, Madison. W153719. 14515 N. Oufer Forty, __1Z Su~e #300 e",...",. MO 630n iY1i1 MiTeke Job ,TNSS Truss Type Q~ Ply , DUCKWALK VINEYARDS - SQUTHOLO, NY 110479211 WINERY WJ15 SPECIAL 2 Nassau Suffolk Lumber, Medford, NY 11763 'Job Reference 0 Iianal 6.200 s Oct 182005 MiTek Industries, Inc. Tllu Jun 08 11:08:20 2006 Page 1 5-11-4 5-11-4 1~<><l 4-0-12 14-0-12 4-0-12 5x12 = 5)(12= ~~o 5-11-4 Scale = 1:37.' I I I I I 4)(411 5 IL (" ~ I 6 3x5= 2<>0-0 6-0-12 ,,' 8.00112 3 '" N ~ J a I a " " dJ 1 . " " I I , I t 10 3x5= L 8 5)(8= 5.00112 7 5xS= 5x5= 6-0-12 6-0-12 .... Plale Offsets (X Y)" [S"Edge 038] [7"0-2 B 0 1 1] [9'0-280-1 1] 1~<><l 3-11-4 13-11-4 3-11-4 -- c - LOADING (psf) SPACING 2-0-0 CSt DEFL In (Ioc) I/defl Ud PLATES GRIP TelL 32.0 , (Roof Snow=32.0) Plates Increase 1.15 I TC 0.66 Vert(Ll) -0.13 8 >999 360 Mi20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.21 8 >999 240 BelL 0.0 RepStress Incr YES WB 0,76 Horz(TL) 0.08 8 nla nla BCDL 10.0 Code IBC2000lANSl95 (Matrix) Wind(LL) 0.12 8-' >999 240 Weight 100 Ib ~ =--"-' LUMBER TOP CHORD BOT CHORD WEBS 2X4 SYPNo,2 2X4 SYPNo.2 2 X 4 SPF S1ud .Except. 1-102 X 4 SYP NO.2, 5-6 2 X 4 SYP NO.2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-4-8 oc purlins, except end verticals. Rigid ceiling directly applied or 7.0-1 oc bracing. 1 Rowatmidpt 2-10,4-6 REACTIONS (Iblsize) 10=1025/Mechanical,6=1025/Mechanical Max Horz 1 0=335(load case 6) Max Uplift10=-399(load case 7), 6=-399(load case 8) Max Grav10=1183(load case 2), 6=1183(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-10=.379/234,1-2=-203/108,2-3=-1983/656, 3-4=-1983/695, 4-5=-2031107, 5-6=.379/234 , BOT CHORD 9-10=-745/2065,8-9=.798/2209, 7-8=-708/2209, 6-7=-660/2065 i WEBS 2-10=-1998/687,2-9=-775/381,2-8=-621/300, 3-8=-549/1761, 4-8=-621/345, 4-7=-775/347, 4-6=-1998/687 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCOL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end verticallefl and right exposed; Lumber OOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 pst (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5) This 1russ has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Refer 10 girder(s) for 1russ to truss connections. 7) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 399lb uplift at joint 10 and 3991b uplift at joint 8. LOAD CASE(S) Standard l A WARNING - Ver(l\l design pa1'I1llU1tars and READ NOTES ON THIS AND INCLUDED MrfEK REFERENCE PAGE MH.7473 BJ!:FORE USE. Design valid for use only ....;lh Ml1e~ connec1ors. This design is bosed only upon parcmelers sha.......... and is for on individual building component. Applicability at design poramenlers ond proper incorporalion of componenl is re5pansibmty 01 building de5igner _ nal lrus5 designer. Brocing 5hawn is tor lateral support of individual web members only. Additional temporary bracing 10 insure stability during can5lruc~an is the responsibillity of Ihe erector. Addilional permanenl brocing of the overall slruc1ure is the responsibility of lhe building de5igner. for general guidance regarding fabrication, quality canlrat. 51orage. delivery. ereclion and bracing, consult ANSI/TPII Quality Criteria, DU.St and SOil Sulldlng Companenl Safefy InklnnaHon available from Tru5s Plate Inslitute, 583 D'Onofrio Drive, Madisan. VV15371t. 14515 N. Outer Forty, Su~e #300 Chesterflllld,M063017 --"' ~II .... MiTek"' pcb Truss Truss Type Q~ Ply OUCKWAlKVINEYAROS - SOUTHOlO. NY : I'NINERY 110479212 W316 SPECIAL 2 1 JobReference1nntional\ 6:12=~12= /:j1 /'/' / / Nassau Suffolk lumber. Medford, NY 11763 7-11-4 7-11-4 1~0-0 2-0-12 8.0012 ;j ~ I ' .H I I 000 ~~~ llll ~ ". 10 3x5= 9 5x5= 8-0-12 1~0-0 8-0-12 1-11-4 J'rate Offsets ~r5:0-3-8,Edge], [Z:0-2-8.0-1-1Ij9:0-2-8,0-1-11 LOADING (pst) SPACING 2-0-0 CSI TCLl 32.0 (Roof 8now=32.0) Plates Increase 1.15 TC 0.80 TCDL 100 Lumber Increase 1.15 BC 0.75 BCLL 0'0 Rep Stress Inc( YES we 0.94 BCDL 10:0 Code IBC2000lANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP 58 *Except. 1-22 X 4 SYP NO.2, 4-5 2 X 4 SYP NO.2 BOT CHORD 2 X 4 8YP NO.2 WEBS 2 X 4 8PF Stud 'Except~ 1-102 X 4 SYP S8, 5-6 2 X 4 SYP 5S, 2-10 2 X 4 SYP NO.2 4-62 X 4 SYP NO.2 I I I REACTIONS I I (Ib/size) 10=1025/Mechanical,6=1025/Mechanical Max Horz 1 0=302(load case 6) Max Uplift10=-452(load case 5), 6=-452(load case 6) Max Grav10=1183(load case 2), 6=1183(load case 3) 6.200 s Oct 1 8 2005 MITek Industnes, Inc. Thu Jun 08 11 :08:20 2006 Page 1 12-0-12 2-0-12 20-0-0 7-11-4 $cale=1:36.1 : '<4 4x81 5 .'\. " " ; ~ CCC::_> ': ~ .0 ~ , . 5x8= 5.00112 7 5x5= . 3>5= 11-11-4 2~0-0 1-11-4 8-0-12 DEFL in (Ioe) Ildefl Ud PLATES GRIP Vert(ll) -0.12 8 >999 360 MT20 197/144 Vert(TL) -0.19 8 >999 240 Horz(Tl) 0.06 6 nla nla Wind(LL) 0.11 8 >999 240 Weight 108 Ib ., ~ , BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-2-13 oe purlins, except end verticals. Rigid ceiling directly applied or 6-11-2 oe bracing. 1 Row at midpt 2-10,4-6 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-5011291,1-2=-273/145,2-3=-1943/722, 3-4=-1943/711,4-5=-273/145,5-6=-5011292 BOT CHORD 9-10=-661/1932,8-9=-721/2052,7-8=-78512052,6-7=-720/1932 WEBS 2-10=-1795/616,2-9=-672/385.2-8=-770/328, 3-8=-860/2190,4-8=-770/330,4-7=-672/419,4-6=-1795/616 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDl=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone: cantilever left and right exposed: end vertical left and right exposed; lumber DOL=1.33 plate grip DOl=l .33. 2) TCLl: ASeE 7-98: Pf=32.0 pst (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been deSigned for a 10.0 psf bottom chord live load nonconcurrent 'A'ith any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift al joint 10 and 452 Ib uplift atjoi 6. LOAD CASE{SI Standard A WARNZlVG - Veril\l design parameter's amt R&4D NOTES ON THIS AND INCLUDE/) MlTEK REFDUSNCE PAGE MIl.7473 BEFO.R.E USE. Oesign valid for use only wth Mlle~ connectors. This design is based only upon parometers sho'Wn, and is lor an individual building component. Applicabmty 01 design paromenters cnd proper incorporation of componenl is responsibility of building designer _ not truss designer. Bracing she"..".. is lor loterol support of ndMdual web members only. Addifionol temporary bracing to imure slability during construction is the responsiblllity of the erector. Addilianol permanent bracing 01 the overall sfructure is lt1e respomibility of the building deo;igner. For general guidance regarding fabrication. quality canlrol. storage. delivery, erection and bracing, camult ANSI/TPl1 Quality CrlIerla, OSB-89 and BCSIl Building Component Sofety lnlonmlilon available from Truss Plate Imtitute. 583 O'Onofrio Olive. Madison, WI 53719. '14515N.OulerForty. __e · ~::~=".M06"17 r~;1 MiTek'" Job Truss Truss Type a~ 2 Ply I OUCKWALK VINEYARDS - SOUTHOLD, NY WINERY W317 SPECIAL 110479213 Nassau Suffolk Lumber, Medford, NY 11763 __':.JJOb Reference (oJ:llionall 6.2005 Oct 18 2005 MfTek Industries, Inc. Thu Jun 08 11 :08:20 2006 Page 1 ! 6-8-9 6-8-9 13-3-7 6-6-13 26-0-0 6-a-9 Scale = 1:34.2 5x6= 1 2><, 2 3x8= 3 3x4= , ~ c ~ :::0, i, , 3x411 6 3x8= 2x4;1 3x5= 6-8-9 13.3-7 2{}.-o-O 5-8-9 6-&-13 8-8-9 PlaleQffsels X..YL[4:Edge,O-1-B] LOADING (pst) SPACING 2-0-0 CSI DEFL io (Ioc) I/defl Ud PLA lES GRIP TeLL 32.0 (Roof Snow=32.0) Plates Increase 1.15 TC 0.91 Vert{LL) -O.OB 6-7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.14 6-7 >999 240 BeLL 0.0 Rap Stress Iner YES WB 0.63 Horz(Tl) 0.03 5 ola ola BCDL 10.0 Gode IBC2000lANSI95 (Matrix) Wind(LL) 0.09 6-7 >999 240 Weight: 1041b LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SYP NO.2 2 X 4 5YP NO.2 2 X 4 SPF Stud *Except. 1-72 X 4 SYP No.2, 3-7 2 X 4 SYP No.2, 3-5 2 X 4 SYP No.2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-8-12 DC purlins, except end verlicals. Rigid ceiling directly applied or 6-11-2 DC bracing. 1 Row at midpl 3-5 i ! REAC110NS (lbJsize) B=1025/Mechanical,5=1025fMechanical Max Horz 8=-226(load case 3) Max UpliftB=.512(load case 3), 5=-512(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-952/537, 1-2=-14B6/778, 2-3=-1486/778, 3-4=-93/108, 4-5=-260/192 BOT CHORD 7-8=-207/130,6-7=-803/1488,5-6=-803/1488 WEBS 1-7=-788/1554,2-7=-566/426,3-7=-41/45, 3-6=0/269, 3-5=-1557/791 NOTES 1) Wind: ASeE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCOL=6.0psf; Category 11; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 pst (flat roof snow); Exp C; Fully Exp. 3) Provide adequate drainage to prevent water ponding. : 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. I 6) Provide mechanical connectIon (by others) of truss to bearing plate capable of withstandIng 5121b uplift at JOInt 8 and 5121b uplift at joint 5. I LOAD CASEIS) Standard .A WARNING. Ver(IY dl!!iign panz.....ters atld Rl!:AD NOTgS ON THIS AND INCLUDED M1T&K REFlUU!NCE PAGg MII.7473 BEFORE USE. Design va~d lor vse only vvith MlTek connectors. This design is bosed only upon parameters sho\Nfl. and is tor on individual buiding component. ApplicabUiIy 01 design peramenters and proper incorporation of component is responsibility of building designer _ not truss designer. !>rocing shown is for IOlerolsupport of indMdual web members arty. Addiijonal temporary bracing 10 insure stabmly during construction is the responsibillity of the erector. Addiflonol perrnonent brocing of the overell structure is the responsibility of the building designer. For generol guidonce regording fabrication. quality control. storoge. delivery. erection and bracing. consult ANSt/TPl1 Quality Criteria. DS8-89 and BCSI1 Building Component Satl!'/y InlomlCltfon ovaiable from Truss Plole Institute. 58J D'Onofrio Drive. Madison. WI 53719. 14515 N. Ou1ar Forty, Su~e#300 Chestartield.M063017 i-I> e=! ....i MiTekl> Jo~- Truss I Truss Type Q~ Ply OUCKWAlK VINEYARDS - SDUTHOlD, NY WINERY mI' SPECIAL 2 2 'Job Reference 0 tional 6.200 s Del 18 200S MiTek Industries, Jne. 110479214: Nassau Suffolk Lumber, Medford, NY 11763 4-1-1 4-H 8-~' 3-11-5 11-11-10 3-11-5 15-10-15 3-11-5 Thu Jun 08 11 :08:21 2000 Page 1 20-0-0 I 4-1-1 ! Scale" 1:34.4, 16x8:::: "" 2 4xa:::: 2" , 5x12 = "" I 6 ~ . /~ / , / , / /' // // // '~, ~ " /. /y C" rJ IIII !II: 81: "" ~",.I' IIII Its MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 I I I L 12 3x10 TH026 11 10x12:::: TH026 10 "'0 TH026 9 10)<,10:::: TH026 3x10 TH026 7 10x10:::: 4-1-1 4-1-1 64' 3-11-5 'I' LOADING (psi) TCLL 32.0 ! (Roof Snow=32.0) , TCDL 10.0 BCLL 0.0 J3...QQh.._ 10.0 LUMBER TOP CHORD 2 X 6 SYP NO.2 BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP SS ~Except. 1-122X4 SYP No.2, 6-7 2 X4 SYP No.2, 2-11 2X 4SPF Stud 3-10 2 X 4 SPF Stud, 4-9 2 X 4 SPF Stud, 5-8 2 X 4 SPF Stud SPACING 1-4-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IBC2000/ANSl95 CSI Te 0.76 BC 0.72 we 0.96 (Matrix) 11-11-10 15-10-15 2~~ 3-11-5 3-11-5 4-1-1 DEFL in (Ioc) I/defl Ud PLATES GRIP Vert(Ll) -0.16 9-10 >999 360 MT20 197/144 Vert(Tl) -0.26 9-10 >903 240 Horz(TL) 0.07 7 nla nla Wind(lL) 0.19 9-10 >999 240 Weight:305lb BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-4.3 oc purlins, except end verticals. Rigid ceiling directly applied or 7.1-7 oc bracing. 1 Row at midpt 1-12 REACTIONS (Ib/size) 12"9768/Mechanical,7=976B1Mechanical Max Horz12"-164(load case 3) Max Uplif112=-4715(load case 3). 7=-4715(1oad case 4) I FORCES (Ib) - Maximum Compression/Maximum Tension I TOP CHORD 1-12=-8089/3924,1-2=-8930/4342, 2-3=-8930/4342, 3-4"-1325816425, 4-5=-13258/6425, 5-6=-240/161, 6-7=-2371144 BOT CHORD 11-12=-235/244, 10-11 =-6438/13200, 9-' 0=-6438/13200, 8-9=-4340/8908, 7-8=-4340/8908 WEBS 1-11=-5649/11701, 2-11=-51/92, 3-11=-5751/2795, 3-10=-1651/3533, 3-9=-55179, 4-9=-210/156, 5-9=-2840/5860, 5-8=-178213807, 5-7=-11676/5641 NOTES 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 ce. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 ce. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied 10 all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. , 3) Wind: ASCE 7-98; 120mph; h=25fl; TCOL=6.opsf; BCDL=6.0psf; Category 11; Exp C; endosed; MWFRS gable end zone; cantilever [eft i and right exposed; end verticallefl and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. I 4) TCll: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. I 5) Provide adequate drainage to prevent waler pending. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plale capable of withstanding 4715 Ib uplift at joint 12 and 4715 Ib uplift joint 7. 9) Girder carries tie-in span(s}: 37-9-0 from 0-0-0 to 20-0-0 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 0-3-0 from the left end to 16-3-0 to connect truss(es) (1 ply 2 X 6 SYP) to front face of bottom chord. 11) Use USP MSH29 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-8-0 oc max. starting at 1-7-0 from the left end to 18-11-0 to connect truss(es) (1 ply 2 X 6 SYP) to front face of bottom chord. 12} Fill all nail holes where hanger is in contact with lumber. ll8ItlllJetA__@a~tindard l A WARNING. VerttY design pa....meters ll1Id R&4D NOTES ON TInS AND INCLUDED MITEK REI'.EREI'fCE PAG.E MlI.7473 BEFORE USE. Design valid far use only v.ith MiTe~ connectan. This design is based only upon poramelers shown. and is lor on individuol buuding camponent. ApplicabTIity 01 design paramenlers ond proper Incorporalion of component is responsibTIity of buiding designer _ not lruss designer. Bracing shown is for loteralsupporl 01 indMdual web members only. Addiijonal lemporory bracing 10 insure stablity during conslrucHan is Ihe 'espomlb~lity 01 the erector. Additional permanent bracing of the overall slrvcture is the responsibility of the building designer. For general guidance regarding fabrication. quality control, stOfOge. delivery. erection and bracing. consult ANSI/TPI1 Quality CrltlHfa. OSB-89 and BCSII 8u1ldlng Component Salefy InlormaUon avauable from TNS5 Plate Ins~tule, 5B3 D'Onofrio Dfive. Madison. WI 53719. 1451SN.OulerForty. __1Z Su~e#300 ""''''''''',M063017 ~w31 MiTeke Job 'Truss I ;W318 ,Truss Type Q~ Ply DUCKWALK VINEYARDS - SQUTHOlD, NY , 110479214: WINERY SPECIAL 2 2 Job Reference (o~1ionall 6.200 s Oct 18 2005 MITek Industries, Inc. Thu Jun 0811:06:21 2006 Page 2 Nassau Suffolk lumber, Medford, NY 11763 LOAD CASEIS) Standard 1) Snow: lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-56, 7-12=-935(F=-922) .A. WARNl'NG. Ver(fY dmgn paro.met.e'rs and READ NOTES ON THIS AND lNCLUDgo MlTKK REFImENCE PAGE MII-7473 BEFORE USK Design valid for use only v.ith Mirek connectors. This de~gn is based only upon parameters shown. and is lor on individual building component. Applicability of design poromenlers and proper incorporation of component is responsibui!y of bvilding designer. not truss designer. Bracing shown is for loterolsupporl Of indlviduol web member5 only. Additional temporary bracing to insure stability during construction is the responslbjllity of the erector. Additional permanent bracing of the overolt structure is the responsibility of the buildlng designer. For generat guidonce regording fabrication, quCl~ty control, storage. dellvery, erection and bracing, consult ANSI/TPI1 Quality Critet1a. OS8.89 and.BCStl Bulldtng Component Sale1y lnronnatlon available from Truss Plate Inslitute. 583 D'OnOfrio Drive. Madison, Wt 53719. 14515N.OulerForty, __s ~:::'=".M063'" ttyjl; MiTeke Job Truss iTrussType SCISSOR 10\Y 1 Ply OUCKWALK VINEYARDS - SOUTHOlO, NY WINERY W319 11047921~ Nassau Suffolk lumber, Medford, NY 11763 Job Reference or;>lionall 6.2005 Oct 18 2005 MiTek Industries, Inc. Thu Jun 0811:08:212006 Paga 1 4-1-12 4-1-12 8-0-0 3-10-4 4x4= 11-10-4 ~104 16-0-0 4-1-12 Scale" 1:39.21 3 6.00[12 4x8? 4)(8" ~ ~ W,:5~~ ~ " -1 2 o 5x8= .~ ~7 ~ I. N . t/ 5_00112 I~ 4x4';;:" 6 4:<4':::::- a 6~O 6~O LOADING (pst) TelL 32.0 (Roof Snow=32.0) TCDL 10.0 BelL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP NO.2 BOT CHORD 2 X 4 SYP NO.2 WEBS 2 X 4 SPF Stud SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1,15 Rep Stress Iner YES Code IBC2000/ANSI95 CSt Te 0.74 Be 0.49 we 0.84 (Matrix) 161>0 61>0 OEFl '" (Ioc) Vdefl Ud PLATES GRIP Vert{LL) -0.08 7 >999 360 MT20 197/144 Vert{TL) -0.14 7-' >999 240 Horz(TL) 0.14 6 "Ia "Ia Wind(LL) 0.07 7 >999 240 Weight: 80 Ib BRACING TOP CHORD BOT CHORD Sheathed or 4-11-3 oc purlins, except end verticals. Rigid ceiling directly applied or 7-5-6 oc bracing. REACTIONS (Ib/size) 8=817/Mechanical,6=817/Mechanical Max Horz8=-359(load case 5) Max Uplifl8=-294(1oad case 7), 6=-294(load case 8) Max Grav8=943(1oad case 2), 6=943(load case 3) I FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-589/230,2-3=-1555/458,3-4=-1555/501, 4-5=-589/205, 1-8=-500/234, 5-6=-5001217 BOT CHORD 7-8=-709/1611,6-7=-39911611 WEBS 2-7=-360/420,3-7=-31411242,4-7=-360/473, 2-8=-1454/553, 4-6=-1454/452 NOTES 1) Wind: ASCE 7-98; 120mph; h=25fl; TCDl=6.0psf; BCDl=6,Opsf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end verlicalleft and right exposed; lumber DOl=1.33 plate grip DOl=1.33. I 2) TClL ASCE 7-98; Pf=32.0 psf (nat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. : 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. : 5) Refer to girder(s) for truss to truss connecllons. i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2941b uplift at joint 8 and 2941b uplift at joint 6. , ! LOAD CASEIS) Standard .A. WARNING. Ver(.I'Y u.!l.gn parameurs and RMD NOTI!.S ON TInS AND INCLUDED MITlSK RI!.FERENCI!. PAGI!. MJI.7473 BI!.PORI!. USE. Design valid for use on~ wth Mirek connector.;. This design is based on~ upon porameter.; shoWTl. and is for an individual building componenf. Applicabtli~ of design paramenters and proper incorporation of component is responsibility of buiding designer - nof lruss designer. Brocfng shO'Nn is for laferolsuppori of lndMdual web members only. Additionollemporal)' bracing 10 inSLKe stob~;ty during construction is the responsibillity of the erector, Addltionol permanent bradng of the overall strucfure is the responsibility of fhe building designer. For general guidance regarding fabrication. quality control. storage, delivefY. erection and bracing, consult ANSI/lPII Quality Crlterla. DSB-B9 and BCSIl BuildIng Component SafMy InloflTlollon avoioble /rom TI1J5S Plale IrnfiMe. 5B3 D'Onofrio Drive. Madison. WI 53719. 14515N.Outerfarty. __e SU~B #300 Ch''''''',Id.M063017 EI MiTek'" rJOb I I WINERY Truss IT"" Type SPECIAL IQty I Ply , DUCKWAlK VINEYARDS - SOUTHOlD, NY W32D 110479216 Nassau Suffolk lumber, Medford, NY 11763 1 I l' I Job Reference (~Iional) 6.200 s Oct 182005 MiTek Industries, Inc. 1-11-4 1.11-4 ~O-o 6-0-12 14-0-12 6-0-12 16-0-0 1-11-4 Thu Jun oa 11:08:21 2006 Pag~ 1 I 4x6:::: Scalll=1:35.6 3 6.00:12 # j Ji 5x12 = '" J i I _cC '";i'";;;b l~~ , 9 5x5= LOADING (psf) TCLL 32.0 (Roof SnoVF32.0) TCDL 10.0 BCLL 0.0 BCDL _ 10.0 LUMBER TOP CHORD 2 X 4 SYP NO.2 BOT CHORD 2 X 4 SYP NO.2 WEBS 2 X 4 SPF Stud SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2000/ANS195 BRACING TOP CHORD BOT CHORD Sheathed or 4-2.11 oc purlins, except end verticals. Rigid ceiling directly applied ar 7-8-7 DC bracing, REACTIONS (Ib/size) 10=S17/Mechanical,6=817/Mechanical Max Harz 1 0=-32B(laad case 5) Max Uplift10=-304{laad case 7), 6=-304(load case 8) Max Grav10=943{load case 2), 6=943(load case 3) I I FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-93/141,1-2=-35/32,2-3=-1660/491, J-4=-1660f554, 4-5=.35/31,5-6=-93/141 BOT CHORD 9-10=-633/1442,8.9=-665/1533,7-8=-530/1533,6-7=-503/1442 WEBS 2-10=.1759/668,2-9=-518/328,2-8=-251/477, 3-8=-255f1144, 4-8=-291/496, 4-7=-518/278, 4-6=-1759/665 NOTES 1) Wind: ASCE 7-98; 120mph: h=25ft: TCDl=6.0psf: BCDL=6.0psf; Category 11; Exp C: endosed; MWFRS gable end zone: cantilever left and right exposed: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLl: ASCE 7-98: Pf=32.0 psf (flat roof snow): Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design, 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pSf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withs1anding 304 Ib uplift at joint 10 and 304 Ib uplift at joint 6. l__ LOAD CASEIS) Standard A WAR/miG - VeriJtl deafgn paramders and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MII.74'T3 BEFORJ!. US!!:. Design valid lor use only vvilh Mirek connectors. This design is based only upan porameters shown. and is tor on ildividual buiding component. Applicob~ity of design poramenters and proper incorporation at component is responsibility ot bu~ding designer _ not truss designer. Bracing sho......... is tor loteralsuppart of individual '-"Ieb member> any. Additional temporary bracing 10 insure stabiHy during construction is the fe5ponsibdhty of the erector. AddiHonol permanent bracing of the overall structure is the respansibility of the building desig1er. ~or general guidance regarding taoocation, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality ClitlKia, 05B-89 and BCSII Bultdlng Component 5alety Intormotlon ovo~oble horn iNSS Plate Instittlte, 583 D'Onofrio Drive, Madison, WI 53719. I 14515N.OulerForty, i Su~e #300 I Clleslerfielcl,M063017 .-- i~~ 51 MiTek- ~-- Truss Truss Type Q~ Ply OUCKWAlK VINEY ARDS ~ SOUTHOLD, NY 110479217 WINERY W321 SPECIAL 1 1 Job Reference loolionall Nassau Suffolk lumber, Medford, NY 11763 6.200 s DellS 2005 MITek Induslnes, Inc. Thu Jun 08 11:08:22 2006 Page 1 3-11-4 3-11-4 ~o 4-0-12 12-0-12 4-0-12 16-0-0 3-11-4 4x4= Scale:31S"=l' 3 8.00[12 5x12::: ,,~ ~411 5 ~ ~ 3" II ceO I ~62l rJ~rJ I : ~I L ~ :;: N~ B 5x!l::: 10 3x4= 9 5x5::: 5.0012 5x5::: ~OO 11-11-4 3-11-4 3-11-4 CSI DEFL ;n (Ioc) I/defl Ud TC 0.51 Vert{LL) -0.07 8 >999 360 Be 0.44 Vert(TL) -0.11 7-8 >999 240 we 0.64 Horz(Tl) 0.05 6 nla nla (Matrix) Wind(lL) 0.06 8-9 >999 240 6 3x4::: 4-0-12 4-0-12 , Plate Offsets ~,.Yt...IT:o-2-B,0-1-1],J9:o-2-8,0-1-11 " LOADING (psf) SPACING 2-0-0 TeLL 32.0 (Roof Snow=32.0) Plates Increase 1.15 TCDL 10 0 Lumber Increase 1.15 BCLL 0'0 Rep Stress Incr YES BCDL 10:0 Code IBC2000/ANSI95 LUMBER TOP CHORD 2 X 4 SYP NO.2 BOT CHORD 2 X 4 SYP NO.2 WEBS 2 X 4 SPF Stud 16-0-0 4-0-12 I -, PLATES MT20 GRIP 197/144 Weight 79 Ib BRACING TOP CHORD BOT CHORD Sheathed or 4-11-14 oc purlins, except end verticals. Rigid ceiling directly applied or 8-1-3 oc bradng. REACTlONS (Ib/size) 10=817/Mechanical,6=817/Mechanical Max Horz 10=-294(load case 5) Max Uplift10=-313(1oad case 7), 6=-313{load case 8) Max Gravl0=943(load case 2), 6=943{load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-234/160, 1-2=-111/65, 2-3=-1532/491, 3-4=-1532/533, 4-5=-111165, 5-6=-234/161 i BOT CHORD 9-10=-569/1520,8-9=-605/1622, 7-8=-515/1622, 6-7=-483/1520 WEBS 2-10=-1552/535,2-9=-571/290,2-8=-398/230, 3-8=-348/1226, 4-8=-398/283, 4-7=-571/256, 4-6=-1552/536 NOTES 1) Wind: ASeE 7-98; 120mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOl=1.33. 2) TClL: ASCE 7-98; Pf=32.0 psf (nat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. , 4) Provide adequate drainage to prevent water pending. I 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : 6) Refer to girder(s) for truss to truss connections. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 Ib uplift at joint 10 and 3131b uplift at joint I 6. LOAD eASElS) Standard A WARNING. Ven.tY design parcuneee... IInd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII_7473 BEFORE USE. Design valid far use only v.ith Mirek connectors. This design is based only upon paromeiers sho>M1. and is for on individual building component. Applicobility of design poromenters and proper incorporation of componenl is responsibiUty 01 buiding designer - not lruss designer. Bracing shown is for taterai support at individuat web members oniy. Additional temporary bracing to insure s!ob~ity dlXing construction is the respornibHlity of the erector. Additionat pelT"l1anen! brocing of the overoli structure is the responsibility 01 the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consutt ANSI{tPtl Quality Criteria. DSB-8' and BCSll Building Component SaIe1y InformatIon available from Truss Plate Institule. 583 D'Onofrio Drive. Madison, WI 53719. 14515N.OlilerForty. __* Su~e#3O{1 Ch".m"'."""'" Ell MiTek" Job T,"" Truss Type a~ Ply OUCKWAlK VINEYARDS - SOUTHOLD, NY I 110479218 WINERY W322 SPECIAL Job Referenoo olianal Nassau Suffolk lumber, Medford, NY 11763 6.200 s Oct 18 2005 MiTek Industries, lne Thu Jun 08 11 :08:22 2006 Page; 1 5-11-4 ~O-O 10..0-12 ",0-0 5-11-4 2-0-12 2-0-12 5-11-4 Scale'" 1:26.8 4x4= B.OOf"iT 3 3:0:511 5x12 = 3:0:511 4 , I ~ i '~ "I I I i OO~ 0 ~~<b ~ I .,...:J...:J : i I I I~ I a I 5x8= " 9 7 6 3x4= 5x5= 5.00[12 5x5= 3:0:4= 6-<1-12 0-0-0 9-1H '6-0-0 6-0-12 '-11-4 '-11-4 6-0-12 --..------; ; Plate Offsets (X,.YtJZ:Q...2-8,O-1-1], [9:0-2-8.0-1-1] I LOADING (psf) , I TelL 32.0 SPACING 2-0-0 CSI DEFL in (Ioc) I/detl Ud PLATES GRIP (Roof Snow=32.0) Plates Increase 1.15 TC 0.65 Vert(lL) -0.07 8 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase US Be 0.53 Vert(TL) -0.12 8 >999 240 BelL 0.0 RepSlress Iner YES WS 0.64 Horz(TL) 0.04 S nla n/a I BCDL 10.0 Gode IBC2000/ANSI95 (Matrix) Wind{LL) 0.07 8 >999 240 , Weight: 821b --- ~ ~ LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SPF Stud *Except* 1-102 X 4 SYP No.2, 5-6 2 X 4 SYP No.2 -~ BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-9-1 0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-6-2 oc bracing, 1 Row at midpt 2-10, 4-6 REACTlONS (Iblsize) 10=817/Mechanical,6=817/Mechanical Max Horz 10=-261(load case 5) Max Uplift1 0=-340(load case 5), 6=-340(load case 6) Max Grav 1 0=943(1oad case 2), 6=943(load case 3) FORCES (I b) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-380/220,1-2=-197/109,2-3=-1448/522, 3-4=-1448/529, 4-5=-197/109, 5-6=-380/221 BOT CHORD 9-10=-497/1444,8-9=-536/1535,7-8=-534/1535,6-7=-493/1444 WEBS 2-10=-13421464,2-9=-520/283,2-8=-484/212, 3-8=-545/1479, 4-8=-484/228, 4-7=-520/289, 4-6=-13421464 NOTES i 1) Wind: ASCE 7-98; 120mph; h=25ft; TCOL=6.0pst; BCOL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left I and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. I 3) Unbalanced snow loads have been considered for this deSign. I 4) Provide adequate drainage to prevent water pending. I 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Refer 10 girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 Ib uplift al joint 10 and 340 Ib uplift at joint 6. ~ .J f.U Z. 1-..-. "'.~_.J <: ~:;zog ~~~~~' 0/'1:55\0'>' June 8 2006 I LOAD CASE{S) Standard I I A WARNING. VertIY de.s;lgnparurnekrs and R&4DNOTES ON THIS AND INCLUDED MIf'U REFERlUiCl!:PAGJ!:MU.7413 BEFORJ!: USE. De~ign valid lor use only v.1th MiTek connectors. Thil de~ign is ba~ed only upon parcmeters movm. ond is lor on individual bu~ding componenl. Appftcability 01 design parcmenters and proper incorporation of component is respomibility of bu1ding designer - nol truss designer. Bracing ~hown is lor laleral ~upporl 01 individual web members only. Additional temporary bracing 10 imure stability during construction is the responsib11ity 01 Ihe ereclor. Addilional permanent bracing of the overall ~truclure is the re~pon~ibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery. ereclion and bracing. consult ANSIIIPfl Quality Crlteria. 05B-89 and BCSII Building Component Safety InlolTllatlon available from TrulS Plate Institute. 563 D'Onofrio Drive. Madi~on. WI 53719. '''''NO.,,'o",. ~..:1iil"'I' Su~&#300 Cheslerfield.M063017 MiTek"'I pob Truss Truss Type Qty I~Y , DUCKWAlK VINEYARDS - SOUTHOlD, NY IMNERY W323 SPECIAL 110479219 Nassau Suffolk lumber. Medford. NY 11763 2 Job Reference1ontionali 6.200 s Oct 18 2005 MiTek Industries, rnc. Thu Jun 08 11 :08:22 2006 Page 1 5-4-9 5-4-9 10-7-7 5-2-13 16-0-0 ~.9 Scale = 1:27.3! 1 3x10 = C ". 2 3.>:10::: "". . n ~ " c I'"-i- 10 11 7 12 13 6 " 15 16 5 10~10 = 3~10 I ex8::: a 9 , I I I I ! ~ ""51 5-4-9 5-4-9 10-7-7 5-2.13 16-tl-O ~9 LOADING (pst) . I TCll 32.0 SPACING 2-0-0 eSI DEFL in (loe) I/defl Ud PLATES GRIP I I (Roof Snow=32.0) Plates Increase 1.15 Te 0.85 Vert(ll) -0.13 6.7 >999 360 MT20 197/144 I TCDl 10.0 lumber Increase 1.15 Be 0.99 Vert(Tl) -0.21 6.7 >911 240 : BCll 0.0 Rep Stress Incr NO WB 0.89 HOIZ(Tl) 0.04 5 nla n/a , BCDl 10.0 Code IBC2000/ANS195 (Matrix) Wind(ll) 0.12 6.7 >999 240 Weight 1951b , LUMBER TOP CHORD 2 X 4 SYP NO.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP NO.2 .Except. 2-72 X 4 SPF Stud, 3-6 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD Sheathed or 4-6-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oe bracing. REACTIONS (lblsize) 8=5157/Mechanical,5=5157/Mechanical Max HOIZ8=-183(load case 3) Max Uplift8=-1936(load case 3), 5=-1936(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-3696/1454,1-2=-7188/2727, 2-3=-7188/2727, 3-4=-385/203,4-5=-259/173 BOT CHORD 8-9=-266/397, 9-10=-266/397, 10-11=-286/397, 7-11 =-2881397, 7-12=-2760/7226, 12-13=-2760/7226, 6-13=-2760/7226, 6-14=-276017226,14-15=-276017226, 15-16=.276017226, 5-16=-2760/7226 WEBS 1-7=-2843/7607,2-7=-384/312, 3-7=-42156, 3-6=-977/3064, 3-5=-766212667 NOTES 1) 2-ply truss 10 be connected together with 0.131nx3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oe. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sedion. Ply to ply connections have been prOvided to distribute only loads noted as (F) or (B), unless othet'Nise indicaied. 3) Wind: ASCE 7-96; 120mph; h=25ft; TCDl=6.0psf; BCDl=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOl=1.33. 4) TCLl: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; FUlly Exp. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1936lb uplift at joint 8 and 19361b uplift at jointS. 9) Hanger(s) or other connection device(s) shall be provided sufficient 10 supperl concentrated load(s) 1065 Ib down and 3821b up at 1..0- 1085 Ib down and 382 Ib up at 3-0-0, 1065 Ib down and 3821b up at 5-0-0, 1085 Ib down and 3821b up at 7-0-0, 10851b down and 36 up at 9-0-0, 10851b down and 3821b up at 11-0-0, and 1085 Ib down and 3821b up at 13-0-0, and 10851b down and 362 Ib up at 15- on bottom chord. The design/selection of such COnnection device(s) is the responsibility of others. Continued on ~ge 2 LOAD eASElS) Standard A WARNING. Ve~ design paruml!:tera and READ JVOT1!:S ON THIS AND lNCUJDED MITEK R8FERItNCE PAGJ!: MIJ.7473 B1!:FORE uS.!!:. Design valid for use only with MJlek connectors. This design is based only upon paromelers 5l10\M1. ond illor an ndTviduol buiding component. AppllcabTIity 01 design paramenters ond proper incorporation of component is responsibility 01 buiding designer _ not truss designer. Brocing shown is for loteralsupport of IndividuOI web membef5 only. Addjfionol temporal)' brocing 10 insure stobTlily during construction is the responsibllily 01 Ihe erector. Additionol permonenl bracing ollhe overall structure i51he responsibir.ty 01 the bu~d!ng designer. For generol guidonce regarding fobricatlon. quality control, storage. delivery. erection and bracing, consult ANSI/TPlI Quality Criteria. OSB-89 and BOil 8ulldlng Component Safety Inlonnaltan avoiable from Truss Plate Institule. 583 D'Onofrio Drive. Madison. WI 53719. 14S1SN.OulerForty, __III Su~e#300 Ch""."',MO'"'' f_1 MiTek- Truss F' I' Ply DUCKWAlK VINEYARDS - SOUTHOLD, NY IJOb WINERY I Nassau Suffolk Lumber, Medford, NY 11763 W323 ITru~TYP' SPECIAL 2 i Job Reference (optional) 6.200 s Del 18 2005 MiTek Industries, tnc. 11047921~ I Thu Jun 08 11 :08:22 2006 pagJ 2 I I , i LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-84, 5-8=-20 Concentrated Loads (Ib) Vert: 9=-1085(F) 10=-10B5(F) 11=-1085(F) 12=-10B5(F) 13=-10B5(F) 14=-1085(F) 15=-10B5(F) 16=-1085(F) A WARNING. Vertfil dulgn JHll'1"Tlete~s and RUD NOTES ON THIS AND INCUlD.ED MITEK REFERENCE PAGE MIJ-7473 BEFORE USE. Design valid for use only v.lth IVulek conneclor.;. This design is based only upon parameter.; she........ ond is for an individual building component. AppJicabmty of design poromenters and proper iflcorparation of camponenlis respamibuity of bu~diflg desigfler. nol truss designer. Bracing sha\Nll Is lor lalerol support of indrvidual '-"'!!b members only. Addltloflatlemporory brocing 10 insure stab,ily duing comlruclion 15 the respomibillity of the ereclor. Additionol permanent brocing of Ihe oVefol1 slruclure is the respomibilily of the buitdng designer. For general guidance regarding teoocaliofl. quality control, slorage. delrvery, erec~on and bracing, consult ANSI/T1'l1 Quallly Crlterla, DSI.89 and BCSII BundlnlJ Component Solely Inlonmlllon oveTIoble from Truss Plate Imlitule, 583 D'Onofrio Drive, Madisofl, WI53719. 14515N.OuterForty, Sutte#300 Cl1esterfield,M063011 --'" .... == .... MiTek'" . ~~ 1Tru" WV310 Truss Type QIy Ply ! DUCKWALK VINEYARDS - SOUTHOlD, NY JJOb Referenoo Copllonsn 6.200 s Qcl18 2005 MiTek Industries, lne. 1104792201 I Thu Jun 08 11 08 23 2006 Pa~ 1 WINERY VALLEY 2 Nassau Suffolk Lumber, Medford, NY 11763 6-7-8 6-7-8 4x4= 1~3-(J 6-7~ Scale: 1:29.2 8.00r12 , I o .;, , 2" 2x4:! , 2 3;0;4.-;/ 2x411 2><" 2x411 3x4'::- ~ I - LOADING (psf) SPACING 2-0-0 CSI DEFL '" (Joe) Ifdefl Ud PLA lES GRIP TelL 32.0 (Roof Snow=32.0) ! Plates Increase 1.15 TC 0.30 Vert(Ll) "/a "/a 999 MT20 197/144 TCDl 10.0 lumber Increase 1.15 BC o.oa Vert(TL) "/a "/a 999 BelL 0.0 Rep Stress tncr YES WB 0.13 Horz(TL) 0.00 5 "/a ota BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 49 Ib 13-3-0 13-3-0 LUMBER TOP CHORD BOT CHORD OTHERS 2X4SYPNo.2 2 X4 5YP NO.2 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 OC purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 1=105/13-3-0,5=105/13-3-0,7=354/13-3-0, 8=357/13-3-0, 6=357/13-3-0 Max Horz 1 =-228(1000 case 5) Max Uplift1=-69(load case 5), 5=-26(load case 6), 7=-38(load case 7), B=-300(load case 7), 6=-299(1oad case 8) Max Grav1=113(load case 2), 5=113(load case 3), 7=354(1oad case 1), 8=541(load case 2), 6=541 (load case 3) I FORCES (Ib) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-192/158,2-3=-214/176,3-4=-214/134,4-5=-114/80 BOT CHORD 1-8=-55/1087-8=-55/1086-7=-55/1085-6=-55/108 I WEBS 3-7=-270/89: 2-8=-473/339, 4-6=-473/338 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCDl=6.0psf; BCDl=6.0psf: Category II; Exp C; enclosed; MWFRS gable end zone: cantilever left and right exposed; end vertical left and right exposed; lumber DOl=1.33 plate grip DOl=1.33. 2) Tell: ASCE 7-98: Pf=32.0 psf (nat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord Ijve load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) KT$12 USP connectors recommended to connect truss to bearing walls due to upJjtt atjt(s) 1, 5, 7, 8, and 6. LOAD CASEIS} Standard June 8 2006 .A. WARNJNG. Ver(JY design parameters and R&4D NOTI!.S ON THIS AND INCLUDED MlTEK REFERENCE. PAGI!. MU.747J BI!.FORE USI!.. De~gn valid lor use only wilh MiTek connectors. This design is based only upon parameters sho"",". ond is for on individual buildTng component. Applicability of design paramenlers and proper incorporation of component is re,ponsTb~ity of building desjgnef - not trvss designer. Bracing showrl is for latefolsupporl of indMduol web member.; aroty. Addi~onollempon:IIY bracing 10 insure stabUity during construclion is the responsbiTlity of the erector. Additional permanent bracing of the overall slruclure is the responsibility ot the building designer. for general guidance regOlding fabrication. quolity control. storage, delivery, erection and bracing, consult ANSI{TI'II Quality Criteria. DSB-89 and BOll aulld1ng Component Safety Inlonnalfon available tram Truss Pla1e Ins~tute< 5B3 D'Onofrio Drive. Madison. WI 53719. ~~~~5iio~uterFOrty. MII~' Chesterfleld,M063017 __I Mirek- I . Job I Truss iVW311 Truss Type !Q~ , " P'y I DUCKWAlKVINEYARDS - SOUTHQLD, NY l' IJOb Reference l<:lplional) 6.200 s Cel18 200S MlTek Industnes, Inc. Thu Jun 0811.08.23 2006 Pagel 110479221 WINERY VALLEY Nassau Suffolk lumber, Medford, NY 11763 4-7-8 4-7-8 9-3-0 4-7.8 4x5= Scale = 1:21.5 8.00[12 q I I 3 3x4'i lOADING (pst) Tell 32.0 I (Roof Snow=32.0) TeOl 10.0 BelL 0.0 , BCDL 10.0 LUMBER , TOP CHORD 2 X 4 Syp NO.2 BOT CHORD 2 X 4 SYP NO.2 OTHERS 2 X 4 SPF Stud SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Gode IBC2000/ANSl95 CSI Te 0.26 Be 0.23 WB 0.08 (Matrix) 2>:411 9-~O 9-~O DEFL in (loe) I/defl Ud Vert(ll) nla nla 999 Vert(TL) nla nla 999 Horz(TL) 0.00 3 nla nJa 3x4~ PLATES MT20 GRIP 197/144 Weight: 32 Ib BRACING TOP CHORD BOT CHORD Sheathed or 6-0.-0 DC pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ibfsize) 1=210/9-3-0,3=210/9-3-0,4=44219-3-0 Max Horz 1=-154(load case 5) Max Uplift1=-91(1oad case 7), 3=-108(load case 8), 4=-136(load case 7) Max Grav1=298(load case 2), 3=298(1oad case 3), 4=442(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-218f119,2-3=-218/89 BOT CHORD 1-4=-41/72,3-4=-41(72 WEBS 2-4=.300f152 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCOL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (flat roof snow); E:xp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. I 4) This truss has been designed for a 10.0 psf bottom d10rel live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) KTS12 USP connectors recommended to connect truss 10 bearing walls due to uplift at jl(s) 1, 3, and 4. LOAD eASElS) Standard A WARNING - VelilY design param.eurs 11M RZAD NOTES ON nus AND INCLUDED MlT&IC REFERENCE PAGE MlI.7473 BEFORE USE. Design volid for use only with Ml1ek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicabmty 01 design paromenters and proper incorparo~on of componenl is responsibility of bu~ding designer - not In.r5s designer. Bracing shown is for loterolsupport of ndividUOI web members oNy. AddilionollempOfary bracing 10 imure stability during construcHon is the respomibil~ty of the erector. Additional permonent bracing of the overall structure is the responsib,ity of the building designer. For generol guidance regarding fabrication. quality control. s1oroge. delwery. erection end bracng. COl15ult ANSI!TPIl Quality Critll'l1C1. 058.8' Clnd BCSIl Building Componenl Sofety Inlonna1lon available from Tn.!ss Plate Imfitute, 583 D'Onofrio Drive. Madison. WI 53719. 14S1SN.0u1erFol!y, __1Z Sll~e#300 C'~"."'.MO'30H r-..I MiTek'" . ,; l.Job Truss Truss Type IQty Ply DUCKWAlKVINEYARDS - SOUTHOLO, NY WINERY VVV312 I Nassau Suffolk lumber, Medford, NY 11763 VALLEY 4 I I Job Reference (optional) 6.200 s Oct 18 200S MiTek Industries, Inc. 11047921 Thu Jun 08 11 :08:23 2006 Page 1 2-7-8 2-7-8 ~,.o 2-7-8 4X4= Scals"1:14.1 2 I I I o ~ 8.00[12 ~ 3 ~ 2:<4-/ lOADING (pst) TeLL 32.0 (Roof Snow=32.0) TeOL 10.0 BelL 0.0 SCDL 10.0 I I 1_ SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rap Stress Iner YES Gode IBC2000/ANSl95 CSI Te 0.14 Be 0.04 we 0.03 (Matrix) 2><. I ~,.o ~,.o DEFL in (Joe) Vert(Ll) nla Vert(TL) nla Horz(TL) 0.00 3 2:<4-0 I/defl nla nla nla Ud 999 999 nla PLATES MT20 GRIP 197/144 Weight: 171b LUMBER TOP CHORD 2 X 4 SY? NO.2 BOT CHORD 2 X 4 SYP NO.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD Sheathed or 5-3-0 DC purlins. Rigid ceiling directly applied or 10-0.0 oc bracing. REACTlONS (Ib/size) 1=126/5--3+0,3=126/5-3-0,4=193/5--3-0 Max Horz l=-BO(load case 5) Max Uplift1=-64(load case 7), 3=-72(load case 8), 4=-37(load case 7) Max Grav1=169(load case 2), 3=169(1oad case 3), 4=193(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-92/61,2-3=-92/46 BOT CHORD 1-4=-21/36.3-4=-21/36 WEBS 2-4=-140170 NOTES 1) Wind: ASCE 7-98; 120mph; h=25ft; TCOL=6.0psf; BCOL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber OOL=1,33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=32.0 psf (flat roof snow); Exp C; Fully Exp. I 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) KTS12 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1, 3, and 4. LOAD CASEIS) Standard June 8.2006 I A WARNZlYG. V~ritiI de.slgn JICl11lm~rers <and R&lD NOTES ON THIS AND ll'ICLUDED M1TEK REFERENCE PAGE MlI.7473 BEFORE USE. Design valid for use only ....;th Mllek connectors. This design is bosed only upon parometers sho""Tl. and is fOl" an individuol buiding componenf. Applicabmly af design poromenleP"J ond proper incorporafion of component is responsibility 01 buiiding deslgner _ not truss deslgner. Bracing sho""Tl is lor laterol support of indMduol -....Jeb members onty. Addmonal temporary bracing fo inSUfe stabiily during construction is the responsibmity of lhe erector. Addilional permanent bracing of fhe overall structure is fhe responslbilily 01 fhe building designer. for general guidance regarding fabrication. qua~ty control. storoge. delivery, ereclion and bracing, consult ANSIIl!'ll Quality Criteria. DSB.B' and BCSIl Bulldlng Component Safety lnlormallon avaTIoble from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719, 14515N.Out~rForty. __fa S1.Irte#300 C".",""..OO3O" Mil Mirek- Symbols PLATE LOCATION AND ORIENTATION -Jilo: ;<4--1 3/4" . Cenfer plate on joint unless x, y ~I ~ offsets are indicated. Dimensions are in ft-in-sixteenlhs. Apply plates to both sides of truss and securely seat. O.lh6' , . For 4 x 2 orientation, locate plates 0.1/16' from outside edge of truss. .This symbol indicates the required direction of slots in connector plates. . Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the width perpendicular to slots. Second dimension is the length parallel 1051015. LATERAL BRACING t? Indicated by symbol shown and/or by text in the bracing section of the output. Use T. I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. .. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DS8-89: Design Standard for Bracing. BCSll: Building Component Safety Information, Guide to Good Practice for Handling, Installing &. Bracing of Metal Plate Connected Wood Trusses. '. Numbering System 6-4-8 I dimensions shown in ft~n-sixteenths 2 TOP CHORDS 3 o ~ . ~ u u "- o ~ C7-B CH 8 BOTTOM CHORDS 7 5 6 JOINTS ARE GENERALLY NUMBERED/LEnERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETIERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31,95-43,96-20-1,96-67,84-32 ICBO SBCCI 4922,5243,5363,3907 9667,9730, 9604B, 951 I, 9432A iiUl@ MiTek" ~ ~~ ^ I MlTek Engineering Reference Sheet: MII.7473 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury o ~ o I U "- o ~ 1. Additional stability bracing for truss system, e.g. diagonal or X.bracing, is always required. See BCSIl. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at eac~ . joint and embed fully. Knots and wane at JOint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication, 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. j @2004MITe"" _ uu . . .. -- ....~ == IIYIIII. 11 V~. . hi',n f;~., I: '., t :o:'"l:~ ".// \..__ litV) ~l:$ j~. Truss Design Modifications Nassau Suffolk Lumber Reviewing Engineer: Sanchez Juan Telephone: 314-851-7354 517 Long Island Avenue Medford, NY 11763 Job Name: WINERY 110479190, W301GTRE NOTE PLATE CHANGE ON JOINT 9, CUT ON HEELS CHANGE. 110479197, W302G.TRE NOTE PLATE CHANGE ON JOINT 8, CUT ON HEELS CHANGE. . . TOWN OF SOUTHOLD PROPERTY RECORD CARD . 2. I /~() - 7.r:..z - X OWNER -7? / -dZa: SEAS. STREET t-t 5 VILLAGE "'U J /' '-. ,/ '( 0... i 1'\\'00 .~". ~;z:;j{.;'-t:" N E J.../ftl?. Cc4,1/;f ICZ+~lf!oS' S W ~ f(d~<&. oC' t....'" Be. FARM ~ COMM. DIST. . SUB. LOT r ACR. RES. VL. TYP~ OF BUILDING e; b" (t I <2'.1'1.4- I I; I LAND IMP. TOTAL DATE REMARKS ~ () 0 "",. ...- . Tillable ,/ FRONTAGE ON WATER FRONTAGE ON ROAD DEPTH BULKHEAD Woodland Meadowland House Plot Total . . . COLOR TRIM _. - . i - . . M. Bldg. Extension Extension , Extension Foundation Bath . Dinette Porch Basement Floors K. Porch Ext. Walls I nteriar Finish lR. Breezeway Fire Place Heat DR. Garage Type Roof Rooms 1 st Floor BR. Patio Recreation Room Rooms 2nd Floor FIN. B O. B. S~ ~(J'--'O Dormer Driv,e~ay Total , . , , LIGHTHOUSE SECURITY INC. -v- -v -v- I I RIVERHEAD, NEW YORK (631) 727-2728 SECURITY & RELIABILITY AT ITS BEST / ~ liGHTHOUSE SECURITY INc. , ~, ~ ? SECUR1TY AND FIRE ALARM SYSTEMS THOMAS SANTACROCE POSTOmCE Box 1894 RIVERHEAD, NEW YORK 11;Y1 (631) 727-2728 FAX (631) 727-01 GENERAL MANAGER "'y-. ---.r -v- El3El3 THOMAS E. SANTACROCE PRESIDENT GENERAL MANAGER LIGHTHOUSE SECURITY INC. ALARM SYSTEMS (631) 727-2728 POST OFFICE Box 1894 Fire Command Center/Fire Alarm Annunciators 01256/01257 Installation Instructions. 8 Security Systems BOSCH 01256/01257 1.0 1.1 1.2 1.2.1 1.3 2.0 3.0 3.1 3.1.1 3.1.2 3.2 3.2.1 3.2.2 3.2.3 4.0 4.1 4.1.1 4.2 4.3 4.3.1 4.3.2 4.3.3 4.3.3.1 4.3.3.2 4.3.3.3 4.3.3.4 4.3.4 4.3.4.1 4.3.4.2 4.3.5 4.3.5.1 4.3.6 4.3.6.1 Contents I ntrod uction .........................................................................................................................................................................................5 Before You Beg in...,...., .........,....... ..................., ....., ......., ........, .......,............ ....., .........,...., ....., ..............." ................... ......... 5 Type Styles Used Here ......."......... ...........,...., ....." ......, ......." ........,....,....... ......, ........, ..... ....." ..............." ................ ........... 5 Tips, Notes, Cautions and Warnings..,...,..., ......, ......" ......., ........,....,......., ....., ......... ....., ....., ................" ............... ...........5 Organ ization and Layout .......,......,............., ....., ....." ......" ....." ........,...,...,..., ....." ........,...., ....." ................", ........... .............5 Specifications.....................................................................................................................................................................................6 Overview...............................................................................................................................................................................................7 01 256/01 257 Features........,..........,.........,...., ......, ......, ........, ............,... ..... ......" ....... ....., ......""" ..............." ....................7 01 256...." .....,............,....., ............................., ....., ......, ......., ......." .......,...,... ..... ......" .......,...., ......""", ..............., .................... 7 01 257...." .....,............, ....., ...............,.............. ....., ......, ......., ........, .......,.......,.... ......." ......,...., ......."",.. .............."......... .......... 7 Description ......................... ....... ........ ............. ...... ....... ......... ......... ....... ............. ........ ....... ..... .............. ........................ ........... 7 Display...... ............... ..... ....... .............. ............... ..... ........ ....... .......... ............... ..... ........ ....... ..... ........ .................... .....................7 Audible Tones ......,...., ......, ...........,................. ....., ......" ......" ........, ..............,...., ........, .....,.... ......""" .............", .....................7 Switch Sellings.....................................................................................................................................................................8 I nSlallation ...........................................................................................................................................................................................9 Mounting the 01256 and 01257 ....................................................................................................................................9 Mounting Location s .. ......", ......,................,..., ....., ......, ........, ........, .............. ..... ........., .....,.... ........."", .............,.... ................9 Wiring the 01256 and 01257...............,...,.....,......,........,..............,...,...,....,........,...........,...........",.............,..................,9 Programming the Control Panel ...........,.........,......,......."........,......,............,.......,............,.........."".............................. 1 0 Command Center Assignments.................,.....,......,........,.......,......,...,................"...........,.........."".............,................ 1 0 Area T ex!., ......,...,........, ......, ............................., ....., ......, ........, ........, .............. ....., ........ ....., ..... ............"" ............,......... ....... 1 0 Custom Function......, ......", ......,.....,.............., ....., ....... ........, ........, .............. ..... ........" .....,..., ........""" ............, .................. 1 0 CF 128 - ALARM SILENCE ?...................................................................................................................................... 10 CF 129 - TROUBLE SILENCE ? ................................................................................................................................. 11 CF 130 - DETECTOR RESET ? .................................................................................................................................. 11 CF 131 - ANUNCIATOR RESET................................................................................................................................. 11 M enulFunction List.., ......" ..........................., ....., ......, ........, ........ ....... ............., ........, ........... ............", ............., ................ 11 Menu Item and Function .............................,.....,......,.......,.....................................,...................... "".............. ,................ 1 2 CC Address #...,...............",..........................,.....,.......,.......,........,.................,......."...........,........"",..............,................. 1 2 Passcode Worksheet....." ....... ...... ..... .......... ....., ......, ......." ......., ....... ........ ..... ......." ....... ...........".., ..............., ............. ..... 1 2 Passcode..., ............,...., ......"" ........................, ....., ......, ......." ......., ............... ..... ........, ......, ..... ........"" .............", ............ ..... 1 2 User Interface............., ......"" ........................., ....., ......, ......, ........, ............... ..... ........., ...... ..... ..........."" .............,......... ....... 1 3 Command Center Functions .,....................,.....,............"........,.............................,......................""............,................. 15 01256/01257 Installation Instructions Page 3 @ 2004 Bosch Security Systems 74.06925-000-H 01256/01257 Contents Figures Figure 1: D12561D1257 Internal Arrangement............................................................................................................................ 7 Figure 2: Example 1 - Area Text ................................................................................................................................................... 10 Figure 3: Example 2 - Custom Function.....................................................................................................................................10 Figure 4: Example 3 - Menu/Function List.................................................................................................................................11 Figure 5: Example 4 - Passcode Worksheet............................................................................................................................. 12 Figure 6: Example 5 - User Interface for D7212B1, D9112B1, and D9124 (using the D9112L TB) ........................ 13 Figure 7: Example 6 - User Interface for D7212, D7212G, D7412, D7412G, D9112, D9412, D9412G and D9124 (using the D9112L TB-EX or D9412GL TB) ........................................................................................................ 14 Tables Table 1: D1256/D1257 Installation Instructions Organization.................................................................................................5 Table 2: D 1 256/D 1 257 Specifications.......................................................................................................... ...............................6 Table 3: Key to Figure 1 .....................................................................................................................................................................7 Table 4: Switch Address Settings ...... ... ... .................. ...... ...... ......... ........ .... .... ..... ............. ....... ......... ........ ................. ....... ... ...........8 Table 5: Wiring Connections ............................................................................................................................................................ 9 Table 6: Menu/Function List Description .................................................................................................................................... 12 01256/01257 Installation Instructions Page 4 74-06925-000-H @ 2004 Bosch Security Systems 01256/01257 Introduction 1.0 Introduction 1.1 Before You Begin Before installing the DI256 or D1257, you should be familiar with the Operation and Installation Guide and Program Entry Guide for the control panel you are using. When using the Dl256 or DI257 with the D9112Bl Control Panel, the firmware must be Revision 2.1 or higher. 1.2 Type Styles Used Here We use special type styles to help you identify the objects described in this guide. Bold text usually indicates selections that you may use while programming your control panel. It can also indicate an important fact to be noted. Bold Italicized text represents a prompt when used in a description. Italicized text references you to another section of the guide, or to a different guide. We also use ltalicized text to symbolize names for records that you will create. Courier Text shows what may be printed on the Display or internal printer. [CAPITALIZED TEXT] in brackets represents user input (keystrokes or buttons). Capitalization may also be used for emphasis. 1.2.1 Tips, Notes, Cautions and Warnings Throughout this document helpful tips and notes ;";11 be presented concerning the entire application andlor programming the unit. They will be set off as follows: 1,\ A Caution These caution the operator that physical damage to the program and/or equipment may occur. CAUTION 1.3 Organization and Layout These installation instructions consist of three chapters and an appendix. Table J below provides a brief description of each section. Chapter I Introduction This is the chapter you are reading. Chapter 2 Overview Description of the different parts ofthe DI256 & D1257. Chapter 3 Installation Procedures on how to mount and wire the DI256 & DI257 plus procedures on programming the control paneL Table I: D1256/D1257 Installation Instructions Organization 01256/01257 Installation Instructions Page 5 ~ 2004 Bosch Security Systems 74-06925-000-H 01256/01257 Specifications 2.0 Specifications Power Nominal 12 VDC supplied by the control panel Current Required Idle: 104mA Maximum: 206 mA, with annunciator lighted and warning tone on. Wiring 4-wire supplies Data In, Data Out, + 12 VDC, and Common. Maximum data loop resistance is 10 Q. Dimensions (H x W x D) Base (HxW): 11.6 em x 20.7 em (4.6 iu. x 8.2 in.) Cover: 10.9 em x 20.6 em x 2.9 em (4.3 in. x 8.12 in. x 0.8 in.) Color Fire engine red Display 16 character vacuum fluorescent display. Each character is a 14-segment unit. Soft blue color. Operating Temperature OOC to +50oC (+320F to +122OF) Relative Humidity 5% to 85% @+30oC (86OF) Table 2: DI256/DI257 Specifications 01256/01257 Installation Instructions PageEi 74.0S925-000-H cg 2004 Bosch Security Systems 01256/01257 Overview 3.0 Overview 3.1 01256/01257 Features The 01256 Fire Command Center and the 01257 Fire Alarm Annunicator are 4-wire serial devices used with the following Bosch Security Systems control panels: . 07212BI . 09112BI . 07212,On12G . 07412,07412G . 09112 . 09412,09412G . 09124 (using the 09112LTB) . 09124 (using the 09112LTB-EX or 09412GLTB) Each control panel listed here supervises up to eight command centers/annunicators. You can connect a total of 32 command centers/annunicators to the system. The number of supervised command centers/annunicators, number of areas, and the available power affect the total number of command centers/annunicators you can connect to the system. 3.1.1 01256 The D1256 provides annunciation as well as system control. Four function keys on the D1256 provide quick execution of alarm silencing, trouble silencing, annunciator display reset, and sensor reset functions. 3.1.2 01257 The D1257 provides remote annunciation without system control capability. It is well suited for use in locations where the public may have access to it. Two keys on the 01257 allow the user to step forward or backward through a list of system events. 3.2 Description Item Description 1 Vacuum florescent display 2 Mounting hole 3 Speaker for sounder 4 Wiring harness connector 5 Address DIP switches 6 Speaker volume control (potentiometer) 7 Keypad (arrangement is different for 01256 and D1257) Table 3: Key to Figure I Figure I: 01256/01257 Internal Arrangement 3.2.1 Display Both the Dl256 and D 1257 use a 16-character English language display with custom programmable text. The custom text programmed atthe control panel appears in the LEO display (see #1. Figure 1). They display the latest status conditions of the fire system using words, numbers, and symbols. When an alarm occurs, it is displayed until the user acknowledges the event at a command center. When a series of events affecting the system occur, each event displays in order of its priority. 3.2.2 Audible Tones Both the 01256 and 01257 have a built-in speaker that produces several distinct warning tones. The speaker volume can be changed by adjusting the potentiometer (see Figure 1). Turn the potentiometer clockwise to increase and counterclockwise to decrease the volume. You cannot connect external annunciation devices to the annunciators. 01256/01257 Installation Instructions Page 7 <<:J 2004 Bosch Security Systems 74-06925'000-H 01256/01257 Overview The following signals are silenced by pressing the appropriate key at the DI256 Fire Command Center. . Fire Signal- When the system is in alarm, the annunciators emit a pulsed, high pitched "bell" tone. . Invalid Key Buzz - When an invalid key, or sequence of keys, is pressed, the annunciators emit a flat buzz tone. . Keypad Encoding Tone - Emits a muted beep tone as each key is pressed to indicate that the entry has been accepted. To disable this feature, see Section 3.2.3 Switch Settings. . Trouble Buzzer - vVhen a trouble event occurs, such as a service alert, the annunciators emit a two tone warble until you press the [TROUBLE SILENCE] key on the D 1256. 3.2.3 Switch Setti ngs A 6-position switch located under the DI256 and DI257 cover allows you to select the address of each annunciator and silence the keypad encoding tones (see Figure 1). To access the switches: 1. Remove the front cover. a. Using a small flat-bladed screwdriver, gently push in the two bottom tabs of the enclosure cover. b. While pushing the tabs in, lift the cover away from the base. 2. Set the switches as follows: Switch Address # I 2 3 4 5 6 Address #1 ON ON ON ON ON "- "- Address #2 OFF ON ON ON 0 ON Z Address #3 ON OFF ON ON 0 ON w Address #4 OFF OFF ON ON Z ON 0 Address #5 ON ON OFF ON f- aN CJ Z Address #6 OFF ON OFF ON is ON Address #7 0 ON ON OFF OFF ON U Z Address #8 OFF OFF OFF ON w ON Table 4: Switch Address Settings 74.06925-000.H 01256/01257 Installation Instructions Page 8 ~ 2004 Bosch Security Systems D287/D288/D292/D293A/D293E If;) /f. A' ~ / ... ~ (/ ,A .r..~ .. ) // \ " A\ ~! .~ ?y.,.- ~ Fire Systems !Installation Instructions EN Smoke Detector Bases BOSCH D2871D288/D2921D293A/D293E I Installation Instructions 11.0 Overview 1.0 Overview The D287/D288/D292/D293ND293E Smoke Detector Bases are designed for use with the D286 Ionization Smoke Detector, D285/D285TH Photoelectric Smoke Detectors, and D603/D604/D605 Heat Detectors. Install these bases according to the National Fire Alarm Code, NFPA 72. Before installing a smoke detector base, read and understand this and the following documents to ensure proper system operation: D285/D285TH Installation Instructions (PIN: 32029) D286 Installation Instructions (PIN: 32035) D603/D604/D605 Installation Instructions (PIN: 45570) NFPA Standard 72 This document covers only the information necessary to mount and wire the bases. Other information is available from: Two-wire compatibility information in the Technical Service Note: Two-Wire Smoke Detector Compatibility (pIN: 31866). Installation guidelines in the Technical Service Note: Smoke Detector Installation Considerations (PIN: 31347). Information about power requirements, testing, and maintenance in the D285/D285TH Installation Instructions (PN: 32029), D286 Installation Instructions (PN: 32035), and D603/D604/D605 Installation Instructions (PN: 45570). D287 Base only, two-wire D288 Base only, two-wire, wide diameter D292 Base only, four-wire D293A Base only, four-wire, Form "C" Auxiliary relay D293E Base only for power supervision, four- wire, end-of-line (EOL) relay, Normally Open (N/O) auxiliary relay Base only, four-wire with sounder EOL supervision module for four-wire systems "N' is the Underwriters Laboratories, Inc. (UL) compatibility identifier for the D286, D285/D285TH, D603/D604/D605 Smoke Detectors. To determine the identifier used with the D287, refer to the Technical Service Note: Two-Wire Smoke Detector Compatibility (pIN: 31866). D293S D275 Detector Power Requirements Standby voltage: Two-wire. 8.5 VDC to 33.0 VDC Four-wire 10 VDC to 30 VDC Alarm Current Two-wire. Dependent on the control panel that must limit the alarm current to 100 mA maximum. Four-wire D292: 52 mA at 12 VDC 54 mA at 24 VDC (70 mA maximum at 30 VDC) D293A: 58 mA at 12 VDC 62 mA at 24 VDC (75 mA maximum at 30 VDC) D293E: 82 mA at 12 VDC 86 mA at24 VDC (100 mA maximum at 30 VDC) D293S: 52 mA at 12 VDC 54 mA at 24 VDC Sounder 15 mA at 12 VDC, 25 mA at 24 VDC 2 Bosch I 6/04 1 31348G D287/D288/D292/D293A/D293E Ilnstallallon Instructions I 2.0 Mounting 2.0 Mounting 1. Select mounting locations based on the Technical Service Note: Smoke Detector Installation Considerations (PIN: 31347). 2. Pre-run all system wiring to the base locations. 3. Mount the base using the two oblong mounting holes. 4. Tighten the base to the mounting surface. 5. If mounting to 4 in. (10 em) square boxes, use the adapter plate. First, mount the adapter plate to the box, then mount the base to the adapter plate and box using the oblong mounting holes. Refer to Figure 1. Figure 1: Adapter Plate Connections ~''0~ 1. Adapter plate mounting holes (2) 2 - Base to adapter plate mounting holes (2) Depending on local regulations, the bases might be surface mounted using anchors, mollies, or wing nuts. The bases might also be directly mounted to 4 in. (10 em) octagonal electrical boxes or single gang switch boxes. Ensure the volume of any electrical box you use accommodates the number and size of conductors as specified by the National Electrical Code (NEe) or any local regulations having jurisdiction. 6. Review Section 3.0 Two-Wire Detector Wiring and Section 4.0 Four-Wire Detector Wiring on page 4 for wiring information. 7. Connect the wiring to the bases. 3.0 Two-Wire Detector Wiring Refer to Figure 2 and Table 1 for the D287 and D288 terminal functions. Figure 2: D287 Wired in a Two-Wire Configuration C? H -;.'~' .~\,- :::;)_I. '.~j /~'''cb' - 'l ~~/ 3 1 - Two-wire loop 2 - Compatible 3, EOL resistor Table 1: Terminal Functions Terminal Function 1 Alarm loop positive (+) IN 2 Alarm loop positive (+) OUT 3 Remote LED output 4 Alarm loop negative (.) 5 No connection Bosch I 6/04 I 31348G 3 D287/D288/D292/D293A/D293E I Installation Instructions 14 0 Four-Wire Detector WIring 4.0 Four-Wire Detector Wiring 4.1 Terminal Connections Do not twist wires or loop the wires around terminals. Cut, strip, and insert the In/Out wires as individual ends for terminal connection. 4.2 EOl Resistors Use the EOL resistors supplied or ones specified by the control panel manufacturer. This includes EOL resistors used with the 0275 Module. 4.3 0275 Power Supervision Relay Refer to Figure 3 for the 0275 wiring. Figure 3: D275 Wring C? (+) @--H Q:Y o r__u_u ____no_un, '.(j;;I ~~ :--@ 0: .------------~ 1 - Smoke 2 - Power 3 - Alarm loop 4 - EOL power supervision module A = Red {+12 VJ, B = Yellow wire {+24 VJ, e = Black wire {-J, 0 = Blue wires 5 - EOL resistor When using the 0275 with 12 VDC systems, connect the red wire to Terminal 2 on the last base in the run. The yellow wire remains unconnected. When using the 0275 with 24 VOC systems, connect the yellow wire to Terminal 2 on the last base in the run. The red wire remains unconnected. Use one 0275 per loop with the 0292 and 0293A. 4.4 Terminal Functions Refer to Table 2 and Figures 4 through 6 for the 0292 and 0293A terminal functions. Table 2: Four-Wire Terminal Functions Terminal Function DC power (+) IN (No connection for D293E) 2 DC power (+) OUT (DC power [+] IN for D293E) 3 Remote LED output 4 DC power negative (-) 5 Alarm loop (N/O) 6 Alarm loop (C) When operating the 0292, 0293A, or 0293E in a 24 voe system, cut the yellow voltage jumpers on each base, 4.5 0292 Refer to Figure 4 for the 0292 wiring. Figure 4: D292 Wired in a Four-Wire Configuration ~ Q).:'} ~ (b 1 - Cut loop for 24 VDe 2 - Smoke 3 - Power 4 - Alarm loop 5 - EOL power supervision module A = Red {+12 VJ, B = Yellow wire {+24 VJ, e = Black wire {-J, 0 = Blue wires 6 - EOL resistor The 0292 is the standard smoke detector base used in four-wire configurations. The Alarm Loop relay (Terminals 5 and 6) is a N /0 relay rated at 10 W, 0.5 A at 100 VOc. The relay closes on alarm. 4 Bosch I 6/04 I 31348G D2871D288/D292/D293A/D293E I Installation Instrucllons I 4.0 Four.Wire Detector Wlnn9 4.6 D293A Refer to Figure 5 for the D293A wiring. Figure 5: D293A Auxiliary/Alarm Contact Wiring CD o 1 - Form lie" auxiliary 2 - N/O alarm The D293A provides a N/O Alann Loop relay and an auxiliary set of Form "C" (NC/C/NO) contacts. The contacts are rated at 62.5 VA, 0.5 A at 125 V AC and at 30 W, 1.0 A at 30 VDC for resistive loads. Do not use the D293A with inductive or capacitive loads. 4.7 D293E Power Supervision Base Refer to Figure 6 for the D293E wiring. Figure 6: D293E Power Supervision Base g; (+) cb @-is 05 +0 1 - Cut loop for 24 VDC 2. Smoke 3. Power 4 - Alarm loop 5 - N/O auxiliary 6 - EOL resistor The D293E provides aN /0 Alann Loop relay and an auxiliary sel of N/O contacts. The contacts are "rated at 62.5 VA, 0.5 A al125 VAC, and al30 W, 1.0 A at 30 VDC for resistive loads. Do not use the D293E with inductive or capacitive loads. The D293E also provides EOL power supervision using a built-in relay. lbis eliminates the need for separate power supervision devices such as the D275. Only use one D293E base per zone run; it must be the last base on the run. The EOL relay is rated at 10 W, 0.5 A allOO VDC for resistive loads. 4.8 Remote Alarm Indicator Using the SMK-RA5 Alann Indicator, connect the positive (Item I in Figure 7) lead to Terminal 3 and the negative lead (Item 4 in Figure 7) to Terminal 4. Figure 7: SMK-RA5 Remote Alarm Indicator Wiring -0 @ 3 o 1 - Red wire 2 - SMK-RA5 Annunciator 3 - Alarm 4 - White wire 5 - Two-wire detector base Bosch I 6/04 I 31348G 5 D285/D285TH - ----------- l -.-~.~. .~ ~"b. II..I'/"'~);..,.,..;. ""\ . r. 3 \ . ; , '. .:~:. ./J 'It ':J ;. ,. < <If ,. @: Fire Systems Installation Instructions EN Photoelectric Smoke Detectors BOSCH D285/D285TH IlnslaHatlon Instructions 11.0 Overview FCC Notice The D285 Series Photoelectric Smoke Detectors (D285, D285TH) comply with Part 15 of the Federal Communications Commission (FCC) Rules. Operation is subject to the following two conditions: 1. These detectors might not cause harmful interlerence. 2. These detectors must accept any interference received, including interference that might cause undesirable operation. Changes or modifications not expressly approved by Bosch can void the user's authority to operate the D285 Series Smoke Detectors. 1.0 Overview The D285 Series are UL Listed, open-area, photoelectric, smoke detectors designed for use with commercial fire protective signaling systems and household fire warning systems (refer to the National Fire Alarm Code [NFPA 72]). These detectors are available in two-wire and four-wire models, and have an optional + 1350F (+570C) fixed-temperature heat sensor. For commercial and industrial installations, space the detectors 30 ft (9.2 m) apart as recommended by NFPA 72. When properly installed using the D280/D290 Series Detector Bases, tamper protection is provided by in/out wiring of the positive power line. This causes the control to initiate a trouble signal when a detector is removed from its base. The master control supervises the two-wire systems. Four-wire system supervision is provided by an end-of-line (EOL) power supervision device such as a D275 or a D293E Power Supervision Base and an EOL resistor (as specified by the control manufacturer). Refer to Table 1 for product descriptions. Table 1: Product Description 0285 0285TH Detector only (requires base) Detector with integral +1350F (+570C) heat sensor (requires base) Detector only, for 0340 Series Duct Smoke Detectors Base only, two-wire Base only, four-wire Base only, four-wire, Form "e" auxiliary relay Base only for power supervision, four-wire, EOL relay, Normally Open auxiliary relay Base only, four-wire, with sounder EOL supervision module for four.wire systems Trim Plate 6 in. (16.2 cm) diameter 02850H 0287 0292 0293A 0293E 0293S 0275 TP280 The leUer "N' is the UL compatibility identifier for the D285 Series. Refer to the Two-Wire Smoke Detector Compatibility Technical Service Note (P/N: 31866) to determine the UL compatibility identifier used with the D287 Base. Table 2: Specifications Operati ng Temperature +320 to 1 OOoF (OOC to +380C ) o to 95% relative humidity (non-condensing) Power Requirements Standby Two-wire: 8.5 VDC to 33 VDC VOltage: Four-wire: 10 VDC to 30 VDC Maximum RMS Ripple: 25% of DC input Start-up Current: Standby Current: 1 20 j.lA maximum 80 ~Aat 12 VDC 90 ~A at 24 VDC 1 00 ~A at 33 VDC Note: The D293E equals 24 mA at 12 VDC and 24 VDC. Alarm Current Two-wire: Four.wire: Dependent on the control panel that limits the alarm current to 100 mA maximum. D292: 48 mA at 24 VDC and 51 mA at 24 VDC (70 mA maximum at 30 VDC) D293E: 80 mA at 12 VDC and 24 VDC (100 mA maximum at 30 VDC) D2938: Base 48 mA at 12 VDC, sounder 15 mAat 12 VDC, 25 mAat 24 VDC Power-up Time: Compatible Control Panels Two-wire: Refer to the Two-Wire Smoke Detector Compatibility Technical Service Note (PIN: 31866). Note: Bosch makes no claim (written, oral, or implied) the 0285 Series Smoke Detectors work with any two-wire control panels except those specified in the Two-Wire Smoke Detector Compatibility Technical Service Note (PIN: 31866). Compatible with all UL Listed four-wire control panels. Refer to the manufacturer's installation instructions for proper EOl resistor selection. Four-wire: 22 sec maximum 2 Bosch I 6/04 I 32029E D285/D285TH I Installation InstructIOns I 2.0 Mounting 2.0 Mounting 1. Before mounting, remove the dust cover from the detector. The dust cover can be replaced during construction periods, but it must be removed once the alarm system is enabled. The tamper screw is located in the recess on the top of the dust cover. 2. Mount the base according to its instructions. 3. Mount the detector to the base by turning it clockwise until it clicks into place. When it is secure, the alignment line aligns with the tamper screw hole (refer to Figure 1). Figure 1: Mounting the Base 1 - Alignment arrow 2 - Base contacts (three sets) The D285 Series Smoke Detectors are keyed. Do not force a detector onto its bases. 3.0 Installation Testing I. Check the wiring from the control panel to the last head on each run for proper polarity and continuity. a Ensure each run terminates with an EO L resistor as specified by the control panel manufacturer. b. Ensure the four-wire runs tenninate with EOL modules or D293E Bases. 2. Apply power to the system, checking for alarms and troubles. a Note which detectors arein alarm (if any) and then shut down the system. b. Remove these detectors from their bases and recheck the bases for proper wiring. If the problems persist, replace the affected detectors or swap them with known good units. This determines if the problem is caused by the detector or the base. c. If a system alarm with no detector alarms is present, remove all detectors and check the wiring at each base. Pay close attention to the wiring of each EO L resistor and EO L module. 3. When the system is free of alarms, check each detector to ensure-the red LED indicator is flashing approximately every 3 sec. This verifies the detector is receiving power and operating properly. 4. Test each detector to ensure it will cause a control panel alarm. This is the only way to ensure proper operation. Alarm the detectors by doing one of the following: a Place a magnet horizontally against the detector's side (centered over the "T" marked on the head) to activate an internal reed switch, or b. Use a UL Listed aerosol smoke detector tester such as the Home Safeguard Industries' 25S to simulate an alarm. Follow the instructions with the aerosol smoke detector tester. When a detector alarms, the red LED indicator activates and latches into the ON position. Clear the alarm before proceeding to the next detector. 5. Check the overall loading of the alarm loop by measuring the voltage across each EOL resistor. This voltage should equal or exceed the minimum specified by the control panel manufacturer. Bosch I 6/04 I 32029E 3 D285/D285TH I Installation Instructions I 4.0 Maintenance 4.0 Maintenance Notify all concerned parties before and after fire alarm system maintenance or testing. At least once a year, clean the detector and base. Use a vacuum or clean/dry compressed air, paying particular attention to the screens. In dusty areas or areas of heavy insect concentration, cleaning might be required more often. To clean the detectors: 1. Remove the detector from the base. Clean the base with a clean cloth and common window cleaner. 2. Remove the detector's cover. Use a thin, flathead screwdriver to pry the chassis from the cover. Insert the screwdriver into the cover slots and pry up (refer to Item 1 in Figure 2). Figure 2: Removing the Detector Base 1 - Cover slots (3) 2 - Detector chassis 3. Cover 3. Gently pry the cover tab away from the chamber cover and pull the chamber cover up and away from the chamber (refer to Item 2 in Figure 3). Figure 3: Removing the Detector's Chamber Cover 4. Using clean, dry compressed air or a vacuum, remove any dust or debris from the chassis area. 5. Replace the chamber. Ensure the hole for the LED (and thennistor) is properly aligned over the LED (and thermistor). Place the chamber parallel to the chassis and gently snap the locking tabs into place. 6. Replace the detector's cover, carefully aligning the LED holes and thermistor. 7. Return the detector to its base. After cleaning, test the detectors for proper calibration using one of the tests described in Sections 5.1 Visual Check, 5.2 Magnet Test, or 5.3 Voltage Measurement Test on page 5. Do not paint the detectors. Paint or other foreign matter covering the screens can prohibit or retard smoke from entering the detector. 4 Bosch I 6/04 I 32029E D285/D285TH I Installation Instructions I 5.0 Penodic Tesling 5.0 Periodic Testing Calibration is very important in determining the detector's continued operation. Depending on local regulations, the frequency of calibration testing might be required more often than once a year. NFPA 72 recommends calibration tests be made at installation, and then every other year. Perform a Functional Test annually. Notify all concerned parties before and after any maintenance or testing of the fire alarm system. To meet the NFPA 72 requirement, check calibration using any of the tests described in Section 5.7 Visual Check through Section 5.4 Thermistor Test. These tests confirm whether or not the detector is within its factory marked calibration range. 5.1 Visual Check This detector includes the Chamber Check Automatic Trouble Indication allowing it to automatically indicate when its calibration is out of the factory listed range. A visual check allows you to meet the NFPA guidelines for sensitivity testing by inspecting the detector and checking the flash rate of the LED. If the calibration is out of range for more than 24 h,th'e detector's alarm LED begins flashing once per second. The LED flashes once every 3 sec when the detector is operating normally. Visually check all detectors before resetting the power. Disconnecting the detector power erases this indication. If the detector was reset within the last 24 h, or you are unsure of the last reset time, perform a Magnet Test or Voltage Measurement Test to confirm the sensitivity. 5.2 Magnet Test Place a magnet horizontally against the detector, centered over the "T" marked on the head. Observe the LED. If the detector is within the factory marked calibration range, it goes into alarm and the alarm LED latches ON. If the detector is too sensitive, the LED rapidly flashes six times (once every 1/2 sec) and the detector goes into alarm. If the detector is not sensitive enough, the LED flashes four times slowly (once every 2 sec) and the detector goes into alarm. If the detector is not operational, it does not signal an alarm. 5.3 Voltage Measurement Test 1. Plug a D 1005 Test Cable (optional) into the calibration voltage pins (refer to Figure 4). Figure 4: Calibration Voltage Pins lII:l 1. Calibration voltage pins 2. Connect a digital vollimeter to the D 1005 Test Cable. 3. Connect the meter's negative terminal to the D1005's black wire; and connect the meter's positive terminal to the test cable's red wire. The D 1005's white wire is not used. . a The voltage measured by the vollimeter is 1/2 the sensitivity (in %/ft obscuration) of the detector. b. Multiply the voltage by 2. The result should ,..be.within.the factory marked calibration range printed on the label that is attached to the bottom of the detector. 4. If the detector is outside of the factory marked calibration range, remove it and clean is as described in Section 4.0 Maintenance on page 4. 5. Recheck the calibration voltage measurement. If the detector is still outside the factory marked calibration range after cleaning, return the unit to Bosch for re.calibration. 5.4 Thermistor Test Expose the thermistor to a heat source (such as a hair dryer or a shielded heat lamp) until the detector goes into alarm and the alarm LED latches on. If the unit does not go into alarm, return it to Bosch for repair. Before proceeding to the next detector, clear each test alarm. Bosch I 6/04 I 32029E 5 0461 Manual Fire Alarm Box Operation and Installation Guide 1.0 Before you Begin Before installing the D461 Manual Fire Alannn Box, you should be familiar with the appropriate contrail communicator Operation and Instal/ation Guide. You should also be familiar with all applicable local and state codes, ADA requirements and the requirements of th,e Authority Having Jurisdiction (AHJ). 2.0 Description The Radionics D461 Manual Fire Alarm Box is. a Ullisted fire alarm initiating device. It can be installed in conjunction with other approved devices on all Radionics fire alarm control/communicators. Persons evacuating the building during an emergency are able to initiate an alarm by pulling down a lever. The latching pull-down lever on the D461 requires a key to reset. This allows the origin of the alarm to be easily determined. The D461 has one set of normally open contacts rated for 10 Amps at 120 VAC. This makes the device suitable for installations involving large current loads. The D461 is a high quality, die cast device constructed entirely of nontoxic materials. Having a low profile and rounded edges, the D461 fits most design requirements. All components are repainted or have surfaces to inhibit corrosion. 3.0 Operation The D461 is a single action device with a white pull-down lever in its center. The lever is easily accessible to persons either initiating an alarm or testing the fire alarm system. It also has a built-in break glass rod carrier that holds a standard glass rod. J Pulling down the lever latches it in place, breaks the glass rod, and causes a short across the normally open contact switch. The pull-down lever cannot reset until the correct key is inserted into the lock and the unit is opened. The lever can then be restored to its normal position. 4.0 Accessories Model Description 0463 Double-Action Cover Hinged red lid requires lift-and-pull action on part of the user. Meets ADA requirements for singJe.hand operation. D465 Replacement Rod Replaces glass rod that breaks when the lever is pulled. D466 Back Box Red metal back box houses the D461. 5.0 Installation 5.1 Wiring the 0461 'The D461 has two screw terminals for connecting the initiating circuit wiring. Please refer to Figure 1 on the back of this page while installing the D461 as per the following instructions: 1. Strip off approximately 3/8 in. (9.5 mm) of insulation from each of the initiating circuit wires. 2. Place either the positive or negative wire, along with one side of the End-of-line (EOl) resistor underneath terminal 1. Do not twist the wires together. 3. Place the remaining wire, along with the other side of the EOl resistor, underneath terminal two. Do not twist the wires together. 4. Tighten each screw terminal down securely. Both wires should be tightly held under the screw. A CAUTION $ Be careful not to over tighten which may damage the wires or the screw. radionics A member of lihe Bosch Group o o EOl Resistor-------... ) To Fire AlarE7 Control/Communicator Zone or Point Terminal 2 Terminal 3 o o Swilch ( ) Figure 1: Wiring the D461 ! 5.2 Mounting the D461 The 0461 Manual Fire Alarm Box mounts to a standard flush or surface mounted single gang switch box or plaster ring. 1. Insert two screws through the slotted screw holes and tighten down securely. Note: Make sure no wires are pinched between the mounting box and the manuai fire alarm box. 5.3 ~ 1 . , : i Installing the Glass Rod 1. Open the 0461 using the key supplied with the unit. 2. Inside, below the pull-down lever, is a narrow slot for the rod to sit in. Insert one end of the glass rod under the spring tab then, with one finger, lift the other end of the spring tab, allowing the glass rod to skip into place. When replacing a broken giass rod, remove all debris prior to installing a new rod to ensure that the manual fire alarm box is able to close and lock securely. IMPo'RT'ANT 3. Restore Ihe 0461 to its closed position, turn the key counterclockwise and remove. @ 2003 Radionics, a division of Detection Systems, Inc. PO Box 80012, Salinas, CA 93912-0012 USA Customer Service: (800) 538-5807; Technical Support: (888) 886.6189 74-06524-000-B Operation and Installation Guide 01/03 D461 EDWARDS SYSTEMS TECHNOLOGY, INC. SARASOTA. FL: 941-739-4300 FAX 941-753-1806 CHESHIRE, CT: 203-699-3000 FAX 203-699-3075 OWEN SOUND, CANADA: 519-376-2430 FAX 519-376-7258 INTERNATIONAl.., CANADA: 905-270-1711 FAX 905-270-9553 280 Series Heat Detectors Specifications Models 281B.PL 282B-PL 283B-PL 284B.PL Features Fixed temperature Fixed temperature and rate-of-rise ONLY UUULC rating 135'F 194 of 135'F 194 of temperature (57.2 'C) (90 'C) (57.2 'C) (90 'C) UUULC 100 'F 150 'F 100 'F 150 'F maximum (37.8 'c) (65.6 'C) (37.8 'C) (65.6 'C) ambient temperature at ceiling Rate-of-rise 150F 150F - - rating (9.4 'C) (9.4 'C) Recommended spacing (see Note A): 50 ft (15.2 m) Maximum distance from wall (see Note B): 25 ft (7.6 m) All detectors have one nonnal1y open contact rated as follows: 3.0 A at 6to 125 Vac, 1.0 A at 6 to 24 Vdc. 0,3 A at 125 Vdc, and 0.1 A at 250 Vdc. Note A: Maximum detector coverage has been detennined by UL to provide detection time equal to sprinkler devices spaced at 10ft (3 m) - -intervalslltYOsqff area) on a smooth ceiling f5-ff9-in-(4.-8mrfiigh~- Higher ceilings can adversely affect detection time. In some instances, earlier detection may be obtained by reducing the spacing between detectors. Note B: Maximum distance shown is from any wall partition or ceiling projection extending down more than 12 in (305 mm). Installation instructions Surface Mounting When using exposed installation wiring, remove either or both snapouts for wire entrance from the plate, as required (see figure). With the side of the plate marked "FOR SURFACE MOUNTING" facing out, fasten the plate to the surface by installing two #8 wood screws (not supplied) or other suitable fasteners through either the inner or outer pair of surface mounting holes in the plate. Route the installation wiring either through the center hole in the mounting plate when the wiring is concealed or through the openings in the side of the plate when the wiring is exposed. Connect the wiring to the detector. To install the detector: Align the arrows on the mounting plate and on the detector base, seat the detector on the plate and turn the detector clockwise until it locks in place. To remove the detector: Insert the tip of a screwdriver into the rectangular slot in the side of the detector base (see applicable mounting illustration for location of slot), lift the locking finger of the mounting plate, and turn the detector counterclockwise until it can be withdrawn from the plate. I nstallation Sheet 280 Series Heat Detectors Alignment '"~ One of two locking ~ngers Sidewa\1saclion (C to D): remove for electrical box mounting One of two snap-ootsfor entrance of exposed installation wiring Two of four electrical box mounting holes WARNINGS: This device will not protect life against fire and smoke. Where life safety is a factor, the use of smoke detectors is recommended. This device does not contain a built in signal. Il:lii>_d.evice wjllJJQt operatewi!h9Jdt eleC!rlglJJ!owe!~J-:hj~d_~vic:e does not contain battery backup. It should be electrically supervised with battery backup at the panel. The rate-of-rise feature may be subject to reduced sensitivity over time. Annual testing of the rate-ot-rise operation is recommended. Refer to the latest issue of NFPA 72 or CAN/ULC-S536 for application, testing, inspection, and maintenance requirements. Refer to the latest issue of NFPA 72, CAN/ULC-524-M86 and Canadian Electrical Code, Part 1, Section 32 for proper installation requirements. Wiring diagram listed fire alarm control panel End-of-Une resistor (1J 111{ Note: [1] Refer to the wiring diagrams provided with the control panel for proper panel connections and end<lf-line resistor value. Maintenance and testing The requirements for maintenance and testing of heat detectors are covered in the latest edition of NFPA 72, Chapter 7 (inspections, tests. and maintenance). The standard requires that: For initial installation, all restorable heat detectors (rate-of-rise .f~alLM~l ITlust~ !e~ted JrrIl'!lediately ~fte~ ill.stallatton_ For periodic testing for restorable heat detectors (rate-of-rise feature) two or more detectors on each initiating circuit should be tested at least yearly. Different detectors should be selected tor each test so that all detectors are tested within five years. 29MAY01 PIN: 3100341 REV: 1.0 112 Specifications Models 281B 282B 283B 2B4B Caracteristique Temperature fixe at Temperature fixe a Thermovelocimetrique seulement Temperature 135'F 194 OF 1350F 194 of nominale (LAC) (57.2 'C) (90 'C) (57.2 'C) (90 'C) Temp. max. ambo 100'F 150 'F 100 'F 150'F plafond (LAC) (37.8 'c) (65.6 'C) (37.8 'C) (65.6 'C) Indice du taux 150F 15DF - - d'eJevationde la (94 'C) (9.4 'C) temperature Espacement recommande (Voir la Remarque A): 50 pd (15,2 m) Distance maxima Ie du mur (Voir la Remarque B): 25 pd (7,S m) Taus les detecteurs possedent un contact normallement ouvert at c1asse de 3,0 A pour 6 a 125 Vcc, de 1,0 A pour 6 a 24 Vec, de 0,3 A a 125 Vcc, de 0,1 A a 250 Vcc Remarque A: La protection maximale d'un detecteur a eta determinee par LAC comme etant celie qui prevoil un temps de detection egal a celui que procurent des dispositifs extincteurs d'incendie installss a 10 pd (3 m) I'un de !'autre (surface de 100 pd cam3s) sur un plafond lisse de 15 pd et 9 pc (4,8 m) de haut. Un plafond plus eleve peut affecter negativement Ie temps de detection. Dans certains cas, on peut obtenir une detection plus precoce en diminuant la distance qui separe les detecteurs. Voir la plus recente version de la norme d'installation des systemes d'alarme incendie, CAN/LAC-S524-M86, chaptire des detecteurs thermiques. Remarque B: La distance maxima Ie iIIustree est depuis la cloison d'un mur ou la projection du plafond s'etendant a plus de 12 pc (305 mm) vers Ie bas. Mode installation Montage en saillie Si Ie cfiblage externe est apparent, retirer I'une ou I'autre des debouchures prevures pour I'entree des fils sur la plaque. Le cOte de la plaque portant I'inscription "POUR MONTAGE EN SAILLlE>> etanl tourne vers I'exterieur, fixer la plaque a la surface au moyen de deux vis a bois nO 8 (non fournies), ou d'autres attaches appropriees, a travers I'une ou rautre des paires de trous de montage interieurs ou exterieurs de la plaque. Faire passer Ie cablage par Ie trou centrale lorsque Ie cablage est dissimule, ou par les ouvertures laterales si Ie cablage est apparent. Raccorder les fils au detecteur comme. Pour installer Ie detecteur: Aligner les f1eches sur la plaque de montage et sur la base du detecteur, appuyer Ie detecteur contre la plaque puis Ie toumer vers la drone jusqu'a ce qu'il se verrouille en place. Pour enlever Ie detecteur. Inserer la lame d'un toumevis dans la fente lah3rale qui se trouve sur Ie cote de la base du detecteur (voir I'emplacement de la fente sur la figure de montage applicable), soulever la languette de verrouillage de la plaque de montage et toumer Ie detecteur vers la gauche jusqu'a ce qu'on puisse Ie retirer de la plaque. PIN: 3100341 REV: 1.0 212 29MAY01 SectionlaMrale(AaB) a retirerpotlrla fixation surla boiteelectrique Un des deux dolgtsde verrouillage Deux des quatre trous pour montage sur boile erectrique Une des deux debouchures pour I'entreedu cablsge externeapparent MISE EN GARDE: Ce dispositif ne protegera pas la vie contre Ie feu et la fumee. Auand la surele de la vie est un facteur, I'utilisation des detecteurs de fumee est recommandee. Ce dispositif ne contient pas de signal sonore integre. Ce dispositif ne fonctionne pas sans alimentation electrique. Ce dispositif ne contient pas de batterie de secours. II devrait EHre surveille eJectriquement par un panneau avec batterie de secours. La caracteristique de thermovelocimetrie peut etre sujet a perdre sa sensibilite au fils des ans. Un test annuel pour la thermovelocimetrie est recommande. Se referer aux normes NFPA 72 et Can/ULC-S536- M86 pour en faire I'application, I'essai, !'inspection, et I'entretien requise. Se referer a NFPA 72, CAN/ULG-S524-M86 et Ie code electrique Canadien, section 32 pour en faire I'installation selon les normes. Schemas de cablage Panneau de commande d'ararme incendie homologue Detecteur Thennique Resistance de fin.de-ligne [IJ [Il{ [IJ Consulter les schemas de cabJage foumis avec Ie panneau de commande pour u trouver. less connexious au panneau appropriees et. La valeur de la resistance de fin-de-ligne. Entretien et essai Les exigences pour I'essai et I'entretien des detecteurs de chaleur sont incluses dans la plus recente edition de la norme NFPA 72, chapitre 8 (inspection, essaia et entretien), les standards requis sont ; Pour une premiere installation, tous detecteurs de chaleur avec la caracteristique de thennovelocimetrie doit 6tre testes immediatement apres I'installation. Pour les essais periodiques en rapport aux detecteurs thermovelocimetriques, un detecteur ou plus par zones (pour I'ensemble des zones d'alarmes) devrait etre teste semj-annuellement. Differents detecteurs devraient etre selectionnes lors de chaque test aftn que tous les detecteurs aient ete testes en del;a de 5 ans. Installation Sheet 280 Series Heat Detectors 01256/01257 Installation 4.0 Installation 4.1 Mounting the 01256 and 01257 The DI2S6 and DI2S7 are low profile, surface-mounted units molded in durable red plastic. They can be mounted using the following optional packages: . DS6 Command Center Keypad Conduit Box (protected surface or flush mount) . DS4B Command Center Flushmount Kit (brass) . DS4C Command Center Flushmount Kit (stainless steel) 4.1.1 Mounting Locations Do not mount annunciators in a location where they are exposed to direct sunlight. Direct sunlight can interfere with the display screen's visibility and damage internal components. Do not mount the annunciators in wet or moist locations. 4.2 Wiring the 01256 and 01257 A four-wire flying lead (see Wiring harness connector in Figure 1) is required for the data and power connections between the annunciators and the control panel. The annunciators come with a wiring harness consisting of four color-coded flying leads with a female four-pin connector plug at one end. To wire the DI2S6 and D12S7: 1. Power down the control panel. 2. Connect the flying leads of the wiring harness (provided) to the wiring terminals on the panel. D12S6/D1257 Harness Connecting to a compatible Connecting an additional control panel annunciator to the D9100 (see Section 3. I D1256/D 1257 Features) Carrier Module (a component within the D9124) 12 VDC (red) to Terminal 32 12 VDC (Terminal 1) Data In (yellow) to Terminal 31 Data Out (Terminal 3) Data Out (green) to Terminal 30 Data In (Terminal 4) COMMON (black) to Terminal 29 COMMON (Terminal 2) Table 5: Wiring Connections 3. Follow the procedures in Section 3.2.3 Switch Settings. 4. Turn the command center over and plug in the wiring connector through the opening in the back of the enclosure base. 5. Mount the annunciator's base to the wall. Secure it in place using the three mounting holes inside the enclosure base. 6. Replace the cover. Align and insert the top two tabs of the enclosure cover into the top two tab slots of the enclosure base. 7. Hold the top edges of the enclosure cover and base in position. S. While pushing the tabs inward, press the enclosure and cover down until the cover snaps into place. DI256/DI257/nstal/ation Instructions Page g @ 2004 Bosch Security Systems 74-0S925-000-H 01256/01257 Installation 4.3 Programming the Control Panel The Command Center, User Interface, Command Menu (D7212BI, D9112Bl, and D9124 (using the D9112LTB)) or Function List (D7212, D7212G, D7412, D7412G, D9112, D9412, D9412G and D9124 (using the D9112LTB-EX or D9412GLTB)), and Passcode Worksheet sections of the control panel program determine the annunciator displays and functions available from the D 1256. Key points to consider are described in the remainder of this section. 4.3.1 Command Center Assignments 1. Command Center Text. The DI256 can be used on anyone of the eight addresses in the control panel. Seerions 4.3.2 through 4.3.4.2 describe programming for one D 1256 assigned to Command Center #1. 2. Supervised. Certain local jurisdictions may require that fire system annunciators be supervised. If this is a requirement in your area, set supervision to YES for the addresses that use fire alarm annunciators. 3. Scope. The Dl256 is designed to acknowledge fire alarms and troubles, not burglar alarms and troubles. Set the scope to include fire areas only. 4. Area. Program the area number of the fire area(s) as normal. 4.3.2 Area Text Area 1 Area 2 Area # is On PRE S S A L A R M S I L Area # Not Ready C H E C K F I R E S Y S Area # is Off . F I R E S Y S T E M . Area # Acet is On P R E S S A L A R M S I L Figure 2: Example I - Area Text 1. Area # is On - PRESS ALARM SIL. Fire area should remain in the OFF state at all times. If the authority level is not programmed correctly, the fire alarm area arms and PRESS ALARM SIL displays on the fire alarm annunciator. Pressing the [ALARM SILENCE] key will both silence any alarm(s) and disarm the area. This causes the fire alarm annunciator to show the normal * FIRE SYSTEM * display. 2. Area # Not Ready- CHECK FIRE SYS. Most fire alarm areas consist of all 24-hour points and the Area # Not Ready display is not used. If a controlled point type is used for some type of fire supervision device, and the device becomes off-normal, CHECK FIRE SYS displays on the fire command center. 3. Area # is Off -. FIRE SYSTEM '. This is the normal idle text for the fire alarm annunciator. 4. Area # Acc! is On - PRESS ALARM SIL. Fire area should remain in the OFF state at all times. If the authority level is not programmed correctly, the fire alarm area arms and PRESS ALARM SIL displays on the fire alarm annunciator. Pressing the [ALARM SILENCE] key silences any alarm(s) and disarms the area. This causes the fire alarm annunciator to show the normal' FIRE SYSTEM * display. 4.3.3 Custom Function Text CF 128 A L A R M S I L E N C E ? 1 2 5 6 o 0 E CF 129 T R 0 U B L E S I L E N C E ? A 4 C C CF 130 D E T E C T 0 R R ESE T ? A 4 7 CF 131 AN U N C I A T 0 R RES E T 1 2 5 6 o 0 C Figure 3: Example 2 - Custom Function These items must be programmed as indicated in the Custom Functions section of Command Center to make the D 1256 function keys operational. The passcode 125600 has been chosen for the following examples, although any passcode may be used. 4.3.3.1 CF 128 - ALARM SILENCE? Key Stroke: [I)[2][5)[6)[O)[O)[E]. This custom function is programmed as the first Menu item. It is executed when the [ALARM SILENCE] key is pressed on the D1256. The key stroke entry of 125600E is seen by the control panel as a valid passcode entry in the area having the authority level to silence a ringing fire bell in the area. The "E" at the end of the string represents the [ENTER] key on the command center. 01256/01257 Installation Instructions Page 1 0 74-06925-000-H <<;l 2004 Bosch Security Systems 01256/01257 Installation 4.3.3.2 CF 129 - TROUBLE SILENCE? Key Stroke: [A][4J [CJ. This custom function is programmed as the second item in the Menu and is executed whenever the [TROUBLE SILENCE] key is pressed on the D1256. This entry is equivalent to the execution ofa [COMMAND][4] at the D1256. 4.3.3.3 CF 130 - DETECTOR RESET? Key Stroke: [AJ[4] [7J. This custom function is programmed as the third Menu item and is executed when the [DETECTOR RESETJ key is pressed on the D1256. This entry is equivalent to the execution ofa [COMMAND] [47] at the Dl256. 4.3.3.4 CF 131 - ANUNCIATOR RESET Key Stroke: [1][2][5] [6][O][O][C]. This custom function is programmed as the fourth command menu item and is executed when the [ANNUNCIATOR RESETJ key is pressed. Execution of this function clears the "View Memory" buffer, but does not clear the event out of the event log contained with the control panel. 4.3.4 Menu/Function List Menu/Function List Menu Function CC CC CC CC CC CC CC CC Item Address 1 Address 2 Address 3 Address 4 Address 5 Address 6 Address 7 Address 8 1 128 Yes/No Yes/No YeslNo Yes/No YeslNo Yes/No Yes/No Yes/No 2 129 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No YeslNo Yes/No J 130 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yesl No 4 131 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No 5 -- 9 Yes/No Yes/No Yes/No Yes/No Yes/No YesfNo YesfNo Yes/No 6 - 10 Yes/No Yes/No Yes/No Yesl No Yes/No Yes/No Yes/No Yes/No 7 - ]2 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No 8 - 21 Yes/No Yes/No Yes/No Yes/ No Yes/No Yes/No Yes/No Yes/ No 9 - 29 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No 10 - 32 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No 11 Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No Figure 4: Example 3 - Menu/Function List In the control panel's Program Record Sheet, this section is referenced as the Menu List [for Control Panels D7212Bl, D9l12Bl and D9124 (using the D9I 12LTB)] and as the Function List [for Control Panels D7212, D7212G, D7412, D7412G, D9112, D9412, D9412G, and D9124 (using the D9112LTB-EX or D9412GLTB)]. 01256/01257 Installation Instructions Page 11 (Q 2004 Bosch Security Systems 74.06925-000.H 01256/01257 Installation 4.3.4.1 Menu Item and Function Bosch Security Systems recommends programming the first ten menu items as indicated in Table 6. The first four menu items must be programmed as indicated in Table 6 for the DI256 to function properly. The first four keys on the DI256 annunciator execute the first four menu items turned on at the command center address. Menu items five through ten are optional features that can be programmed into the DI256 system. See the Fire System User's Guide (P/N: 71-06991-000) for further explanation of these optional programmable items. Note: Please make sure that CF 128 to 131 and any other functions that you are using in the menu are programmed E (Enabled) not P (Passcode Required). Menu Item Function Description I 128 ALARM SILENCE? 2 129 TROUBLE SILENCE? 3 130 DETECTOR RESET? 4 131 ANUNCIATOR RESET 5 9 VIEW MEMORY? 6 10 VIEW PT STATUS? 7 12 FIRE TEST? 8 21 VIEW LOG? 9 29 REMOTE PROGRAM? 10 32 DISPLAY REV? Table 6: Menu/Function List Description 4.3.4.2 CC Address # Program command center addresses to YES for the first four menu items and the optionally program menu items five through ten as YES. 4.3.5 Passcode Worksheet Passcode Worksheet User User User Area Auth Fla. Passe ode Window 1 2 4 5 6 7 8 User Name 000 00 ------ -- 15 I 15 115 115 115 115 115 001 01 125600 14 Figure 5: Example 4 - Passcode Worksheet 4.3.5.1 Passcode A special passcode must be programmed as a valid passcode for the system to work. This passcode is used in Custom Functions 128 and 131. Any user number can be used to establish this mandatory valid passcode. It must additionally be created as a valid passcode in the area to which the D1256 is assigned. Bosch Security Systems recommends using authority level 14 in conjunction with the passcode you choose (see Authority Level Selections). 01256/01257 Installation Instructions Page 1 2 74-06925'000-H IQ 2004 Bosch Security Systems 01256/01257 Installation 4.3.6 User Interface Cmd Center Function Authority Level Selections Blank :;;: Disabled I E - Enabled Blank::: Disabled f E:;;: Enabled I J> =- Passcode I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 # Function Command E/P I Disarm P 2 Master Arm CMOl 3 MstrArmlnst CMO II 4 Perimlnst CM02 5 PerimDelay CM03 6 Watch Mode CMD6 E 7 PerimPartial CMOS 8 View Area Stat E 9 View Event Mem CMD 40 E E 10 View Pt Status E E II Walk Test CMD 44 E 12 Fire Test CMD 58 E E 13 Send Report CMD 4I/42 E 14 Not Used 15 Chg Display CMD 49 E E 16 Chg TimelDate CMD 45 E 17 Chg Passcode CMD 55 E 18 Add Passe ode CMD 56 19 Del Passcode CMD 53 E 20 Extend Close CMD51 E 21 View Log E 22 Print Log E 23 User COld 7 CM07 E 24 User COld 9 CMD9 E 25 Bypass a Pt CMDO 26 Unbypas aPt CMO 00 E 27 Reset Sensors CMO 47 E E 28 Relay Control CMD 54 E 29 Remote Program CMD 43 E E 30 Move to Area CMD 50 E 31 Not Used 32 Display Rev CMD 59 E E 33 Service Walk E 34 Default TeJ\.1 CMD 57 E 35 Change Skeds CMD 52 E Force Arm P Area OIC P Restricted ole P Perimeter ole P Send Duress P Passcode Arm P Passcode Disarm P E Figure 6: Example 5 - User Interface for D72I2BI, D91I2BI, and D9I24 (using the D9II2LTB) 01256/01257 Installation Instructions Page 13 I!;) 2004 Bosch Security Syslems 74-0S925-000-H 01256/01257 Installation Command Center Functions ~ Functions Command EIP" 1 Disa rm ? . 1 Master Arm Dglav ? CMD 1 3 Master Arm Instant? CMD11 4 Perlmewr Instant? CM02 5 Perimeter oela'" ? CM03 6 Walch Mode? CM06 7 Perimeter Part ? CMOB 8 Vi€!iV Area Status? 3 VleIN Memory? CMO 40 E 10 Vlt;NI pt Status? E 11 Walk Test ? CMD 44 12 ~ire Test? CMD 58 13 Send Renort ? CMO 41142 14 [)::)or Control? CMD 46 Cvclea Door? Unlock Door? Secul"8 Door? 37 Access Control Level? 15 Ch ange Oiso!a\i ? CMD 49 16 Ch anew TimelDate ? CMO 45 17 Chanae Passco,je ? CMO 55 18 AddU~r? CMO 56 19 Del User? CMO 53 20 Extend Clo~? CMD51 21 View Lag ? E 22 Print La ? 23 User Command 7 ? 24 User Command 9? B 5S a Point? 33 SelVice Wal k ? M Default Text? 35 Chan e SkEds? CMD 57 CMD 52 Figure 7: Example 6 - User Interface for 07212, 07212G, 07412, 07412G, 09112, 09412, 09412G and D9124 (using the D9112LTB-EX or D9412GLTB) Note: Please make sure that CF 128 to 131 and any other functions that you are using in the menu are programmed E (Enabled) not P (Passcode Required). 01256/01257 Installation Instructions Page 14 74-06925-000-H ~ 2004 Bosch Security Systems 01256/01257 Command Center Functions Custom Functions EIP' .. - 128 Custom Function 128 E 129 Custom Function 129 E 130 Custom Function 130 E 131 Custom Function 131 E 132 Custom Function 132'* 133 Custom Function 133** 134 Custom Function 134** 135 Custom Function 135" 136 Custom Function 136** 137 Custom Function 137*' 138 Custom Function 138** 139 Custom Function 139** 140 Custom Function 140** 141 Custom Function 141" 142 Custom Function 142'* 143 Custom Function 143** Authority Levels 2 3 4 S 6 7 8 9 10 Installation Figure 7 (cont'd): Example 6 - User Interface for D7212, D7212G, D7412, D7412G, D9112, D9412, D9412G and D9124 (using the D9112LTB-EX or D9412GLTB) 4.3.6.1 Command Center Functions The following command center function must be turned on to enable the [DETECTOR RESET] key. . #27 Reset Sensors It is suggested that the items below be included in the menu. . #9 View Event Memory . #10 View Point Status . #12 Fire Test . #21 View Log . #29 Remote Program . #32 Display Rev 01256/01257 Installation Instructions Page 1 5 if) 2004 Bosch Security Systems 74-06925-000-H 01256/01257 Installation 4 CAUTION Furthercustomization can be required iftheD1256 is connected to a D7212B1, D9112B1, or D9124 (using the D9112LTB) is located in an unsecured area, and/or ifD1255 Command Centers are installed in the same system. The factory loaded program for the D9124 makes these functions available without requiring a passcode entry. For example, the D1256 isconnected to a D7212B1, D9112B1, or D9124 (using the D9112LTB) located in a secure area, but the D 1255 Command Centers are also installed, restricting command center functions by requiring a passcode in Cmd Center Function is advisable. Note: For D7212B1, D9112B1, or D9124 (using the D9112LTB) Control Panels, it is important to program each of the command center functions with an E (Enabled) and not P (Passcode Required).1f any of the command center functions are programmed with a P (Passcode Required), then that custom function must also be programmed to execute that menu item from the command center. This custom functimJ must include the appropriate passcode to let the programmed function work properly. For example, if View Event Memory were to be passcode protected and the chosen passcodewas 125600, the macro string would be [AJ [4] [O][IJ [2J [5] [6J [0] [0] [E]. Consideration should be given to passcode protecting the command center function in combined burglary/fire applications. Function numbers for standard User Interface command center functions can be programmed in the Menu Function List for D1256 and D1255 addresses. Remember to enable functions only as appropriate for the command center at the address. As the D 1256 does not have numeric keys, it can not be used to access functions requiring a passcode. Note: For D7212, D7212G, D7412, D7412G, D9112, D9412, D9412G and D9124 (using theD9112LTB-EX or D9412GLTB) Control Panels, embedding passcodes inside Custom Functions is not allowed. Therefore, any command used in a Custom Function, should not be passcode protected. Please make sure that CF 128 to 131 and any other functions that you are using in the menu aTe programmed E (Enabled) not P (Passcode Required). @ 2004 Bosch Security Systems 130 Perinton Parkway, Fairport, NY 14450-9199 USA Customer Service: (800) 289.0096; Technical Support: (888) 886-6189 74-06925-000-H Installation Instructions 12/04 D1256/D1257 Page 160t 16 -:; ~, I --EiL1 ,.~ . i LIGHTHOUSE SECURITY INC. - - SECURITY AND RELIABILITY AT ITS BEST POST OFFICE Box 1894 RIVERHEAD, NEw YORK 11901 TEL (631) 727-2728 FAX (631) 727-0107 LIGHTHOUSE SECURITY (EX.159l 01/15/2007 19:27 SUBSCRIBER MASTERFILE BY ALARM NO. PAGE 1 ID : GH ALARM NO. : R2001050 - DUCKWALK VINEYARDES NORTH P T -- -- RESTORE ----- ----- CANCEL ----- CODE ZONE AREA DESCRIPT R CA Y T TM CODE ZONE T TM CODE ZONE ------ ----- -------- - - - --- ------ ----- - --- ------ ----- F 001 FIRE ALM 1 6 F N N FIRE DETECTORS F 002 FIRE ALM 1 6 F N N FIRE DETECTORS F 003 FIRE ALM 1 6 F N N FIRE DETECTORS F 004 FIRE ALM 1 6 F N N FIRE DETECTORS F 005 FIRE ALM 1 6 F N N FIRE DETECTORS F 006 FIRE ALM 1 6 F N N FIRE DETECTORS F 009 FIRE ALM 1 6 F N N VESTIBULE PULL STATION F 017 FIRE ALM 1 6 F N N TASTING ROOM PULL STATIONS F 018 FIRE ALM 1 6 F N N SPRINKLER WATERFLOW ALARM F 025 FIRE ALM 1 6 F N N CASE/PRIVATE RMS PULL STATIONS F 026 FIRE ALM 1 6 F N N ATTIC HEAT DETECTORS 007 TRBL Z-7 4 6 A N N NOTIFY CALL LIST ONLY!!! 008 TRBL Z-8 4 6 T N N BELL TROUBLE - NOTIFY ALARM CO LAST: GH - 01/15/2007 19:26 ACCESS ~ INTRUSION ~ CENTRAL STATION SERVICE ~ VIDEO ~ WIRELESS D9412GV2/D7412GV2 BOSCH . I~-~-l~~ r"'""""'"'1.-- . - O~I -......: CX>C>i ~T I,'," "Ig=: I '~. i .. ~~. -- -~. ..; '. . ~ Security Systems Approved Applications Compliance Guide EN Control Panels BOSCH D9412GV2/D7412GV21 Approved Applications Compliance GUide I Listings and Approvals Listings and Approvals Fire UL Underwriters Laboratories Inc. (ULl lists the D9412GV2/D7412GV2 Control Panels as Signal System Control Units for: Central Station, Local, Auxiliary, Remote Station, Proprietary, and Household Fire Warning. CSFM Approved by the California State Fire Marshal (CSFM) for high-rise and non-high-rise. Burglary UL UL lists the D9412GV2/D7412GV2 Control Panels for: Central Station, Local, Police Connect, Bank Safe and Vault, Mercantile Safe and Vault, and Grade A Household Systems. Department of Defense (000) The D9412GV2/D74l2GV2 was granted approval for Department of Defense (DoD) installations in Sensitive Compartmented Information Facilities (SCIF). 2 Bosch Security Systems I 5/051 F01 U003639B D9412GV2/D7412GV21 Approved Applications Compliance GUide I Listings and Approvals 1.0 2.0 2.1 2.2 2.2.1 2.2.2 2.2.3 2.2.4 2.2.5 2.2.6 2.2.7 2.2.8 2.3 2.3.1 2.3.2 2.3.3 2.3.4 2.3.5 2.3.6 2.4 2.4.1 2.4.2 2.4.3 3.0 4.0 5.0 6.0 6.1 6.2 7.0 7.1 7.2 8.0 8.1 8.2 8.3 8.4 Contents Introduction ....................................................... 4 Optional Compatible Equipment ................ 4 Burglary Applications......................................... 4 Bank Safe and Vault Applications.................... 4 Control Panel Enclosure Requirements...........4 Battery Connections ...........................................4 Transmitter........... ,_............. ...............,........ ........4 Bell Requirements ..............................................4 System Configuration Requirements................5 Exit Delay............................................................ 5 Equipment Requirements .................................. 5 Wiring the Rothenbuhler 5110/4001-42 High Security Bell to the D9412GV2 or D7412GV2 Control Panel.................................5 Fire Applications................................................. 8 Four-Wire Smoke Detectors.............................. 8 Two-Wire Smoke Detectors ..............................8 Two-Wire Smoke Detector Specifications ....... 8 NFPA Style A (Class "B") Circuit.....................8 Other Devices ..................................................... 8 UL Listed Two-Wire Smoke Detectors Compatible with the DI25 or DI25B ..............9 Enclosures.......................................................... 10 D8103 Enclosure ..............................................10 D8108A Enclosure ...........................................10 D8109 Red Fire Enclosure ..............................10 UL/NFP A Compliant Insta1lations.............lO Ground Fault Detect Enable........................ 11 System Chart ...................................................12 System Wiring Diagrams, Issue A ..............13 D9412GV2 Wiring Diagrams .........................13 D7412GV2 Wiring Diagrams .........................16 Current Ratings Charts................................. 19 D8125MUX....................................................... 19 Standby Battery Calculations ..........................20 NFPA 72 Fire Alarm Applications .............21 Standby Battery Calculation for NFP A 72 Fire Alarm Applications...................................21 Central Station or Local Systems....................21 Remote Station or Auxiliary Systems ............21 Household Fire Warning Equipment.............22 Figure I: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Figure 8: Figure 9: Figure 10: Table I: Table 2: Table 3: Table 4: Table 5: Table 6: Table 7: Table 8: Figures Rothenbuhler 5110/4001-42 High Security Bell Wiring Configuration .......... 6 Wiring the Rothenbuhler 5110/4001-42 High Security Bell to the D9412GV2 or D7412GV2 Control Panel......................... 7 Ground Fault Detect (S4) ......................... II Area 5 Silent Alarm Relay in RPS.......... II D9412GV2 System Wiring Diagram, Power Supply Side.................................... 13 D9412GV2 System Wiring Diagram, Input Points, and Peripheral Devices ..... 14 D9412GV2 System Wiring Diagram, sm Devices............................................... 15 D7412GV2 System Wiring Diagram, Power Supply Side.................................... 16 D7412GV2 System Wiring Diagram, Input Points, and Peripheral Devices ..... 17 D7412GV2 System Wiring Diagram, SDI Devices............................................... 18 Tables UL Listed Two-Wire Smoke Detectors Compatible with the DI25 or DI25B Modules ....................................................... 9 UL System Chart ...................................... 12 Current Rating Chart for D8125MUX... 19 Current Rating Chart for Standby Battery Calculations.................................. 20 Standby Battery Requirements................ 21 Central Stations or Local Systems Ah Calculation Formula........................... 21 Remote Station or Auxiliary Systems Ah Calculation Formula........................... 21 Household Fire Ah Calculation Formula ...................................................... 22 Bosch Security Systems 15/05 I F01 U003639B 3 09412GV2I07412GV21 Approved Applications Comphance GUide 110 Introductron 1.0 Introduction The UL System Chart (Table 2 on page 12) references the components that are evaluated and listed by UL for compatibility with the control panel. These components meet the basic system requirements for the applicable standard. The System Wiring Diagrams, Issue A (Figure 5 to Figure 70 on pages 13 to 18) show the relationship between the control panel and the accessory components referred to in Figure 5. 2.0 Optional Compatible Equipment UL Listed components not requiring evaluation for electrical compatibility can be used in many applications when installed according to the manufacturer's instructions. 2.1 Burglary Applications UL Listed burglary alarm sensors not requiring evaluation for electrical compatibility can be used in burglary applications. In some cases, a UL Listed interface module must be used with the sensors. Consult the individual component specification and installation documents to determine suitability. Test Weekly: UL Standard 1023 requires a weekly test for residential burglary applications. 2.2 Bank Safe and Vault Applications The UL Listed Model 5110 Bell and Model 4001-42 External Line Balancer (both made by Rothenbuhler) must be used for the bell and balanced line module in bank safe and vault applications. Modify the D8108A Attack-Resistant Enclosure to meet UL Standard 681. Bell Test at Arming: UL Standard 365 requires a Bell Test at arming for bank safe and vault applications. 2.2.1 Control Panel Enclosure Requirements UL Standard 681 for Installation and Classification of Mercantile and Bank Burglary Alarm Systems requires foil lining or equivalent protection of the control unit enclosure. The D8108A Attack-Resistant Enclosure does not have a foil lining, but acceptable protection is provided by mounting electronic vibration sensors inside the enclosure. Refer to Figure 7 on page 6. Do not use proximity alarms (capacitance) to protect the control panel enclosure. Install the same electronic vibration sensors in the D8108A that are used to protect the safe or vault. Mount the Sentrol 5402, Potter EVD-S, or Arrowhead S-381O electronic vibration detection (EVD) system inside the D8108A to meet the UL 681 requirements. Mount the EVD sensor directly inside the metal cabinet of the D8108A as shown in Figure 7. Do not install the EVO sensor within 6.4 mm (0.25 in.) of the components or traces of the printed circuit assembly. Install and test the EVD sensor according to the manufacturer's instructions. 2.2.2 Battery Connections Using a 0122 Dual Battery Hamess, connect two 12 V, 7 Ah batteries in the control panel enclosure. Refer to Figure 7 for battery placement information. Use a separate D8108A for the 12 V, 18 Ah batteries. When using a Dl22L Dual Battery Hamess, wire the batteries in parallel and connect the hamess to Terminals 4 and 5 of the control panel. Auxiliary power, limited to 300 mA for 72 h, is required for standby. 2.2.3 Transmitter For UL Listed Grade AA Safe and Vault Applications, connect a 08122 Derived Channel STU or UL Listed Grade AA Transmitter to the control panel. This combination of components creates an alarm response at the central station that is not easily defeated by field interference. 2.2.4 Bell Requirements Use the following Rothenbuhler bell and balanced line modules with the control panel: . UL Listed Model 511 0 Bell . UL Listed Model 4001-42 External Line Balancer Bell Test at Arming: UL Standard 365 requires a Bell Test at arming for bank safe and vault applications. 4 Bosch Security Systems 15/05 1 F01 U003639B D9412GV2/D7412GV21 Approved Applications Compliance GUide 12.0 Optional Compatible Equipment 2.2.5 System Configuration Requirements The following configuration and programming options are required for UL Bank Safe and Vault Systems. Refer to the D9412GV21D7412GV2 Control Panel Program Entry Guide (PIN: FOIU003636) for programming information, Safe and Vault Protective Circuits To test the devices that protect the safe(s) or vault(s} without sounding the bell, specify the devices' points as controlled zones and supervised for trouble conditions. Refer to Point Index in the D9412GV21D7412GV2 Control Panel Program Entry Guide (PIN: F01U003636) for more information. Bell Configuration UL 365 requires the bell time to be IS to 30 min. The Rothenbuhler SIlO Bell provides selectable bell time through manipulation of its jumpers. Refer to the manufacturer's installation instructions for more information. In addition to the jumper settings inside the bell, you can activate the control panel for a bell time of 15 min. UL 365 requires a Bell Test at anming and must be enabled in control panel programming. Refer to Bell Parameters in the D9412GV21D7412GV2 Control Panel Program Entry Guide (PIN: F01U003636) for more bell time and test programming information. Bell Test To enable the bell test feature, you enable an unused area of the control panel. Enable the bell test feature for the unused area only. Program Relay B as the area bell relay for the unused area. All pass codes that have authority to the safe or vault protection must be valid in this area. Program the area for a five-second exit delay. Refer to Figure Ion page 6 for test connections. To complete the installation for this feature, connect the output to a D 133 Relay Module. 2.2.6 Exit Delay The control panel's programmed maximum exit delay must not exceed 30 sec. 2.2.7 Equipment Requirements . D9412GV2 or D7412GV2 Control Panel . Two (2) DI26 12 V, 7 Ah batteries . Two (2) DI218 12 V 18 Ah batteries . Two (2) D8108A Enclosures . D 122 Dual Battery Harness . D 122L Dual Battery Harness . D 133 Relay Module . EVD System (Listed Safe/Vault) 2.2.8 Wiring the Rothenbuhler 5110/4001-42 High Security Bell to the D9412GV2 or D7412GV2 Control Panel Wear ear protection when installing and testing the Rothenbuhler High Security Bell. Sound levels greater than 95 dBA at 3 m (10 It) can Occur I. Remove all power from the control panel. 2. Use six-conductor 1.2 mm (18 AWG) shielded stranded wire between the control panel and the SIlO Logic Board (located in the bell enclosure). 3. If you do not have a Silence switch, temporarily install a I Q resistor across TB I-I and TB 1-6 on the SIlO Logic Board. The resistor keeps the SilO's bell silent during the installation and alignment procedures. Also place a temporary wire jumper across the TBI-6 Bell Relay and TBI-7. Refer to Figure 2 on page 7 for wiring a Silence switch. 4. Mount the D8108A's 4001-42 External Balanced Line Module and wire it to the SilO Logic Board using two-conductor 0.8 mm (22 A WG) cable. 5. Wire the 4001-42 to the control panel. Refer to Figure 2 and the Rothenbuhler installation manual. 6. Before supplying AC and DC power to the control panel and bell, ensure you are wearing ear protection. The bell sounds for 2 sec and then silences during power up. Bosch Security Systems I 5/05 1 F01 U003639B 5 D9412GV2/D7412GV21 Approved Applications Compliance Guide 12.0 Optional Compatible Equipment Figure 1: Rothenbuhler 5110/4001-42 High Security Bell Wiring Configuration o p SD I I I ~~irn:'::. ~i~~~~cle @ @ @f 1 - Self-contained vibration sensor 2 - Control panel 3 - Accessory modules 4 - High line security module 5 - 4001-42 Balanced Line Module 6- 5110Bell 7 - 0133 Relay 8 - Zone input 9 - 0126 Battery 10 - 081 D8A Enclosure 11 - 0122L Battery Harness 12 - Proximity/control unit 13 - Normally open (NO) 14 - Normally closed (NC) 15 - End-of-line (EOL) resistor 16 - Safe 6 Bosch Security Systems I 5/05 I FO 1 U003639B D9412GV2/D7412GV2! Approved Applications Compliance GUide 12.0 Optional Compatible EqUipment Figure 2: Wiring the Rothenbuhler 5110/4001-42 High Security Bell to the D9412GV2 or D7412GV2 Control Panel CD 10 @ 123 6 I2IITmIlillIi!lI1illE21l2llE "- 10 CD CD 9 10 1 - 5110 Logic Board 8 - Alarm zone input' 2 - 4001-42 External Line Balancing Module 9 - 10kilresistor 3 - D9412GV2 or D7412GV2 Control Panel 10 - Optional Silence switch 4 - Alarm output 11 - 0133 Relay Module 5 - Alternate alarm 12 - BBL In 4 6 - Common 13 - BBL Out 5 7 - +12 VDC 14 - Terminal TBl 'Use Terminal 77, 13, 14, 17, 79,20, or 22. (Select only one.) Bosch Security Systems 15/051 F01 U003639B 7 D9412GV2/D7412GV21 Approved Applications Compliance GUide 120 Optional Compatible Equipment 2.3 Fire Applications UL Listed fire initiating devices not requiring electrical compatibility evaluation can be used in any application. For example, the four-wire smoke detectors, heat detectors, waterflow switches, and manual pull stations are suitable fire initiating devices. Consult the individual component specification and installation documents to determine suitability. 2.3.1 Four-Wire Smoke Detectors VVhen using four-wire smoke detectors, install a suitable power supervision device according to the manufacturer's instructions. You can connect any number of four-wire smoke detectors to the 9000GV2 Series Control Panels (subject to available auxiliary power). The Reset Sensor command is available from the keypads when the Reset Sensor is enabled. Connect the smoke detectors to a suitable interface such as the D125B or D129, or to the DS127/D9127 Modules when used with a 9000GV2 Series Control Panel. Smoke detectors can also be connected to the on-board points to meet UL and NFPA requirements. "When using four-wire smoke detectors, install a suitable power supervision unit according to the manufacturer's instructions. Refer to Section 2.3.5 Other Devices. 2.3.2 Two-Wire Smoke Detectors Two-wire smoke detectors connect to the control panel only through the D 125B Powered Loop Interface. Two- wire detectors must be evaluated for electrical compatibility, and be UL Listed for use with the control panel. Refer to Table 1 on page 9 for the two- wire smoke detectors that are UL Listed for compatibility and the maximum number of detectors that can be connected to each loop of the D 125B Powered Loop Interface Module. You can also consult the smoke detector manufacturer to determine if a particular smoke detector is UL Listed for use with the 9000GV2 Series Control Panels. The Reset Sensor command is available from the keypads when Reset Sensor is enabled. 2.3.3 Two-Wire Smoke Detector Specifications . Voltage Range: S.O VDC to 14 VDC . UL Compatibility Identifier: Type A The control panel does not support multiple detectors in alarm. The control panel is intended to handle detectors with optional features. Detectors from different manufacturers cannot be mixed on the same circuit. 2.3.4 NFPA Style A (Class "8") Circuit Loops A and B on the D125B Module are NFPA Style A (Class "B") initiating circuits suitable for connecting any fire alarm initiating device, including two-wire and four-wire smoke detectors. To connect initiating devices to on-board points (I through S) on the D9412GV2 or D7412GV2 Control Panel: . Use a DI25 or D125B Powered Loop Interface Module with any type of initiating device. . Use a D129 Dual Class "A" (NFPA Style D) Initiating Circuit Module with any type of initiating device, except a two-wire smoke detector. Use the following guidelines when connecting fire alarm initiating devices to off-board points: . Do not connect two-wire smoke detectors to POPITs or MUX bus inputs. . Use the DSI27U, DS127T, D9127U, or D9127T POPIT Modules to connect four-wire smoke detectors when using a D9412GV2 or D7412GV2. 2.3.5 Other Devices Other initiating devices, including four-wire smoke detectors, connect to the control panel through the D 129 Dual Class "A" Initiation Circuit Module, the D125B Powered Loop Interface, DS127 or D9127 POPITs, or on-board points. When using four-wire smoke detectors, install a suitable power supervision unit according to the manufacturer's instructions. Use the D130 Relay Module, DSI29 OctoRelay Module, or Terminal S, Switched Aux Power to provide reset capability. Refer to Off Board Relays in the D9412 G V2/D 7412 G V2 Operation and Installation Guide (PIN: FOlU003641). For battery calculations, refer to Table 4 on page 20 and Section 8.0 NFPA 72 Fire Alarm Applications on page 21. Test Weekly: Perform a Fire Test weekly. Both the AC power and battery are tested according to UL 864. 8 Bosch Security Systems 15/051 F01 U003639B D9412GV2/D7412GV21 Approved Applications Compliance GUide 1 2.0 Optional Compatible Equipment 2.3.6 UL Listed Two-Wire Smoke Detectors Compatible with the D125 or D1258 A D 125 or D 125B Powered Loop Interface Module is required to connect smoke detectors to the on-board points (Ita 8). Table 1: UL Listed Two-Wire Smoke Detectors Compatible with the D125 or D1258 Modules Maximum Number of Detectors per Loop Manufacturer Detector Model Base Model 0125 D125B 12VDC 12VDC 24 VDC Bosch Security D262 D260 20 25 N/A Systems D281 D280 N/A N/A 80 D282 D280 N/A N/A 80 D283 D280 N/A N/A 80 Radionics D262 D260 20 25 N/A D281 D280 N/A N/A 80 D282 D280 N/A N/A 80 D283 D280 N/A N/A 80 Detection DS200 MB200.2W 10 20 60 Systems DS200HD MB200-2W 10 20 60 DS250 MB2W, MB2WL 10 10 10 DS250TH MB2W, MB2WL 10 10 10 DS282 N/A 10 10 10 DS282TH N/A 10 10 10 Honeywell TC805C-1 000 14506587 and 14506587-004 10 10 40 TC804C-1001 14506587 and 14506587-004 10 10 40 TC804C-1 019 14506587 and 14506587-004 10 10 40 System Sensor 1400 N/A 10 10 40 2400 N/A 10 10 40 2400TH N/A 10 10 40 1451DH DH400 10 10 40 Bosch Security Systems 15/051 F01 U003639B 9 09412GV2I07412GV21 Approved Applications Compliance GUide I 2.4 Enclosures Bosch Security Systems offers three optional enclosures for the control panel: 08103 Enclosure The D8103 is suitable for residential fire and burglary installations and commercial burglary applications that do not require attack resistance or the approval by Factory Mutual (FM) or New York City - Materials and Equipment Acceptance (NYC-MEA). Refer to Table 2 on page 12 for acceptable applications. 08108A Enclosure The D8108A is attack resistant and intended primarily for UL commercial burglar alarm and mercantile safe and vault applications requiring a local bell. This enclosure can be used in any burglar or fire alarm application where the D8l09 Enclosure is suitable. The D8108A, with some modification, can be used for bank safe and vault applications as described in Section 2.2 Bank Safe and Vault Applications on page 4. UL lists the D8108A for all commercial fire alarm applications. It is approved by FM, CSFM, and the NYC-MEA. 08109 Red Fire Enclosure Generally, the D8109 is used for fire alarm applications. UL lists the D8109 for all commercial fire alarm applications. It is approved by FM, CSFM, and the NYC-MEA. All references to NFPA and related requirements are based on compliance with the NFPA 72, National Fire Alarm Code. Because installation specifications are generally based on a specific edition of a standard that was legally adopted by the authority having jurisdiction (AHJ), consult with the appropriate AHJ for confirmation. 3.0 UL/NFPA Compliant Installations To install a D94l2GV2 or D7412GV2 that is UL and NFPA compliant, the following items must be included: . D8109 Red Fire Enclosure . Dl92C or D192G Bell Supervision Module . D928 Dual Phone Line Module . D8004 Transformer Enclosure . Ground Fault Detect enabled on the control panel Refer to Table 2 for specific application installation requirements. 10 Bosch Security Systems I 5/051 F01 U003639B D9412GV2/D7412GV21 Approved Appllcallons Compliance GUide 14.0 Ground Fault Detect Enable 4.0 Ground Fault Detect Enable Figure 3: Ground Fault Detect (54) r To enable the Ground Fault Detect Enable feature: I. Lock (close) the S4 Ground Fault Detect Pin on the control panel as shown in Figure 3. 2. Program the Area 5 Silent Alarm Relay to a non- zero value (I to 128). In remote programming software (RPS), the Area 5 Silent Alarm Relay is located in RELAY PARAMETERS, Area Wide Relays, and Silent Alarm Area 5 as shown in Figure 4. Figure 4: Area 5 5i1ent Alarm Relay in RP5 @ 1 - Locked (Closed) 2 - Unlocked (Open) .. .. . '" ~ Back F'2,..,.,j Compare Fir.:l(Replace Security -- -----.- ~Panel View . ' .. :t" ~ ~ COn~t View HistCKY Panel Items . ACCESS CONTROL (RADX/lXS} AREA WIDE PARAMETERS (GV2MAIN] COMMAND CENTER (GV2MAIN) FUNCTION LIST [GV2MAIN] GV2AUX J HARDWARE SWITCH SETTINGS PANEL WIDE PAMMETERS (GV2MAINJ PASSCODES IRAOXUSA1JRAD)clJSR2j POINTS (RADXPNTSI RELAY PARAMETERS (GV2MAlNl SD-lEDULES (RADXSKED] USER INTERFACE (GV2MAINI I Are<l 4 />Jea5 ,,6 Area? 'AreaS IA A A " IA A A IA Ie e e Ie 10 0 0 10 10 0 0 10 10 0 0 10 0 0 0 10 10 0 0 10 10 0 0 0 0 0 10 1 0 10 La$t Send ___ J ""','. QK ~I ,1, Panel - D9412GV2 (Account - 0000) c - AREA WIDE PARAMETERS (GV2MAIN) .. Alea/Bell Palametels, Open/Close Oplions ..Alea Descliplions(Relerence Dnly} It: - COMMAND CENTER [GV2MAIN} Ill. USER INTERFACE (GV2MA1N) i FUNCTION LIST (GV2MAIN} a. RELAY PARAMETERS (GV2MAIN) . AreaWide Relays Ref.Onl.,.1 .AREA WIDE RELAXS Aleal Area 2 ] Area 3 .AlcrnlBeU IA IA IA Fire Bell JA IA IA Re;elSensors Ie Ie Ie F.,iIToClose 10 10 10 Forc-eAomed ]0 10 10 Walch Mode JO 10 10 Area Armed '0 10 10 Area Fau~ 10 10 10 Dr..ressRelay -10 10 10 SilenlAJi!lIm 0 0 [0 P' Show ColOl LaslModified: Last Rf!ceive r Eivci: 04/00IOS10:43:3BAM ---.- :VakdenlriesincluderekJysA,B,C. and D-128. dQl29 For more information, refer to the D9412GV2/D7412GV2 Operation and Installation Guide (PIN: FOIU003641) and the D9412GV2/D7412GV2 Program Entry Guide (PIN: FOlU003636). Bosch Security Systems 15/05 I F01 U003639B 11 D9412GV2/D7412GV21 Approved Applications Compliance GUide 15.0 Compatible UL Listed Components 5.0 Compatible UL Listed Components Table 2: UL Listed Components Compatible with the D9412GV2 and D7412GV2 Control Panels <- <- < <- . -" < <- C> 0 .g6 . .x .~ C> . ;; 0 .. 0 <- ;; C> aJ << en "'~ O~ ~ . aJ ;; ~ a <- . = 0 ~ 0 C> aJ 0 . " ~0 ~ < u: ;; ;; ~ ~ < 13 < C> ,,~ ,,- <.0 < 0 <- 0 ;; 13 aJ u: u: 0 0 . .~ o 0 <3~ .Q E 0 << ~ < aJ 0.'= ~8 .~ ~ ~ :2~ 06 < C> en -~ ~n ~2' en z.,Qj -,; -,; o . 8 ;; ~ 0 ~ < E "'<- Ill.'!: ~ ~ ~ < aJ 0 iC .S u: < 0 0 . 3l:O ]-g 0 -0 _n ~8 ~aJ ~~ " .~ ~ . . .. .. , 0 , E .0 E 0 . E "- - m " o < ~'" 0 38 0 o 0 o 0 ,t:i 0 0 :1'8 6' .3 o " 0 o = 0.= 0 . . I I Cl:::ii: ~ ~~ ~~ aJ (J [jJ " Minimum Hours of Standby Battery 4 24+4min 4 4 4 60 + 5 24 + 5 min alarm alarm minalarm OS103 Enclosure Choose one. No No No No No I No -, No I No I No , No 081 DBA Enclosure The Dl0110ck is required for Req. Req. Choose I Req. Choose one. 08109 Enclosure the enclosure. No No one. No D122 and D12:2L Dual Battery Calculate the current draw to determine if a Req. Calculate the current draw to determine if a second battery Harness second battery is required. is required. 01258 Class S, Style A Powered Opt. # # Opt. Opt. Opt. # The 0125 and 01:29 are required to connect fire alarm initiating Loop Interface devices to Zones 1 to 8. The 0125 provides two powered loops for 0129 Class A, Style D Initiating # # connecting listed two-wire smoke detectors. The D 1 29 provides two Module non-powered Class UN initiating circuits. D126/D1218 Battery 1+ 1+ 1+ 1+ 1+ 1+ 2+ 11+ 11+ 11+ 11+ 11+ 11+ 11+ D127 Reversing Relay Opt. No Opt. Opt. Opt. Opt. No I Opt. I No I No -I Opt. I Opt. I No I No D928 Dual Phone Line Module Opt. Opt. Opt. Opt. Opt. Opt. Required for communication on two telephone lines and/or CPU watchdog function. 0161 Telephone Cord Required to connect control panel to 2 Req. Required to connect the control panel to RJ31X telco block. the RJ31 X telephone block. 0185 Auxiliary Interface Kit . 0192A1D192C/0192G Class "sn, Opt. Opt. Opt. Opt. Opt. Opt. Required for indicating circuits. Opt. Opt. Style W Sell Circuit Supervision Smoke Detector Base 1++ 1++ Opt. I Opt. I Opt. I Opt. 1 Opt. Opt. Opt. D268/D269H Independent Zone Optional. Only connect to Zones 1 to 8. Control Indicating Device 1+ 11+ 11+ I Opt. I" I" 11+ 11+ 11+," 11+ 11+ I Opt. I Opt. I D461 Pull Station Optional. Might be required by job specifications or AHJ. 01255/D1260 Command Center 1+ 1+ 1+ 1+ 1+ 1+ 1+ 1+ 1+ 1+ 1+ 1+ Opt. 01256 Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. 01257 Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. 01640 Transformer Required for all applications. D8004 Transformer Enclosure Opt. I Opt. I Opt. I Opt. I Opt. I Opt. I Required. D8122 Derived Channel STU Optional. Contact the telephone company lor availability of derived channel service. D8125 Class B, Style 3.5 POPEX Required for the 08127T/U and 09127T/U POPITs. Module 081:25MUX Required for MUX devices. Refer to Section 7.1 DB 125MUX on page t9. D8127TfU & D9127TfU Class B, Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Style A POPIT Modules 081 280 OctoPOPIT Opt. No Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. Opt. 08129 OctoRelay Optional. For remole annunciation of system functions. 08130 Release Module Optional. 08132 Battery Charger Refer to Table 4 on page 20 10 determine if the system requires a DB 132 Module for increased battery standby. 09131 A Parallel Printer Interface Optional. Use with Ihe parallel prinler to print events from the control panel log locally. 0921 OB Access Control Interface No I No I No I Opt. I Opt. Opt. I Opt. I Opt. I Opt. I Opt. I Opt. I Opt. Topt. I No No _ Not acceptable for this appfication. Req. _ Required for this application. Opt. - Optional for this application. . The 01258 and 0129 are required to connect fire alarm initiating devices to Zones 1 to 8. The 01258 provides two powered loops for connecting listed two-wire smoke detectors. The 0129 provides two non-powered Class ~A" initiating circuits. 1+= One or more required for this application. Consult the appropriate standard. 2+= Two or more required for this application. Consult the appropriate standard. 1++= At least one detector required. You can substitute other two-wire detectors listed for use with the 0125. You can also use the 0262 with the 0270 four-wire base and a listed power supervision relay. ~ Auxiliary requires the 0184 Auxiliary Local Energy Interface Kit. ..- Listed bell (siren) housing required for burglary alarm befl or siren. fEmDtv Box} - Not used for this annlication. 12 Bosch Security Systems I 5/05 I F01 U003639B D9412GV2/D7412GV21 Approved Applications Compliance GUide 16.0 System Wiring Diagrams, Issue A 6.0 System Wiring Diagrams, Issue A The System Wiring Diagrams, Issue A (Figure 5 on page 13 to Figure 10 on page 18) show the relationship between the control panel and the accessory components referred to in Table 2 on page 12). 6.1 D9412GV2 Wiring Diagrams Figure 5: D9412GV2 System Wiring Diagram, Power Supply Side CD 0113 6AT2- CHGR. BAT2. VIIUX. BAT1. SUP\' BAT 1. CHGR. C900 D @ 1 - If required by local AHJ, connect the 0113 Battery Lead Supervision Module. 2 - 0122 Dual Battery Harness, as required. 3 - 01640 Transformer and 08004 Transformer Enclosure required for NFPA applications 4 - 08132 Dual Battery Charger with two batteries (Batteries are not supervised). 5 - Power limited, supervised 6 - Power limited 7 - To Relay A or Relay B @E{iE'"=':;:,':"' " @"'..........-- BOSCH D9412GV2 0"""'''''' 6 . 0 ";:,;;,,';.-' e.mm""""~""'-' t: o.....,,~:~: 0........ &'0 =~= ~.; 0....." ~."-;..'lt':" 0-- m....,"."'''''' = ~;;;.::_- S"1FE m 9 ~= Q ~~~ ~r~~ -.~ [ -~ "; 0:mJ:tl LLLL.LL:.I r;"'---'i 7 =.:...1Il ="-111 ;'--"'bl! = '; . . I::J .0 @ 8 - Listed audible signaling devices rated at 10.2 VOC to 13.8 VOC (Do not use vibrating type horns) 9 - Optional 10 - 560 n. 2 W EOL resistor (PIN: 15-03130-005) 11 - RJ31 X, secondary phone line 12 - RJ31Xjack 13 - RJ31 X, primary phone line 14 - To earth ground All external connections except Terminal 5 (battery positive) are power limited. Bosch Security Systems 1 5/05 I F01 U003639B 13 D9412GV2/D7412GV21 Approved Applications Compliance Guide 16.0 System WIring Diagrams, Issue A Figure 6: D9412GV2 System Wiring Diagram, Input Points, and Peripheral Devices - .~i:.~ BOSCH _._.00-- .:::t:.~oo-'-'_ D9412GV2 1.''''-' i - I......::::::.."'"". I . B.=,~ro." e.""VA - .....::::.=... . ,'""'" 0-0 I..,"" ~rg: 1-----1 ie<XlWlOOll II~-I: GO"""""'........ VOI.,.............. .""-""~ .l. ,...,,"..~... _ >.,-,."""" -...,......."'" _........00 = Ej:;l' mmmm"~ Ill....: ] I I ... .-.......... i ( - :G: 11~~:""5'- ;;;..,.,..I1!' . ,.~_- e"J ..:~ I =~__~ I_----~ @ D ." ' U' '''" S .?. ~ ;:l-~ d ~ 0 0 ~~105BL Pl05F CD 01258 CD CD Sw.AuxPwr 1 - ZoneS ~ D129 Loop 8+ (1 ZoneA 3 CD LoopS- (2 PnlCommon 4 PnlCommoo LoopS- 3 . 5 6 JCD Loop" 4 Loop 6- Loop A- ZoneS 5 7 AuxPower 6 LoopB+ 8 LoopA+ (9 Earth Grourtd 7 Earth Ground (1 Common 8 ZonBA ~ LoopA+ ~ LoopA- ~ . LoopA- -1= LoopA+ 1 1 - (Optiona!): For 24 V applications use a UL Listed 24 VOC power supply with a 0130 Relay Module. Refer to the D 1 30 Installation Instructions (PIN: 74-06262-000) for correct wiring requirements. 2 - 01258 Powered Loop fnterface Module 3 - To UL Listed two-wire smoke detectors. Refer to Section 2.3.2 Two-Wire Smoke Detectors on page 8 for a listing of compatible two-wire smoke detectors. 4 - Pl05 1 kD EOL resistor (PIN: 14-03130-004): Suitable for non-powered initiating and supervisory devices such as pull stations, heat sensors, and valve tampers. 5 - PI 058L 1 1 kD EOL resistor: For typical burglar alarm applications. 6 - 0129 provides optional Water/low Alarm Retard feature. Not suitable for two-wire smoke detectors. Use zero retard except for waterflow devices. All external connections except Terminal 5 (battery positive) are power limited. 14 Bosch Security Systems I 5/05 I FO 1 U003639B D9412GV2ID7412GV21 Approved Applications Compliance Guide 16 0 System Wiring Diagrams, Issue A Figure 7: D9412GV2 System Wiring Diagram, SOl Devices 01255CD 01256 I 01257 01260 BOSCH X D9412G j 1 ! I I -~,-". I I 1 - - ----. : I I - ."-'8 - -. rE -""8 ' . 092108 CD D9131A 0 -...@ --.. . I _...@ I "..."'. j --.' - <D- .~ llf-~ IJ ='::::-j~ . D9133TTL-E e . I I F: lp r::[!:=1 @ 6 I , " , " , " , " ~ , 0 ~ 0 < 0 0 - 081280 0 08125 08125 J - CO OB12BD GD ~ ~ .... .... a: a: 0 0 - <L <L 08129 GD -e-. - .... .... a: a: 0 0 <L <L D8129 @ CD CD 1 - Up to 8 supervised keypads 2 - Up to 8 092108s 3 - Up to 3 supervised 09131As 4 - Power limited, supervised 5 - Power limited 6 - POPEX 1 7 - POPEX 2 8- Up to 119 09127U/T POPITs or up to 63 08127U/T POPITs 9 - ZONEX 1: up to 15 081280s 10 - ZONEX 2: up to 15 081280s maximum 11 - ZONEX 1: Up to 8 08129s maximum 12 - ZONEX 2: Up to 8 08129s maximum All external connections except Terminal 5 (battery position) are power limited. Bosch Security Systems 15/051 F01 U003639B 15 D9412GV2/D7412GV21 Approved Applications Compliance GUide 16.0 System Wiring Diagrams, Issue A 6.2 D7412GV2 Wiring Diagrams Figure 8: D7412GV2 System Wiring Diagram, Power Supply Side CD 0113 BAT 2- CHGR. VAUX+ SUPV CHGR+ 01261 01218 01261 01218 [0----------------' 0126 12~~~'Xt.' 01218 12V, 172Ah or180Ah D192CJG 0126 12SV,":AW 01218 12 V, 172Ah or18.0Ah <D :t~:.=:- ----.._- <D:T:"..=-'_""=-- BOSCH '1 D7412GV2 ..AC"'''''"" . 1A;;;,r;;~:--' ...""."""'''''''0'''' 9 CD OJ 4 () = , , l~ - @ @ CO,," D @ @ 1 - If required by local AHJ, connect the 0113 Battery Lead Supervision Module. 2 - 0122 Dual Battery Harness, as required. 3 - 01640 Transformer and 08004 Transformer Enclosure required for NFPA Applications 4 - 08132 Dual Battery Charger with two batteries (batteries are not supervised) 5 - Power limited, supervised 6 - Power limited 7 - To Relay A or Relay B ."....,.~ - 8"""0 0.0 =-~ .~'cA'C ..:~';.~:" .~ e"R1>!O"OC'O --L -- !.tKo_ -........... ~= m-'-' m-'-' ~-~ 0,-", OfJ__ \?-'"".~ ~ =. ~ 'p L ~__! 8- Listed audible signaling devices rated at 10.2 VOC to 13.8 VOC (Do not use vibrating type horns.) 9- Optional 10- 560 Q, 2 WEaL resistor (PIN: 15-03130-005) 11- RJ31 X, secondary phone line 12- RJ31X,jack 13- RJ31 X; primary phone line 14- To earth ground All external connections except Terminal 5 (battery positive) are power limited. 16 Bosch Security Systems 15/051 F01 U003639B D9412GV2/D7412GV21 Approved Applications Compliance Guide 16 0 System Wiring Diagrams, Issue A Figure 9: D7412GV2 System Wiring Diagram, Input Points, and Peripheral Devices 1-- ---- - ------------~------------- 1:2. (i)~~~o~\:l~.. BOSCH -:::- __""'od."".""'" ~ (i)::>:.>.:::,:."_~_, D7412GV2 @ . .AU~PCWE~ ~ . u==~~~:u @ . a..;r~~~",;:Js',,!;vroNL' rg ~ 't (Z?, .C~N I~I :~: I I I~I I~I L______J I I .REl"'A~~ .RHMO 010 _.....O..lonaI . ~H.M C ..~~.w~~'::" &SWA\!X 0;:;' ef'A1l<C""U@ ~ = OFIOUlC>FlUJlTDIITECf ~~= I O~ :~':.:o 0--'0' '"'=''i'!:'- . oDo "' - o ------- D1258 G) Sw. Aux Pwr (11 ZoneS ~ ZoneA 3 Pnl Common ~ Pnl Common ~ LoopS- 6 Loop A- ~ LoopB+ ~ loop A+ 9 Earth Ground 10 ON.eO.....D.....~IS \.lO!<nReoi,_ ~.qu"","Erd"'U... VOLTAGEII.lNGES "- 3.7_5.0VDC _12.0_llIYDC S""" o.o_UVDC mmmm 10181 "t:*'Jlc '1i,hl@I@1 --f- - c--, - P~F CD ~CD D129 Loop B+ (1 CD >.c loopS- (2 Loop B- rs JCD loopB+ 4 Zone B 5 AuxPower 6 Earth Ground 7 Common 8 ZoneA 9 LoopA+ 10 Loop A- S\- .. Loop A- 1" LoopA+ 0 1 - (Optional); For 24 V applications use a UL Listed 24 VOC power supply with a 0130 Relay Module. Reier to the D 130 Installation Instructions (PIN: 74-06262-000) lor correct wiring requirements. 2 - 01258 Powered Loop Inter/ace Module 32 - To UL Listed 2-wire smoke detectors. Reier to the 9000/9000G/9000GV2 Series Technical Service Note: Smoke Detector Compatibility (PIN: 33284) lor a listing 01 compatible two-wire smoke detectors. 4 - P105 1 kil EOL resistor: Suitable lor non- powered initiating and supervisory devices such as pull stations, heat sensors, and valve tampers. 5- PI 058L 1 1 kil EOL resistor: For typical burglar alarm applications. 6 - 0129 provides optional Water/low Retard leature. Not suitable lor two-wire smoke detectors. Use zero retard except for water/low devices. All external connections except Terminal 5 (battery positive) are power limited. Bosch Security Systems 15/05 1 F01 U003639B 17 D9412GV2/D7412GV21 Approved Applications Compliance GUide 16.0 System Wiring Diagrams, Issue A Figure 10: D7412GV2 System Wiring Diagram, SOl Devices "'"'.-. ..~_.. ". "~""Q -. . ----8 09210B ffi lE _M'@ D1256 01257 D 0- U €l:r~ 12-<-]' ~ =. BOSCH 07412GV2 c 8 J ~ 081280 CD 08125 CD 081290 CD 1 - Up to 8 supervised 2 - Up to 1 supervised 3 - Power limited, supervised 4 - POPEX 1 5 - Up to 67 09127U1T POPITs or up to 63 08127U1T POPITs 6 - ZONEX 1: Up to 8081280s 7- ZONEX 1: Up to 8 08129s maximum All external connections except Terminal 5 (battery positive) are power limited. 18 Bosch Security Systems 15/051 F01 U003639B D9412GV2/D7412GV21 Approved Applications Compliance Guide 17.0 Current Ratings Charts 7.0 Current Ratings Charts 7.1 D8125MUX Complete the chart in Table 3to determine the maximum currents for the D8125MUX and its accessories. Transfer the total figures to Table 4 on page 20. The maximum current draw for each MUX Bus is 75 mA. . Table 3: Current Rating Chart for D8125MUX AC Power Off In Alarm Maximum Current (mAl Maximum Current (mA) Accessory Module Qty. Used Each Unit Qty. Total System Each Unit Qty. Total System 087432 10 xOty.= 10 x Oty. = 087457i 0.35 x Oty. = 0.35 x Oty. = 087460; 1 x Oty.= 1 x Oty. = 087465; 1 x Oty. = 1 x Oty. = Ratings of other devices on the MUX Buses that are not shown above": x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = x Oty. = Column A Total- Column B Total- " Refer to the device's installation guide for current draw values. Bosch Security Systems I 5/05 I F01 U003639B 19 D9412GV2/D7412GV21 Approved Applications Compliance GUide I 7.0 Current Ratings Charts 7.2 Standby Battery Calculations Table 4: Current Rating Chart for Standby Battery Calculations A B C AC Power On AC Power Off In Alarm Normal Current (mAl Minimum Current (mAl Maximum Current (mAl Model I Qty. Each I Oty. I Total Each I Oty. I Total Each I Oty. I Total Number Used Unit'" Unit"'" Unit"'" 09412GV21 225 xl =225 225 xl = 225 300 xl =300 07412GV2 - 01258 22 xOty = 22 xOty = 150 x Oty = - - - - 0127 5 xOty = 5 xOty = 55 x Oty = - - - - 0129 22 xOty = 22 xOty = 23 x Oty = - - - - 0185 245 xOty = 245 xOty = 300 xOty = - - - - 0192C 25 xOty = 25 xOty = 50 x Oty = - - - - 0192G 35 xOty = 35 xOty = 100 x Oty = - - - - 01255 104 xOty = 106 xOty = 206 xOty = - - - - 01256 104 xOty = 106 xOty = 206 xOty = - - - - 01257 104 xOty = 106 xOty = 206 xOty = - - - - 01260 200 xOty = 200 xOty = 250 xOty = - - - - 0720 20 xOty = 20 xOty = 100 xOty = - - - - 08125 50 xOty = 50 xOty = 50 xOty = - - - - 08125MUX' = = = - - - - 08127T/U 3 xOty = 3 xOty = 4 xOty = - - - - 081280 51 xOty = 51 x Oty = 51 xOty = - - - - 08129 20 xOty 20 x Oty Refer to footnote 2 = = - = - - - 08130 7 xOty = 7 x Oty = 60 xOty = - - - - 09127T/U 0.5 xOty = 0.5 x Oty = 0.8 xOty = - - - - 09131A 21 xOty = 21 xOty = 23 xOty = - - - - 092108 110 xOty = 110 xOty = 110' xOty = - - - - 0928 18 xOty = 18 xOty = 100 xOty = - - - - OX4010i 50 xOty = 50 xOty = 55 xOty = - - - - OX4020i 80 xOty = 80 xOty = 84 xOty = - - - - Ratings of other devices in the system that are not shown above: xOty = xOty = xOty = - - - - - - - - xOty = xOty = xOty = - - - - - - - - xOty = xOty = xOty = - - - - - - - - xOty = xOty = xOty = - - - - - - - - xOty = xOty = xOty = - - - - - - .- - Total A = Total B = Total C = I Refer to Table 3 on page 19 to determine maximum currents for the D8125MUX and its accessories. ~ The In Alarm calculation for the D8129 is: 20 x Qty + 22.5 x number of relays 3 Use 110 mA + reader current. Do not exceed 260 mA. . 20 Bosch Security Systems I 5/05 I F01 U003639B Dg412GV2ID7412GV21 Approved Applications Compliance GUide 18,0 NFPA 72 Fire Alarm Applications 8.0 N FPA 72 Fire Alarm Applications .- Table 5: Standby Battery Requirements Type Required Capacity Calculations Household Burglary and Commercial 4h Burglary Bank Safe and Vault 72 h (UL 365). Auxiliary power current for all devices, including keypads, must be limited to 300 mA or less to meet this requirement. Central Station or Local Fire Alarm 24 h + 5 min of alarm operation. Refer to Table 6, Remote Station or Auxiliary Fire Alarm 60 h + 5 min of alarm operation. Refer to Table 7, Household Fire Warning Equipment 24 h + 4 min of alarm operation. Referto Table 8 on page 22. 8.1 Standby Battery Calculation for NFPA 72 Fire Alarm Applications Refer to Table 3 on page 19 for totals B and C used in the formulas below. When connecting two batteries, use either the D 122 Dual Battery Wiring Harness or the D8132 Battery Charger Module. 8.2 Central Station or Local Systems Central Station or Local Systems require 24 h of standby plus .5 min of alarm operation at the end of the 24-hour period. A single battery is sometimes adequate for central station systems, but two batteries must be installed to meet the basic standby requirements for a local system installation. Use the battery ampere-hour (Ah) calculations to confirm compliance. The formula in Table 6 includes the calculation for .5 min of alarm operation at the end of the 24-hour period, as well as a 10% contingency factor that allows for depletion of battery capacity with age. Table 6: Central Stations or Local Systems Ah Calculation Formula Total B Hours TotalC Hours Contingency Total Ah" ( x 24 ) + ( x .083) + 10% = *Total Ah requirements must not exceed Ah capacity of batteries: two D126 Batteries = 14 Ah; one D1218 Battery = 17.2 or 18Ah. 8.3 Remote Station or Auxiliary Systems Remote Station or Auxiliary Systems require 60 h of standby plus .5 min of alarm operation at the end of the 60-hour period. A D8132 Battery Charger Module with additional batteries installed in a separate D8109 or D8108A Enclosure might be required in the system to meet the basic standby requirements for a remote station or auxiliary system installation. Use battery Ah calculations to confirm compliance. The formula in Table 7 includes the calculation for .5 min of alarm operation at the end of the 6O-hour period, as well as a 10% contingency factor that allows for depletion of battery capacity with age. Table 7: Remote Station or Auxiliary Systems Ah Calculation Formula Total B Hours Total C Hours Contingency Total Ah" ( x 60) + ( x ,083) + 10% - *Total Ah requirements must not exceed Ah capacity of batteries: two D126 Batteries = 14 Ah; one D1218 Battery = 17.2 or 18 Ah. Bosch Security Systems 1 5/05 I FO 1 U003639B 21 D9412GV2ID7412GV21 Approved Applications Compliance GUide 18.0 NFPA 72 Fire Alarm Applications 8.4 Household Fire Warning Equipment The Household Fire Warning Equipment Standard requires 24 h of standby current plus 4 min of alarm operation at the end of the 24-hour period. Use battery Ah calculations to confirm compliance. The formula in Table 8 includes the calculation for 4 min of alarm operation at the end of the 24-hour period, as well as a 10% contingency factor that allows for depletion of battery capacity with age. Table 8: Household Fire Ah Calculation Formula Total B Hours Total C Hours Contingency Total Ah' ( x 60) + ( x .067) + 10% = "Total Ah requirements must not exceed Ah capacity of batteries: two 0126 Batteries = 14 Ah; one 0121 B Battery = 17.2 or 18 Ah. . 22 Bosch Security Systems 15/05 I F01 U003639B Charles W. Southard JI. REGISTERED ARCHITECT .-...., ~ r::;- .:- -I:~'" '-. f.. " ! I, ' Is, .' - ." 'I ' ~, - --... . ._" ," ~ it.. .- . ' ' , ' , I ': I i'I '\ , r ... I: :.. , , ; I , MAY I 6, J . '_I i L:~~ . ." , I , I ,"_ _ ..-1 \ ~:~~"~ransmittal 4400 Veterans Highway Suite #207 Holbrook, New York 11741 Phone (631) 471-5228 Fax (631) 471-5229 To: Town of South old Building Department Town Hall 54375 State Route 25 Southold, New York 11971 Michael Verity Address: Attn: Date: Re: May 12, 2006 Proposed Winery for "Duck Walk"@ Main Road, Southold SCTM#IOOO-75-2-2 Attachments: I. (I) Original New York State Energy Conservation Construction Code - Envelope Compliance Certificate; 2 pages. 2. (I) Original New York State Energy Conservation Construction Code - Mechanical Compliance Certificate; 2 pages 3. (I) Original MWRS (Main Wind Force Resistance Systems), design criteria & calculations; 5 pages. Received by Date Received Charles W. Southard Jr. 4400 Veterans Highway Suite #207 Holbrook, New York 11741 Phone (631) 471-5228 Fax (631) 471-5229 REGISTERED ARCHITECT To: Address: Attn: Date: Re: Transmittal Town of South old Building Department Town Hall 54375 State Route 25 Southold, New York 11971 Michael Verity May 10, 2006 Proposed Winery for "Duck Walk"@ Main Road, Southold SCTM#1000-75-2-2 Attachments: 1. (I) Original Building Permit Application - Dated May 10, 2006 2. (1) Original Building Permit Application - Previously returned, stamped "received Feb. 21, 2006" 3. (4) Sets of Building Plans, signed & Sealed - Dated Feb. 16,2006 4. (I) Original of Suffolk County Health Dept. approval- Dated 5/1/06 5. (I) Receipt from Town Of Southold Town Clerk - for receipt of Septic Form, Fee & copy of Suffolk County Health Dept. approval 6. (I) Check made payable to the Town of Southold - building permit application fee 7. (I) Southold Planning Board Approval letter Received by Date Received Date: 05/11/06 Transaction(s): 1 1 Cash Name: Town Of Southold P.O Box 1179 South old, NY 11971 * * * RECEIPT * * * Septic Permit - Construct. Non-resid. Reference 3594 Total Paid: Damianos, Herodotus 591-A Bicylce Path Port Jefferson, NY 11776 Clerk ID: FRAN Subtotal $25.00 $25.00 InternallD: 3594 . ~} .' 't Pennit Number Mechanical Compliance Certificate Cheeked Bymate New York State Energy Conservation Construction Code COMcheck-EZ Software Version 3.0 Release la Data filename: Z:\Chuck's Files\active projects\Damianos\new duckwalk\FlNAL DWGS\DUCKW ALK.cck Section 1: Project Information Project Name: Designer/Contractor: Document Author: Telephone: Date: New Winery in Merlot LLC Charles W. Southard Jr. Section 2: General Information Building Location (lOr weather data): Climate Zone: Heating Degree Days (base 65 degrees F): Cooling Degree Days (base 65 degrees F): Proj eet Type: SulDlk, New York lib 5750 715 New Construction Section 3: Mechanical Systems list Ouantitv Svstem Tvne & Oescrintion HV AC System I: Heating: Central Fumace, Oil/Cooling: Hydronic Coil, Capacity >~135 - <240 kBtulh, Air-Cooled Condenser / Single Zone Section 4: Requirements Checklist Bldg. I Dept. I Use I I ] I ] I ] I I I ] I ] I I I ] I ] I ] I Requirements Specific To: HV AC System 1 1. Newly purchased heating equipment meets the heating efficiency requirements 2. Balancing and pressure test connections on all hydronic tenninal devices 3. Integrated air economizer required Generic Requirements: Must be met by all systems to which the requirement is applicable 1. Load calculations per 1997 ASHRAE Fundamentals 2. Plant equipment and system capacity no greater than needed to meet loads - Exception: Standby equipment automatically offwhen primary system is operating - Exception: Multiple units controlled to sequence operation as a function ofload 3. Minimum one temperature control device per system 4. Minimum one humidity control devioe per installed humidification/dehumidification system 5. Thennostatic controls has 5 deg. F deadband .C:O . , .' 'i , I - Exception: Thermostats requiring manual changeover between heating and cooling ] I 6. Automatic Controls: Setback to 55 deg. F (heat) and 85 deg. F (cool); 7-day clock, 2-hour occupant override, IO-hour backup - Exception: Continuously operating zones - Exception: 2 kW demand or less, submit calculations ] 7. Automatic sbut-offdampers on exhaust systems and supply systems with airflow >3,000 clio ] 8. Outside-air source Dr ventilation; system capable of reducing OSA to required minimum ] 9. R-5 supply and return air duct insulation in unconditioned spaces R -8 supply and return air dnct insulation outside tbe building R-8 insulation between ducts and the building exterior when ducts are part ofa building assembly - Exception: Ducts located within equipment - Exception: Ducts with interior and exterior temperature diJli:rence not exceeding 15 deg. F. ] 10. Ducts sealed - longitudinal seams on rigid ducts; transverse seams on all ducts; UL l81A or 18lB tapes and mastics II. Mechanical flsteners and sealants used to connect ducts and air distribution equipment 12. Hot water pipe insulation: 1 in. fOr pipes <=1.5 in. and 2 in. Dr pipes> 1.5 in. Chilled water/refiigeranl/brine pipe insulation: 1 in. Dr pipes <~1.5 in. and 1.5 in. Dr pipes >1.5 in. Steam pipe insulation: 1.5 in. lilr pipes <~1.5 in. and 3 in. fOr pipes > 1.5 in. - Exception: Piping within HV AC equipment - Exception: Fluid temperatures between 55 and 105 deg. F I - Exception: Fluid not heated or cooled I - Exception: Runouts <4 ft in length ] I 13. Operation and maintenance manual provided to building owner ] I 14. Balancing devices provided in acoordance with 603.15 of Mechanical Code lilr New York State ] I 15. Stair and elevator shaft vents are equipped with motorized dampers Section 5: Compliance Statement The proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck-EZ Version 3.0 Release la and to comply with the mandatory requirements in the Requirements Checklist. The design proi:ssional shall provide to the code enlilrcement official a written certification that the required HV AC tests, system balancing, etc., have been per1Dnned and the system is operating as designed. The design proi:ssional shall retain copies of the test reports to be provided to the code enlilrcement official, ifrequested. When a Registered Design Proressional has stamped and signed this page, theX attesting t the best of his/her knowledge, belie~ and proi:ssional judgment, such plans or specificati 'th this Code. S': /2,. 06 at,l!flI.a W fovtfMM Principal Mechanical Designer-Name Date ,. r----------------------, , , , , , , , , , , , , , , " fi(]il ~ fi(]il ~ fi(]il ~ Private TGl5~ln9 EmF'loyee KITCHE:N 6en~ ~ Me"hanlc.al 5torc:lgo C.ASE STORAGE " FIRE SPRINKLER PLAN Scole, 1/8" = 1'-0" :;>'1-"", I_<"~"' Oou IP-.:.J c:;.oURT YARD (FQ"rng the Vineyard) r----------------------------------------i , , , " """ """ """ """ """ ,~ ~ ~ ~ ~ , , , I :3;3'-4" , Ilt.:Ilr :::::=::: = =.:::: 0 a < Co 0 . " ~ o If'k)men Men c Co 0 ~ N VESTIBULE. 0 eGhanlGQ cSoENERAL OFFICE ~~ c;.loeet 0 . ~ ~ ~ ~ ~ Covered EnVy [OJ "-. [OJ "-. 3 ~ o a < < N N , , , , , , , , , , , , L---------i , , , , , L___________ @ (j) Remote 1500 5.f. TASTING SA" @ TA5TIN5 ROOM 4000 5.P. " " e @ ,.- ~T~l' ne c;.tor Test , , , , , , <U w @ @ @ (ii) , , , , ----- ,j @ h @ @ 51 I!lIse Fire it , in III nec.tlon Charles /I'l. Southard Jr. ARCHITECT 4400 Veteran's HI9hV'lo~ =<lIt" =201 Holbrook, Ne... York 11141 Phon" (631) 41'-522E> Fox (631) 411-522'1 Fire Sprinkler Floor Pion DIJC,K I'lALK VINEY ARD5 Moln ""od (NY5 RTE 25) Southald, Ne.V'l York FS-I of 2 , Reliable Alarm Valve Model "E" Y'oIith 2" drain BUTTERFL Y VALVE Y'iITH TAMPER 51AME5E 2 1/4 x 2 1/4 x 4" CHECK VALVE Y'iATER MAIN FIRE ALARM VALVE and RISER: REMOTE BRANCH LINE OUT51DE Y'iALL I" TE5T VALVE IN ACCE551BLE LOCATION " 45d ELBOY'i Y'i/CORR0510N RE515TANT OUTLET ACCE551BLE ENTRY !^let Pipe S~stem Test Connec.tion Sprinkler Notes, -@ I. Automatic Y'let/Dry spray sprinkler system to be Instarred . 2. System to conform to all rules 4: regulations of the Insur-an"e services oPflc.e, Commerc.lal Risk ServlG6S, lnG. Per- NFPA -13 3. Underground pipIng IncludIng ""here It enter! the I::;1uJldf"g Io'ollll be supported as speciFied by NFPA -24 pertolnlng to roddlng, clamping, and thrust blocking of the pipe. 4. InterIor hangers and supports Io'IlIlI be per SectIon 2-6 5. Inspectors test GOnnec:.tlon per SectIon 4-15.4.2 6. Dr~ inspectors test connection per See-tlon 4-15.4.3 1. Dr"aln connectIon per SaG-tlon 4-14.9 e. SprInkler spoc.lng. locatIon and positIon per SectIon 4-1 q. Pipe type and schedule per 5E>ctlon 2-9 10. All sprInkler orlFrc.es are 1/2" unless otherlo'llse noted. II. Tasting room Is to be sprrnklered. 12. Mains Schedule 10 piping, branches schedule 10 Black piping 13. All equipment approved Glnd or listed fpr fire prote"tJon service. 14. Provide all requIred sIgns. Beam -CD -~ TOP BEAM HANGER HANGER CODE III G) CV Ii) HCODE 'B18" E~e Rod Adjustable 5,^,lvel Ring Lag 5ue,^, 4c::f'-eu -D , i- N \jl \l TA5TING ROOM v II / III I~IJI[I]I / III // III / 0 rn I / / 0 111/ / 4B'-B" SO'-O" 5ECTION 'F-F' 4 'D-D' sC'ale 1/8" = 1'-0" ChQrles ~. Southard Jr. ARCHITECT 4400 Veteran's Hrghl"ta~ SUite 0201 Holbrook, Ne", York 11141 Phone ("':31) 411-5228 Fax ("':31) 411-522q TOT TOT TOT SectIon 4: DetaHs DUC-K i"IALK VINEYARDS / ~I / Main Road (NYS RTE 25) Southold, Ne~ York FS-2 of 2 . 3dD05~ SPRTNKLER S,{S'l'EM HYDRAULIC ANALYSIS page 1 DATE: 4/19n006 C:\HASS77\DUCK WALK - TAS'rING ROOM.SDF JOB TITLE: DUCK Wl\l,K - TASTING ROOM WATER SUPPLY DATA SOURCE NODE TAG STATIC PRESS. (PS I) 67.0 24 AGGREGATE FLOW ANALYSIS: HJ::SID. FLOW PRESS. @ (PSI) (GPM) 55.0 2480.0 TOTAL FLOW AT SQURC~ TOTAL HOSE STREAM ALLOWANCE AT SOURClo: O'I'HER HOSE STREAM ALLOWANCES 'J'O'l'AL DISCHARGE FROM ACTIVE SPHINKLERS NODE ANALYSIS DATA NODE TAG ELEVATION (FT) 1 lS.0 2 15.0 3 15.0 4 15.0 5 15.0 6 12.0 ~ 21.0 8 21.U 9 21.0 10 21.0 11 21.0 12 21.0 13 21.0 14 21.0 15 ?l..Q 16 21.0 17 21.0 In 12.0 19 8.0 20 8.0 21 n.o 22 2.0 23 2.0 24 -5.0 cd WdBl:B0 L00c lc '~ew NODE TYPE K~ 5.6U K= 5.60 K= 5.60 K= 5.60 K= 5. 60 K= 5. 60 K= 5.60 K= 5.60 [~= 5. 60 K= 5.60 K= 5. 60 K= 5.60 K= 5.60 K= 5.60 K= 5.60 SOURCE AVAIL. PRESS. (PSI) 66.7 'I'OTAL @ D<:MAND (GPM) 342.5 REQ'O PRESS. (PSII 65.3 342.5 GJ?M 100.0 GPM 0.0 GI'M 242.5 GPM PRESSURE DISCHARGE (PSI) (GPM) 8.8 16.6 8.8 16.6 8.9 16.7 9.1 16.9 9.5 1.7.2 .12.2 7.0 14.8 7.0 14.8 7.1 14.9 7.3 15.1 7.6 15.4 8.7 - - - 8.6 16.4 8.6 16.5 8.7 16.6 9.0 16.8 9.3 17.1 14.6 - - - 14.8 15.4 - - - 17.6 - - - 3S.1 - - - 42.1 - - - 65.3 242.5 SclB L9~ L1L: 'ON X~~ INI8W~.L: W~~ SPRINKLER SYSTEM HYDKAVLIC ANALYSIS Page 2 DATE: 4/19/2006 c: \HASS77\DUCK WIII.K - TASTING ROOM.SDF JOB TITLE: DUCK WALK - TASTING ROOM PIPE: DATA PIPE TAG Q{GPM) DIA (IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL (r'f>S) HW(C) (FT) SUM. NODES (f'l') (K) (PSI) (CPM) FL/FT (PSI) Pipe: 1 -16.6 2.157 PL 10.00 I't' 0.0 1 15.0 5.6 8.8 16.6 1.5 120 FTG PE: 0.0 2 1:'.0 5.6 8.8 16.6 0.003 TL 10.00 PV Pipe: 2 -~~,2 2.157 PL 10.00 PF 0.1 2 15.0 5.6 8.8 16.6 2.9 120 FTC PE 0.0 3 15.0 5.6 8.9 16.7 0,010 TL 10.00 PV Pipe: 3 -49.9 2.1~1 PL 10.00 PF 0.2 3 15.0 ,5.6 8.9 16.7 4.4 120 FTC PE 0.0 4 15.0 5.6 9.1 16.9 0.021 TL 10.00 PV Pipe: 4 -66.8 2.157 PI, 10.00 PF 0.4 4 15.0 5.6 9.1 16.9 5.9 120 FTO PE 0.0 5 15.0 5.6 9.5 17.2 0.036 TL 10.00 PV Pipe: 5 -84.1 2.157 PL J.3.00 PF 1.4 5 15.0 5.6 9.5 17.2 7.4 120 FTG T PE 1.3 6 12.0 0.0 12.2 0,0 0.055 TL 25.00 PV Pipe: 6 -84.1 2.157 PL 4.00 PF 0.9 6 12.0 0.0 12.2 0.0 7.4 120 FTG T p~ 1.7 19 8.0 0.0 14.8 0.0 0.055 t!ir., 16.00 PV Pipe: 7 -14.8 2.157 PL 10.00 PF 0.0 7 21. 0 5.6 7.0 14.8 l..~ 120 FTG PE 0.0 8 21. 0 5.6 7.0 14.8 0.002 1'L 10,00 PV Pipe: 8 -29.7 2.157 PL 10.00 PF 0.1 0 21.0 5.6 "1.0 14.8 2.6 120 FTG PE 0.0 9 21.0 5.6 7.1 14.9 0.008 TL 10.00 PV Pipe: 9 -44.6 2.157 PL 10.00 Pr" 0.2 9 21.0 5.6 7.1 14.9 3.9 120 FTG PE 0.0 10 21.0 5,6 7.3 15.1 0.017 TL 10.00 PV Pipe: 10 -59.7 2.157 PL 10.00 PF 0.3 10 21.0 5.6 7.3 15.1 5.2 120 r"rG PE 0.0 11 21.0 5.6 7.6 15.1 0.029 TL 10.00 PV Pipe: II -75.1 2.157 Pl.. 13.00 PF 1.1 11 21.0 5.6 7.6 15.1 6.6 120 FTG T PE 0.0 12 21.0 0,0 8.7 0.0 0.045 TL 25.00 PV Ed Wd6.:80 L00c .C '~EW SC.8 L9E L.L: 'ON ~~ INIElwtll.: WO~~ SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DA'l'.:: 4/19/2006 C:\HASS77\DUCK WALK - TASTING ROOM.SDF JOB TITLE: DUCK WALK - TAS'l'ING ROOM PIPE TAG Q(GPM) DJA(IN) LF.NGTH PRF.SS. END ELEV. NOZ. PI' DISC. Yr;L (FPS) Htt/(C) (FT) SUM. NODES (f"l' ) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 12 -75.1 2.157 PL 13.00 PI' 1.1 12 21. 0 0.0 6.7 0.0 6.6 120 FTG I' PE 5.6 20 6.0 0.0 15.4 0.0 0.045 TL 25.00 PV Pipe: 13 -16.4 2.15'1 PL 10.00 PF 0.0 13 21.0 5.6 8.6 16.4 1.4 120 FTG PE 0.0 14 21. 0 5.6 8.6 16.5 0.003 TL 10.00 PV Pipe: 14 -32.9 2.157 I'L 10.00 PF 0.1 14 21.0 5.6 8.6 16.5 2.9 120 FTG PE 0.0 15 21. 0 5.6 6.7 16.6 0.010 TL 10.00 PV pipe: 15 -49.5 2.157 PL 10.00 PF 0.2 15 21.0 5.6 8.7 16.6 4.3 120 ~"I'G PE 0.0 16 ?l.0 5.6 9.0 16.8 0.021 TL 10.00 PV pip,,; 16 -66.2 2.157 I'L 10.00 PI' 0.4 16 21. 0 5.6 9.0 16.8 5.8 120 FTG PE: 0.0 17 21. 0 5.6 9.3 17.1 0.036 TL 10.00 flV Pipe: 17 -83.3 2.157 PL 13.00 PI' 1.4 17 21.0 5.6 9.3 17.1 7.3 120 FTG T PE: 3.9 18 12.0 0.0 14.6 0.0 0.054 'fL 25.00 PY Pipe: 18 -83.3 2.157 PL 12.00 PF 1.3 18 12.0 0.0 14.6 0.0 7.3 120 FTG T PE 1.7 21 8.0 0.0 17.6 0.0 0.054 TJ, 24.00 PV Pipe: 19 -84.1 2.157 PL 12.00 PI' 0.7 19 8.0 0.0 14.8 0.0 7.4 120 FTC PE 0.0 20 8.0 0.0 15.4 0.0 0.055 TL 12.00 I'V Pipe: 20 -159.2 2.157 PL 12.00 PI' 2.2 20 8.0 0.0 15.4 0.0 14.0 120 FTC Pr: 0.0 21 8.0 0.0 17.6 0.0 0.180 TL 12.00 PV Pipe: 21 -242.5 2.157 PL 20.00 p},' 14.9 21 8.0 0.0 17.6 0.0 21.3 120 FTC 3E PE 2.6 22 2.0 0.0 35.1 0.0 0.393 TL 38.00 PV Pipe: 22 FIXED I'RESSU!<E LOSS DEVICE: 2.3 2.0 0.0 42.1 0.0 7.0 psi, 242.4 gprn 22 2.0 0.0 35.1 0.0 vd Wd6T:B0 L00e Te '~ew SeTB L9( LTL: 'ON X~~ INlaW~l: WO<l~ SPRINKLER SYSTEM HYDRAULIC ANALYSIS ~age 4 DAr~: 4/19/2006 C:\HASS77\DUCK WALK - TASTING ROOM.SDF JOB 'tITLE: DUCK WALK - TASTING [lOOM PIPE TAG Q(GPM) DIA(IN) LENGTH PLU';SS. END BLEV. NOZ. PT DISC. VEL(FPS) HW(C} (FT) SUM. NODES (rT) (K) (PSI) (GPM) FL/rl' (PSI) Pipe: 23 -242.;; 2.157 PL 50.00 PF 20.1 23 2.0 0.0 42.1 0.0 21. 3 150 FTG ,E'r PE 3.0 24 -5.0 SRCE 65.3 (N/A) 0.260 'IlL 77.20 PV NOTES: (I) Calculations were performed by the HASS 7.'7 computer program unde.- lie<o":;" nO. 49040775 gzoanl:ed by HRS Systems, Inc. 4792 LaVista Road Tucker, GA 30084 (2) The system has been calculated to provide an average imbalance at each node of 0.009 gpm and a maximum imbalance at any node of 0.198 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 21.3 ft/see at pipe 23. (4) PIPE FITTINGS TABLE Pipe Table Name: S'j'ANDARD. PIP PAGE: B MATEJHAL: THNWL HWC: 120 Dir.u:neter Equivalent Fitting Length" in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVlv BfyVlv GatVlv A1mChk DPV1v NI'Tee 2.157 6.00 12.00 3.00 14.00 8.00 1. 00 12.00 12.00 12.00 Sd Wd6,:80 L00G tc '~ew SCt8 L9E LtL: 'ON X~~ INlaW~l: W0013 <D 0.. ~ "';:; OJ> IS) OJ.... N <-1 ~ WATER SUPPLY ANALYSIS 0-3" 80.0 " 0 , . .... 0-3'" "- LEGEND t''- IS) IS) , <-1.... N .. \D I Available pressure '- .... ON N 70.0 J 1 ~ 66.69 psi @ 342.5 gpIE co 2 (lo ~ G Required pressure ~m '" >: A I 2 ~ 65.26 psi @ 342.5 gpm :oJ :>> U60.0 A. Source Supply Curve t' ~ G I 6. System Demand Curve </1 '" E , '" ...; .... 50.0 I ::> z IJ'\ P Co ~ N J ... t"' .... R H '" lD Z ~ , ~ "- E Gl <D S 40.0 I {f' M " '" s I 0 '" "- 0 >-l .... U :;: <-1 "- I 3: R 0 D E 30.0 I .. :l: /K; Z I :1:0 x :>-'" (I ( Ul:>- LL J UlO P20.0 -..It' I -..I.... S ./0 i 0 0:>- ) r oz ~:>- 10.0 t' I :.EK; :>-</1 t'.... :>:U> 0.0 B 0-3 :>- '" 0-3 .... Z W z -14.7 OJ , '" >: 600 900 1200 1500 1800 2100 2400 2700 3000 0 .(I 0'" >- FLOW (GPM) :;:.. "1 !E. 01 '" 0 0 "ltn '" LL " I CHARLES W. SOUTHARD JR. PHONE: (631) 471-5228 ARCHITECT FAX: (631) 471-5229: ,J, (: (,' {, c' JOB TITLE: DATE: DESIGN CRITERIA NEW WINERY FOR DUCKWAll< 21112006 . 'If BEe , , I ASSUMPTIONS: - THE STRUCTURE IS COMPRISED OF RIGID DfAPHRAMS AND IMLL ACT AS A SINGLE RESISTING ELEMEN~_ ;"..... WHEN CONSTRUCTED IN ACCORDANCE WfTH THIS DESIGN. ~... - BLOCKING IS REQUIRED A T ALL SEAMS & INTERSECTIONS TO ENSURE A CONTINUOUS LOAD PA TH. - (+/-) VALUES ARE STRICTL Y SHOWN FOR THE PURPOSES OF NEG. OR POS. PRESSURE AND DO NOT AFFECT DESIGN. - ANAL YSIS IS BASED ON LARGEST WING (MOST CASE SCENARIO) . THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH PRINCIPLES OF AN ENGINEERED DESIGN. BUILDING AREA (SQ.FT) 4,000.00 CONSTRUCTION TYPE Chapter e BCNYS 58 BUILDING CLASSIFICATION Table 1604.6 BCNYS CATEGORY: 1 = 1.0 (WIND, SNOW, & SEISMIC) DESIGN METHOD SECTION 2301.2.1 BCNYS ALLOWABLE STRESS (WORKING STRESS) BUILDING INFO. LENGTH 80.00 PERIMETER 260.00 LOAD CONSIDERATIONS WIDTH RIDGE HEIGHT 50.00 20.50 FOUNDATION DEPTH 3.00 EAVE HEIGHT 10.00 SIDEWALL OVERHANG 2.00 ROOF VERT. PROJ. 10.50 ENDWALL OVERHANG 2.00 ROOF PITCH(DEG) 23.00 SOIL & HYDROSTATIC SOIL LATERAL LOAD = PSF/FT OF DEPTH FLOOD ZONE BCNYS Table 1610.1 30.00 USC = GW WIND DESIGN REFERENCE: ASCE 71998AS PER 1809.1.1 OF BCNYS DESIGN METHOD: METHOD 2IANALYTICAL) AS PER Asce 71998 SeCTION 6.5 BASIC WIND SPEED BCNYS Figure 1609 (MPH) WIND EXPOSURE BCNYS Section 1609.4 LOAD CALCULATIONS ARE PERASCE SECTION 8 AS PER 1809.1.1 OF BCNYS MINIMUM WIND LOADS @ANCHORAGE ARE DESIGNED AS PER 1809.1.2 & .3 OF BCNYS CLASSIFICATION OF BUILDING II IMPORTANCE FACTOR 1.00 VELOCITY PRESSURE EXPOSURE COEFFICIENTS (Kh & Kz) 0.70 TOPOGRAPHIC FACTOR (Kzt) 1.00 GUST EFFECT FACTOR (G) 0.85 ENCLOSURE ClASSIFICATION PARTIALLY ENCLOSED INTERNAL PRESSURE COEFFICIENT (Gepi) -0.55 0.55 01RECTIONALlTY FACTOR (Kd) 0.85 EXTERNAL PRESSURE COEFFICIENT IGCpf) Figure 6-10 BUILDING SURFACE (Cpf): 1 0.56 20.21 3 -0.43 4 -0.37 5 -0.45 .00256(.711 (851(120)(120)1 1 0.22 2 -7.46 3 -21.50 4 -20.18 5.21.93 120.00 8 FIRM WIND VELOCITY PRESSURE (0z=.00256KzKztKdV21 (PSF) = DESIGN WIND LOAD IP)lPSF): LOW.RISE BUilDING DESIGN P=qh[(GCpQ-(Gcpill (PSFI 6 -0.45 lE 0.69 2E -0.27 3E -0.53 4E -0.48 21.93 6 -21.93 lE 3.07 2E -17.99 3E -23.69 4E -22.59 WIND AGAINST SIDEWALL ZONE DIMENSIONS 2. 16.00 HORIZONTAL L (FT.) HIW. (FT.) TOTAL (SQH.) 1 64.00 10.00 640.00 2 64.00 19.00 1,216.00 3 64.00 19.00 1,216.00 4 64.00 10.00 640.00 5 762.50 6 762.50 1E 16.00 10,00 160.00 2E 25.00 19.00 475.00 3E 25.00 19.00 475.00 4E 16.00 10.00 160.00 MWFRS: WOOD FRAME WI SHEAR PANELS P (HORIZONTAL) P (VERTICAL) SHEAR (WALL) P 0.22 -7.46 -21.50 -20.18 -21.93 -21.93 3.07 -17.99 .23.69 -22.59 Avg. Load (PSF) LOAD (LBS) 17,161.22 32,497.97 TOTAL LOAD I EFFECTIVE MWFRS (IN PLF) TOTAL LOAD I EFFECTIVE MWFRS (ENDWALL)(IN PLF) 171.61 NIA SHEAR (ROOF) UPLIFT TOTAL LOAD I EFFECTIVE MWFRS (SIDEWALL)(IN PLF) WIND AGAINST ENDWALL ZONE DIMENSIONS HORIZONTAL L. (FT.) 1 2 40.00 3 40.00 4 5 80.00 6 80.00 1E 2E 40.00 3E 40.00 4E 2. HIW. (FT.) TOTAL (SQ.FT.) 256.78 1,600.00 1,600.00 256.78 800.00 800.00 121.22 400.00 400.00 121.22 40.00 40.00 10.00 10.00 10.00 10.00 MWFRS: WOOD FRAME WI SHEAR PANELS P (HORIZONTAL) P (VERTICAl) SHEAR (WALL) 203.11 10.00 P 0.22 -7.46 -21.50 -20.18 -21.93 -21.93 3.07 -17.99 -23.69 -22.59 Avg. Load (PSF) LOAD (LBS) 8,348.85 62,994.68 TOTAL LOAD I EFFECTIVE MWFRS (SlDEWALL)(IN PLF) 52.18 SHEAR (ROOF) TOTAL LOAD I EFFECTIVE MWFRS {SIDEWALL)(IN PLF} TOTAL LOAD I EFFECTIVE MWFRS (SIDEWALL)(IN PLF) 0.36 393.72 UPLIFT COMPONENTS & CLADDING ROOF a (SF) WALL a (SF) EXTERNAL PRESSURE COEFFICIENT (ROOF): EXTERNAL PRESSURE COEFFICIENT (WALL): VELOCITY PRESSURE: ROOF @ CORNER (WORSE CASE): WALL @CORNER (WORSE CASE): P=[(GCp)-(Gcp;)] (PSF) P=[(GCp)-(Gcp;)] (PSF) SNOW 20.00 40.00 -2.30 -1.2 21.93 -62.51 -38.38 SNOW LOAD REFERENCE: ASCE 71998AS PER SECTION 1808.1 BCNYS ROOF SNOW LOAD ASCE SEC 7.0 GROUND SNOW LOAD (PSF) BCNYS 1603.1.3 45.00 EXPOSURE Ce ASCE TABLE 7-2 0.90 THERMAL FACTOR ASCETABLE7-3 1.10 IMPORTANCE FACTOR ASCE TABLE 7-4 1.00 SLOPE FACTOR Cs ASCE FIG 7-2 0.64 (SFH.), (P) = LBS 140.38 -9,068.43 -26,138.40 -12,914.79 -16,724.74 -16,724.74 491.32 -8,543.32 -11,252.18 -3,614.74 -16-04 (SF. FT.) , (P) = LBS 56.32 -11,932.14 -34,392.64 -5,181.58 -17,547.26 -17,547.26 372.25 -7,194.38 -9,475.52 -2,738. 70 -16.61 RAIN FLAT ROOF SNOW LOAD (PSF) AseE SEe 7.3 Pf= .7CeCtlpg 31.19 SLOPE ROOF SNOW LOAD (PSF) AseE SEe 7.4 Ps = Cspf 19.96 UNBALANCED SNOW LOADS AseE SEG 7.6 1.5PslCe 46.78 BCNYS SECTION 1611 R = 5.2(ds + dh) (PSF) DEPTH OF WATER ds (INCHES) DEPTH OF ADDITIONAL dh (INCHES) SEISMIC 0.00 0.00 0.00 SEISMIC FORCE RESISTING SYSTEM: WOOD FRAME SHEAR WALLS ANAL VSIS PROCEDURE SEISMIC USE GROUP SEISMIC IMPORTANCE FACTOR SITE CLASSIFICATION SPECTRAL RESPONSE (SHORT) Sms = FaSs BCNYS 1616.6.1 BCNYS 1604.5 BCNYS 1604.5 SIMPLIFIED 1.00 1.00 D EQ.16-16 0.42 SPECTRAL DESIGN SPECTRAL RESPONSE (1 SECOND) Sm1 = FvS1 Ea. 16.17 0.22 SD1 = 2!3Sm1 SEISMIC DESIGN CATEGORY RESPONSE MODIFICATION FACTOR: R . WOOD SEISM Ie RESPONSE COEFFICIENT Cs=SDs/(R/le) TOTAL STRUCTURE DEAD LOAD (W)(LBS) MIN. LATERAL FORCE Fx=.01Wx TOTAL BASE SHEAR (LBS) V = (1.2SDsIR) X W VERTICAL DISTRIBUTION (LBS) Fx = (1.2SDsIR) X Wx BASE SHEAR= (PLF) SPECTRAL DESIGN ROOF SOs = 2J3$ms EQ.16-18 0.28 EQ.16-19 BCNYS SECTION 1616.30.14 CATEGORY B 6.00 EO. 16-35 0.05 86,000.00 EO 16-27 860.00 EO 16-49 4,815.52 EQ 16-50 4,815.52 18.52 WEIGHT OF MATERIALS (PSF) VERT. DOWN (PSF) (UNBALANCED MAX LOAD) HORIZONTAL (WIND ON SIDEWALL) (PLF) HORIZONTAL (WIND ON ENDWALL) (PLF) UPLIFT (WIND ON ENDWALL) (PLF) UPLIFT (WIND ON SIDEWALL) (PLF) RAIN VERT. DOWN (PSF) COMPo & CLADDING 15.00 19.96 NJA 0.36 393.72 203.11 0.00 393.72 DEAD SNOW WIND WALL WIND HORIZONTAL (PLF) DEAD VERT DOWN (PLF) UPLIFT VERT UP (PLF) COMPo & CLADDING 171.61 100.00 203.11 393.72 FLOOR DEAD USE LOAD FOUNDATION FOOTINGS DEAD SNOW USE LOAD FLOOD SEISMIC VERT DOWN (PSF) VERT. DOWN (PSF) NfA 40.00 VERT. DOWN (ROOF DEAD + WALL DEAD) (PLF) VERT. DOWN (PLF) VERT DOWN (PLF) HORIZONTAL (PLF) HORIZONTAL (BASE SHEAR) (PLF) 115.00 307.05 NfA 90.00 18.52 LATERAL FORCE RESISTING SYSTEM DESIGN WOOD LATERAL FORCE RESISTING SYTEM DESIGN IN ACCORDANCE WITH SECTIONS 2304,5,& 6 OF BCNYS SHEAR RESISTANCE IS BASED ON PRINCIPLES OF MECHANICS AS PER 2305.1.1 OF BCNYS SHEATHING CAPACITY IS BASED ON BCNYS TABLE 2306.4.1 SHEAR WALL CALCULATIONS ARE BASED ON WORST CASE WALL IN SUBJECT STRUCTURE WALL TYPE: WOOD FRAMED BLOCKED OIAPHRAM SHEAR SHEAR WALL FORCE TRANSFER BCNYS. 2305.3.7.1 . NO CAPACITY ADJUSTMENT REQUIRED SHEAR CAPACITY ADJUSTMENT BCNYS 2306.4.1 SHEAR CAPACITY BCNYS TABLE 2306.4.1 WI 15/32" SHEATHING, 80 NAILS@6"DCONEDGES (PLF) CAPACITY + 100 PLF(GYP BOARD) TOTAL CAPACITY(PLF}= 492.00 SEE OPENING ANCHOR DETAIL 40% INCREASE REQ. CAPACITY= 171.61 280_00 492.00 OK EXCEEDS REQUIREMENTS UPLIFT UPLlFT@WALLS UPLIFT REQUIREMENT FROM CALCULATIONS ABOVE (PLF) UPLIFT CAPACITY OF SHEATHING WI 15/32" SHEATHING, 80 NAILS@6"OCONEDGES (PLF) 393.72 492.00 NO ADDITIONAL HOLDOWN REQUIRED UPLIFT @ ROOF UPLIFT REQUIREMENT FROM CALCULATIONS ABOVE (PLF) HORIZONTAL FORCE REQUIREMENT (PLF) CAPACITY OF (3)80 NAILS AS REQUIRED IN BCNYS TABLE 2304.9.1 (LBS) UPLIFT REQ (LBS PER RAFTER)= (REQ X 1.33) -102#. ROOF DEAD LOAD PROVIDE 18 GAUGE HOLDDOWNS@ EACH RAFTER WITH UPLIFT CAPACITY OF 150# AND LATERAL CAPACITY OF son MINIMUM. HOLDOOWNS TO BE FASTENED IN ACCORDANCE WITH MANUFACTURER RECCOMENDATION 393.72 0.36 102.00 46.64 UPLIFT REQ @ RIDGE (PLF) TENSION CAPACITY OF 2X4 COLLAR TIE (LBS) TENSION CAPACITYI UPLIFT REQ. (SPACING REQ) ROOF TRUSSES PROVIDED. COLLAR BEAMS OR RIDGE STRAPS ARE NOT REQUIRED 406.22 NOT PROVIDED NlA see truss design MINIMUM AMOUNT OF FULL HEIGHT SHEATHING (ENOWALU SHEAR REQUIREMENT FROM CALCULATIONS ABOVE (PLF) TOTAL SHEAR ON SINGLE WALL(IN LBS) REQUIRED UN. FT. OF FULL HEIGHT SHEATHING MINIMUM AMOUNT OF FULL HEIGHT SHEATHING (SIDEWALL) SHEAR REQUIREMENT FROM CALCULATIONS ABOVE (PLF) TOTAL SHEAR (IN LBS) REQUIRED UN. FT. OF FULL HEIGHT SHEATHING UPLIFT REQUIREMENT FROM CALCULATIONS ABOVE (PLF) TOTAL UPLIFT ON SINGLE WALL (IN LBS) REQUIRED L1N. FT. OF FULL HEIGHT SHEATHING 171.61 8580.61 17_44 52.18 8348.85 16.97 393.72 16248.99 33.03 PROVIDE 518" DIAMETER CORNER HOLDDOWN @EACH CORNER WI MIN. CAPACITY OF 4700# (EXCEEDS 4832# REQ.1 UPLIFT REQUIREMENT FROM CALCULATIONS ABOVE (LBS) 32497.97 TENSION CAPACITY OF 5/8" DIA. ANCHOR BOLTS (LBS) 15332.00 REQ./15332# (# OF BOLTS REQUIRED) 2.12 BOLTS REQ'OJ PERIMETER = SPACING 122.66 SHEAR REQUIREMENT FROM CALCULATIONS ABOVE 6348,65 SHEAR CAPACITY OF 5/8" OIA. ANCHOR BOLTS (LBS) 15332.00 REQ. I 15332# (# OF BOLTS REQUIRED) 0.54 BOLTS REQ'DI PERIMETER = SPACING 477.47 PROVIDE 519" DIAMETER ANCHOR BOL T5 @ 6' OC (EXCEEDS 89' REQ. SPACING) W/3" SQUARE SLOTTED WASHERS. SHALL BE WITHIN 6"'-12" FROM END OF PLATE AND MUST EXTEND T' MIN INTO FOUNDATION TO ENSURE CONTINUOUS LOAD PATH ANCHORAGE. .- ~_.i.' r ..., " , .', '.' ,I ,',i 1.'\-' I:'i " \ . , ' ..... ',' \ c. ' Permit Number Wl,~ I!l' ,', EnveloPe~c~mIiia1t~~ertthcate Checked By/Date ~, l' '.::. ';.. ' New Y-orlrState Energy Conservation Construction Code COMcheck-EZ Software Ver.;ion 3.0 Release I a Data filename: Z:\Chuck's Files\active projects\Damianoslnew duckwalkIFINAL DWGSIDUCKW ALK.cck Section 1: Project Information Project Name: Designer/Contrnctor: Document Author: Telephone: Date: New Winery i>r Merlot LLC Charles W. Southard Jr. Section 2: General Information Building Location (lOr weather data): Climate Zone: Heating Degree Days (base 65 degrees F): Cooling Degree Days (base 65 degrees F): Project Type: Window I Wall Ratio: Su1Dlk, New York lib 5750 715 New Construction 0.26 Building Tvne Other Floor Area 7605 Section 3: Requirements Checklist Bldg. Dept. Use Air Leakage, Component Certification, and Vapor Retarder Requirements I. All joints and penetrations are caulked, gasketed, weather-stripped, or otherwise sealed. 2. Windows, doors, and skylights certified as meeting leakage requirements. 3. Component R-values & U-lactors labeled as certified. 4. Fireplaces installed with tight fitting non-combustible fireplace doors. 5. Stair, elevator shaft vents, and other damper.; integral to the building envelope are equipped with motorized damper.;. ] 6. Cargo doors and loading dock doors are weather sealed. ] 7. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed; or (ii) installed inside an appropriate air-tight assembly with a 0,5 inch clearance from combustible materials and with 3 inches clearance from insulation material, ".', Climate-Specific Requirements Gross Cavity Cont. Proposed Budget Comoonent NamelDescrintion ~ R-Value R-Value lI-Factor lI-Factor Roof!; Metal Roofwith Thermal Blocks 7605 19.0 0.0 0.070 0.059 Exterior Wall I: Metal Frame, 16" o.c. 5227 13.0 0.0 0.132 0.090 Windows: Metal Frame with Thermal Break:Double Pane with Low-E Clear, SHGC 0.45, PF 0.60 838 0.220 0.598 (20)3/Ox6/8 Doors: Glass, Clear, SHGC 0.45, PF 0.72 420 0.220 0.598 (4)4/Ox6/8 Doors: Glass, Clear, SHGC 0.45, PF 0.72 112 0.220 0.598 (2)10/Ox8/0: Overhead 160 0.150 0.142 Floor!; Slab-On-Grade:Heated, Vertical 3 t. 560 5.0 (a) Budget U-metors are used ror software baseline calculations ONt Y, and are not code requirerrents. Envelope PASSES: Design 13% better than code Section 4: Compliance Statement The proposed envelope design represenred in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck-EZ Version 3.0 Release la and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed thi , t knowledge, belie( and professional judgment, such 0 peci ey are attesting that to the best of his/her in compliance with this Code. C~ W~~~ Principal Envelope Designer-Name ~ ~ r2...r06 Date I I , " " (" ~IIWi 0 . , CHARLES W. SOUTHARD JR. PHONE: (631) E1-:t~f' .:' ~.).:';_.gk'----' ARCHITECT FAX: (631)471-5229 JOB nTLE: NEW WINERY FOR DUCKWALK DATE: V1n006 DESIGN CRITERIA ASSUMPTlONS: . THE STRUCTURE IS COMPRISED OF RIGID DIAPHRAMS AND WILL ACT AS A SINGLE RESISnNG ELEMENT WHEN CONSTRUCTED IN ACCORDANCE WTTH THIS DESIGN. . BLOCKING IS REQUIRED A T ALL SEAMS & fNTERSEcnONS TO ENSURE A GDNnNUOUS LOAD PA TH. - (+/-) VALUES ARE 8TR/Crt Y SHOWN FOR THE PURPOSES OF NEG. OR POS. PRESSURE AND DO NOT AFFECTD . ANAL YS/S /S BASED ON LARGEST WING (MOST CASE SCENARIO) . THIS STRUCTURE HAS BEEN DESiGNED fN ACCORDANCE IoVITH PRINC/PLES OF AN ENGINEERED DESIGN. BUILDING AREA (SQ.FT) 4,000.00 CONSTRUCTION TYPE Chapter 8 BCNYS 58 BUILDING CLASSIFICATION Table 1804.6 BCNYS CATEGORY: 1 = 1.0 (WIND, SNOW, & SEISMIC) DESIGN METHOD seCTION 2301.2.1 BCNYS ALLOWABlE STRESS (WORKING STRESS) BUILDING INFO. LENOTH 80,00 PERIMETER 260.00 LOAD CONSIDERATIONS WIDTH RIDGE HEIGHT 50.00 20.50 FOUNDATION DEPTH 3.00 EAVE HEIGHT 10.00 SIDEWALL OVERHANG 2.00 ROOF VERT. PROJ. 10.50 ENDWALL OVERHANG 2.00 ROOF PITCH(DEG) 23.00 SOIL & HYDROSTATIC SOIL LATERAL LOAD = PSFIFT OF DEPTH FLOOD ZONE BCNYS Table 1610.1 30_00 use = GW FIRM WIND WIND DESIGN REFERENCE: ASCE 71888 AS PER 1608.1.1 OF BCNYS DESIGN METHOD: METHOD 2 (ANAL YTICALI AS PER ASCE 7 1 B88 SECTION 8.5 BASIC WIND SPEED BCNYS Figure 1809 (MPH) WIND EXPOSURE BCNYS Section 1809.4 LOAD CALCULATIONS ARE PER ASCE SECTION e AS PER 1809.1.1 OF BCNYS MINIMUM WIND LOADS. ANCHORAGE ARE DESUJNED AS PER 1809.1.2 & .3 OF BCNYS IMPORTANCE FACTOR 1.00 VELOCllY PRESSURE EXPOSURE COEFFICIENTS (Kh & Kz) 0.70 TOPOGRAPHIC FACTOR (Kzt) 1.00 GUST EFFECT FACTOR (G) 0.85 ENCLOSURE CLASSIFICATION ENClOSED INTERNAL PRESSURE COEFFICIENT (Gcpi) ..Q.18 0.18 DIRECTIONAlIlY FACTOR (Kd) 0.85 EXTERNAL PRESSURE COEFFICIENT (GCpf) BUILDING SURFACE (Cpt): 120.00 B 1 0.53 2 -0.69 3..()_48 4 -0.43 5 -0.45 6 -0.45 1E 0.80 2E -1.07 3E -0.69 4E -0.64 21.93 6 -13.82 1E 13.60 2E .27.42 3E -19.06 4E -17.99 VElOCllY PRESSURE (Qz=.00256KzKztKdV21 (PSF) DESIGN WIND LOAD (P)(PSF): LOW.RISE BUILDING DESIGN P=qh[(GCpfj-(Gcpi)] (PSF) 1 7.68 2 -19.08 3 -14.48 4 -13.38 5 -13.82 WIND AGAINST SIDEWALL ZONE DIMENSIONS HORIZONTAL L. ( FT.) _.(FT.) 2a TOTAL (SOH.) 16.00 P (SF.FT.) x (P) = LBS 164.00 10.00 640.00 2 64.00 19.00 1,216.00 3 64.00 19.00 1,216.00 4 64.00 10.00 640.00 5 762.50 6 762.50 1E 16.00 10.00 160.00 2E 25.00 19.00 475.00 3E 25.00 19.00 475.00 4E 16.00 10.00 160.00 MWFRS: WOOD FRAME WI SHEAR PANELS P (HORIZONTAL) P (VERTICAL) SHEAR (WAll) TOTAL LOAD I EFFECTIVE MWFRS (ENDWALl)(IN PLF) SHEAR (ROOF) TOTAL LOAD I EFFECTIVE MWFRS (IN PLF) UPLIFT TOTAL LOAD I EFFECTIVE MWFRS (SIDEWAlL)(IN PlF) WIND AGAINST ENDWALL ZONE DIMENSIONS HORIZONTAL L. ( FT.) 1 2 40.00 3 40.00 4 5 80.00 6 80.00 1E 2E 40.00 3E 40.00 4E HNV. (FT.) 2. WTAL (SQH.) 256.78 1,600.00 1,600.00 256.78 800.00 800.00 121.22 400.00 400.00 121.22 40.00 40.00 10.00 10.00 10.00 10.00 MWFRS: WOOD FRAME WI SHEAR PANELS P (HORIZONTAL) P (VERTICAL) SHEAR (WALL) 7.66 .19.08 -14.48 -13.38 -13.82 -13.82 13.60 -27.42 -19.08 -17.99 Avg. Load (PSF) LOAD (LBS) 18,529.91 44,767.02 185.30 N1A 279.79 10.00 P 7.68 -19.08 .14.48 .13.38 .13.82 .13.82 13.60 .27.42 -19.08 -17.99 Avg. Load (PSF) LOAD (LBS) 9,235.73 72,294.73 TOTAL LOAD J EFFECTIVE MWFRS (SIDEWALL){IN PLF) 57.72 SHEAR (ROOF) TOTAL LOAD I EFFECTIVE MWFRS (SIDEWALl)(IN PLF) TOTAL LOAD J EFFECTIVE MWFRS (SIOEWALL)(IN PLF) 12.59 451.84 UPLIFT COMPONENTS & CLADDING ROOF a (SF) WALL a (SF) EXTERNAL PRESSURE COEFFICIENT (ROOF): EXTERNAL PRESSURE COEFFICIENT (WALL): VELOCITY PRESSURE: ROOF @CORNER (WORSE CASE): WALL@CORNER (WORSE CASE): P=((GCp)-(Gcpi)J (PSF) P=[(GCp)-(Gcpill (PSF) SNOW 20.00 40.00 .2.30 .1.2 21.93 .54.40 .30.27 SNOW LOAD REFERENCE: ASCE 71888 AS PER SECTION 1S08.1 BCNYS ROOF SNOW LOAD ASCE SEC 7.0 GROUND SNOW LOAD (PSF) BCNYS 1603.1.3 45.00 EXPOSURE Ce AseE TABLE 7.2 0.90 THERMAL FACTOR ASCE TABLE 7.3 1-10 IMPORTANCE FACTOR ASCE TABLE 7-4 1.00 SLOPE FACTOR Cs ASCE FIG 7.2 0.64 FLAT ROOF SNOW LOAD (PSF) ASCE SEC 7.3 4,913.23 -23,204.50 -17,603.42 ...e,563.06 -10,536.58 .10,536.58 2,175.86 .13,023.36 -9,064.26 .2,877.75 -13.57 (SF FT.) x (P) = L8S 1,971.25 -30,532.24 -23,162.39 .3,435.61 -11,054.78 .11,054.78 1,648.54 .10,967.04 .7,633.06 .2,180.32 .15.17 RAIN Pf= .7CeCtlpg 31.19 SLOPE ROOF SNOW LOAO (PSF) ASCE SEC 7.4 Ps = Cspf 19.96 UNBALANCED SNOW LOADS AseE SEe 7.6 1.5Ps1Ce 46.78 BCNYS SECTION 1611 R = 5.2(ds + dh) (PSF) DEPTH OF WATER ds (INCHES) DEPTH OF ADDITIONAL dh (INCHES) SEISMIC FORCE RESISTING SYSTEM: WOOD FRAME SHEAR WALLS ANAL VSIS PROCEDURE SEISMIC USE GROUP SEISMIC IMPORTANCE FACTOR SITE CLASSIFICATION SPECTRAL RESPONSE (SHOR1) Sma = FaSs SPECTRAL RESPONSE (1 SECOND) 8m1 = FvS1 SPECTRAL DESIGN 80s = 213Sms SPECTRAL DESIGN S01 = 213Sm1 SEISMIC DESIGN CATEGORY RESPONSE MODIFICATION FACTOR: R. WOOD SEISMIC RESPONSE COEFFICIENT Cs=SDs/(R/le) TOTAL S1RUCTURE DEAD LOAD (W)(LBS) MIN. LATERAL FORCE Fx = .01WX TOTAL BASE SHEAR (LBS) V = (1.2SDsIR) X W VERTICAL DISTRIBUTION (LBS) Fx = (1.2SDsIR) X Wx BASE SHEAR= (PLF) SEISMIC ROOF DEAD SNOW WIND 0.00 0.00 0.00 BCNYS 1616.6.1 BCNYS 1604.5 BCNYS 1604.5 SIMPLIFIED 1.00 1.00 D eo. 16.16 0.42 EQ.16.17 0.22 eQ.16-18 028 EQ.16-19 BCNYS SECTION 1616.3 0,14 CATEGORY 8 6.00 EQ.16-35 0.05 86,000.00 EO 16.27 860.00 EO 16-49 4,815.52 EO 16-50 4,815.52 18.62 WEIGHT OF MATERIALS (PSF) VERT. DOWN (PSF) (UNBALANCED MAX LOAD) HORIZONTAL (WIND ON SIDEWALL) (PLF) HORIZONTAL (WIND ON ENDWALL) (PLF) UPLIFT (WIND ON ENDWALL) (PLF) UPLIFT (WIND ON SIDEWALL) (PLF) RAIN VERT. DOWN (PSF) COMPo & CLADDING WALL 15.00 19.96 NlA 12.59 451.84 279.79 0.00 451.84 WIND HORIZONTAL (PLF) DEAD VERT DOWN (PLF) UPLIFT VERT UP (PLF) COMPo & CLADDING FLOOR DEAD USE LOAD FOUNDATION FOOTINGS DEAD SNOW USE LOAD FLOOD SEISMIC 185.30 100.00 279.79 451.84 VERT DOWN (PSF) VERT. DOWN (PSF) NlA 40.00 VERT. DOWN (ROOF DEAD + WALL DEAD) (PLF) VERT. DOWN (PLF) VERT DOWN (PLF) HORIZONTAL (PLF) HORIZONTAL (BASE SHEAR) (PLF) 115.00 307.05 NlA 90.00 18.52 LATERAL FORCE RESISTING SYSTEM DESIGN WOOD LATERAL FORCE RESISTING SYTEM DESIGN IN ACCORDANCE WITH SECTIONS 2304,5,& 6 OF BCNYS SHEAR RESISTANCE IS BASED ON PRINCiPlES OF MECHANICS AS PER 2305.1.1 OF BCNYS SHEATHING CAPACIlY IS BASED ON BCNYS TABlE 2306.4.1 SHEAR WALL CALCULATIONS ARE BASED ON WORST CASE WALL IN SUBJECT STRUCllJRE WALL TYPE: WOOD FRAMED BLOCKED DIAPHRAM SHEAR SHEAR WALL FORCE TRANSFER BCNYS. 2305.3.7.1 : NO CAPACITY ADJUSTMENT REQUIRED SHEAR CAPACITY ADJUSTMENT BCNYS 2306.4.1 SHEAR CAPACITY BCNYS TABLE 2306.4.1 WI 15132" SHEATHING, 80 NAILS@6"OCONEDGES(PLF) CAPACITY + 100 PlF(GYP BOARD) TOTAL CAPACITY(PLF)= 492.00 SEE OPENING ANCHOR DETAil 40% INCREASE REQ. CAPACITY= 185.30 280.00 492.00 OK EXCEEDS REQUIREMENTS UPLIFT UPLIFT lBl WALLS UPLIFT REQUIREMENT FROM CALCULATIONS ABOVE (PLF) UPLIFT CAPACITY OF SHEATHING WI 15132" SHEATHING, 80 NAILS @6"DCON EDGES (PLF) 451.84 492.00 NO ADDITIONAL HOLOOWN REQUIRED UPLIFT lBl ROOF UPliFT REQUIREMENT FROM CALCULATIONS ABOVE (PLF) HORIZONTAL FORCE REQUIREMENT (PLF) CAPACITY OF (3)80 NAILS AS REQUIRED IN BCNYS TABlE 2304.9.1 (LBS) UPliFT REO (LBS PER RAFTER)= (REQX 1.33) -102#. ROOF DEAD LOAD PROVIDE 18 GAUGE HOLDDOWNS @ EACH RAFTER WITH UPUFT CAPACITY OF 15011 AND LATERAL CAPACITY OF 60# MINIMUM. HOLDDOWNS TO BE FASTENED IN ACCORDANCE WITH MANUFACTURER RECCOMENDAT10N 451.84 12.59 102.00 123.95 UPLIFT REO @RIDGE (PLF) TENSION CAPACITY OF 2X4 COLLAR TIE (LBS) TENSION CAPACITYI UPLiFT REQ. (SPACING REQ) ROOF TRUSSES PROVIDED. COLLAR BEAMS OR RIDGE STRAPS ARE NOT REQUIRED 559.59 NOT PROVIDED NlA MINIMUM AMOUNT OF FULL HEIGHT SHEATHING (ENDWALll SHEAR REQUIREMENT FROM CALCULATIONS ABOVE (PLF) TOTAL SHEAR ON SINGLE WALl(IN LBS) REQUIRED UN. FT. OF FULL HEIGHT SHEATHING MINIMUM AMOUNT OF FULL HEIGHT SHE:ATHING (SIDEWALU SHEAR REQUIREMENT FROM CALCULATIONS ABOVE (PLF) TOTAL SHEAR (IN LBS) REQUIRED UN. FT. OF FULL HEIGHT SHEATHING UPLIFT REQUIREMENT FROM CALCULATIONS ABOVE (PLF) TOTAL UPUFT ON SINGLE WALL (IN LBS) REQUIRED UN. FT. OF FUll HEIGHT SHEATHING 185.30 9264.96 18.83 57.72 9235.73 18.77 451.84 22383.51 45.49 PROVIDE 6J8" DIAMETER CORNER HOLDDOWN @EACH CORNER WI MIN. CAPACITY OF 4700# (EXCEEDS 4832# REQ.) UPliFT REQUIREMENT FROM CALCULATIONS ABOVE (LBS) 44767.02 TENSION CAPACITY OF 518" DIA. ANCHOR BOLTS (LBS) 15332.00 REQ. /15332# (# OF BOLTS REQUIRED) 2.92 BOLTS REaD! PERIMETER = SPACING 89.05 SHEAR REQUIREMENT FROM CALCULATIONS ABOVE 9235.73 SHEAR CAPACllY OF 5/8" DIA. ANCHOR BOLTS (LBS) 15332.00 REQ. J 15332# (# OF BOLTS REQUIRED) 0.60 BOLTS REQ'DI PERIMETER = SPACING 431.62 PROVlOE 618" DIAMETER ANCHOR SOL TS C!l r DC (EXCEEDS 89' REQ. SPACING) WI." SQUARE SLOTTED WASHERS. SHALL BE WITHIN e-~1T FROM END OF PLATE AND MUST EXTEND r MIN INTO FOUNDATION TO ENSURE CONTINUOUS LOAD PATH ANCHORAGE. 64/136/2067 13:23 5164715229 PAGE 131 , . i;j{~/,~!,;Char1es W Sou1hattlJr iitf~t- .... .' . .' .'. 'l,,,-REGISIEREDAROIIIECT fji' ... ~:i~?); -.:: ~~::~:?~ ~."F 'lWiSept S, 2006 4400 Veterans Highway Suite #207 Holbrook. New York 11741 '.1 I'. P R--n-';~ 'S ,0 Phone(63l)471-5228 . , . - ! ~ I ~ Fax (631) 471-5229 .JR 6 2[;,; . ---I) ..\ ..":' ::":'i .~: ;;i' ;:;;,: \>town of SouthoJd !,'l~~ if..:.:'. . '. .' . .",. :1;\ -tHo uilding Department . . ..t~,;' k. 'rA, . Town Hall 54375 State Route 25 ,j\j Southold, New Y Qrk J 1971 . ~~+j ,~:. .:: : . -". 'RE New Building for Duck Walk Winery ';;f~ :!-' ,.: . Main Road, Southold ":7t1 ;t: ", !,.~~ r...., . ), ;".J)ear Mr. Venty, "i;; ,j.'. ' Thank you.for having the inspector visit the site last week. -<~<'r. 'I." . .. . , . :it\ I;' '.. I read his comment regarding the strapping, and that none was shown. ;,~,i (c, .. Please see Sheet A'3; detail 2 and the nailing schedul!; on the same shCl;t. Sheet 1;!I:jA-J shows ShearWall deWI at opeiUngs and the Design Criteria Calculations in ,'~f \\acoordartte with ASeE ~. 7. Were inciuded with the approved drawings. ': ' Please advise him ~have him reinspect to assure the contractor has provided . tbeseitems in accordance with the pJansand specifications, If. you have any questions, please call. Thank you. Charles W. SouthardJr.