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30194-Z
FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-30376 Date: 08/24/04 THIS CERTIFIES that the building ACCESSORY STRUCTURE Location of Property: 43925 MAIN RD PECONIC (HOUSE NO.) (STREET) (HAMLET) County Tax Map No. 473889 Section 75 Block 1 Lot 17.2 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated MARCH 22, 2004 pursuant to which Building Permit No. 30194-Z dated MARCH 25, 2004 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 NEW ACCESSORY STORAGE BUILDING AS APPLIED FOR. The certificate is issued to FRANK CICHANOWICZ III (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL N/A ELECTRICAL CERTIFICATE NO. N/A PLUMBERS CERTIFICATION DATED N/A Authorized Signature Rev. 1/81 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 30194 Z Date MARCH 25, 2004 Permission is hereby granted to: FRANK CICHANOWICZ III ROUTE 25 PECONIC,NY 11958 for CONSTRUCTION OF A NEW STORAGE BUILDING AS APPLIED FOR at premises located at 43925 MAIN RD SOUTH/PEC County Tax Map No. 473889 Section 075 Block 0001 Lot No. 017 . 002 pursuant to application dated MARCH 22 , 2004 and approved by the Building Inspector to expire on SEPTEMBER 25, 2005 . Fee $ 1, 034 . 00 Authorized Signature ORIGINAL Rev. 5/8/02 Form No.6 "zito�,P TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 = 9 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees J 1. Certificate of Occupancy-New dwelling$25.00,Additions to dwelling$25.00,Alterations to dwelling$25.00, Swimming poo1.$25.00,Accessory building$25.00,Additions to accessory building$25.00,Businesses $50.00. 2. Certificate of Occu'p`ancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00,Commercial $15.00 Date. g CCt - OL-1 New Construction: _Old or Pre-existing Building: (check one) Location of Property: _7 3 K 1 ZS kA" F—D House No. Street Hamlet Owner or Owners of Property: F717Ati1 L" A V Suffolk County Tax Map No 1000, Section -7G Block Lot 1-7 , Z Subdivision Filed Map. Lot: Permit No. ?jam �C4 Date of Permit. 5 Z - Applicant-:�r2�L-c- C-L--�-1 Health Dept.Approval: Underwriters Approval: NA Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ Ap licant Sigl!�_D cct363��v I 3c �� � AUied [design A a GROW, P.C. August 2, 2004 2 2004 Town of Southold Building Department Southold,NY RE: Briarcliff Nursery 42' w x 14' h x 90'l Storage Building Southold,NY MBI Job# 1280710 Dear Sirs: I am writing to confirm and advise that the footings and foundation were observed to have been installed in accordance to my plans dated 03/18/04 including the following:. 1) Footings were placed 4'8"below grade and were drilled the diameter specified. 2) 4-46 M Base Anchors were nailed near the bottom of each column with 3-0.77"x 21/2" stainless steel nails in each anchor. 3) An 8"thick redi-mix footing was poured and an additional 8"of redi-mix was placed around the columns when setting. Yours truly, Allied Design oupw Ronald L. P�46. President '�r►n Truss Design Load - 300 pif y LUMBER SPECIFICATIONS Tc,l, Chord (3) 2X10 SYP NO. 1 KD19 .1 . 7E6 Req'd Truss Load - 4Cl psf of-1 .s OC. = 33p pff 11.1, L of d ( 1 , 2) 2X 10 SYP MSR 1950 1 . 5E6 I ower Chord 2X4/2X6 SYP MSR 1950 1 . 5E6 Welds 2X4 SYP NO. 1 KD19 1 . 7E6 LOADS TRUSS PLATE DATA -- (ANSI/TPI 1-1995) TCLL 40 psf Load duration factor = 1 . 15 20 GA. 18 GA. T C DL 3 psf AA 86 ps 1 108 psi LCDL ( psf Lateral EA 87 Ps 1 101 psi MEMBER FORCE TABLE Design Value AE 59 Psi 43 Psi EE 63 Ps 1 46 Psi Member Forces Member Stresses Tensile value 0' 403 pli 610 p(; Bending Axial Bending Axial so' 403 pli 610 pii Member CSI ( in- lbs) ( lbs) (psf ) (Psi ) Shear value 0. 275 p t i 410 pli TC 1 .676 9669 . -13616 . 452 . 0 -981 .3 30. 259 p l 1 361 p t s 60. 315 pti 410 pli TC2 , 770 14918. -13184 . 697 . 4 -950 ,2 TC3 . 861 -13031 , -11579 -609. 2 -834 .5 90. 276 p l i 403 pli LC 1 . 858 11490 . 12913 . 567 . 4 956 .5 120. 261 p t i 363 p l i 150. 306 pli 428 pli LC2 . 792 11490 . 1 1514 . 567 . 4 852 .9 LC3 . 423 452 . 8826 . 22. 3 653 .8 1015 P,. W1 . 160 0 . -1273 . . 0 -242 . 4 W2 . 433 0 . -2756 . . 0 -525 . 0 sb !` W3 ,213 0 . 1353 . . 0 257 . 7 1 �iugl8. TO W4 . 519 0 . 3289. . 0 626 . 4 11x1i R. W4 2x� s Tcz O�'.�fG • • W Too 12 3 y _D G • ,� 16x9 Pl. 18 Go. wz w3 3* •• 3xS PI. TO 1 13x8 Pl. 18 Go. = 0 11A w1 r ' - 1640 PI P,. 15x5 Pi. tf 3" id Ga 116 Go! IB Co. 9x9 PI. :x �- ' •'• • • Dar iD MM LC2 Chord 2x6 LCI ° ro r= CAWAN AI iIMER1.111E 5'0-1/4" 12.2-13/16" 4x5 Ms. Tlp. O O 20'10-1/2' Truss Reaction , 6193 . 750 tbs . 5 pv ` 42LL COMM. SC TRUSS 42' t2 ---- IvArunirlon QttiE" PLANNING BOARD MEMBERSF01.tCo P.O. Box 1179 JERILYN B.W�OODHOUSE Town Hall, 53095 State Route 25 Chr O� C3 Southold, New York 11971-0959 RICHARD CAGGIANO • Telephone(631) 765-1938 WILLIAM J.CREMERS Fax(631) 765-3136 KENNETH L. DS MARTIN H.SIDOR �Cl '1►aO PLANNING BOARD OFFICE March 19, 2004 TOWN OF SOUTHOLD Morton Buildings, Inc. c/o Mr. William Kelly 22355 County Road 48 Cutchogue, NY 11935-1146 Re: BRIARCLIFF Site Plan for one 42'x 90' Agriculture Building 43925 Main Road, Peconic,NY SCTM# 1000-75.-1-17.2 Zone: AC,Agricultural Conservation District Dear Mr. Kelly, Thank you for the pre submittal of the proposed site plan and assorted materials on the above referenced agricultural site. Per Town Code section 100-254(A) the Planning Board reviewed the proposed site plan application and materials received. The Board held a work session on March 15,2004 to review the site plan application at a pre-submission cq�ference. The review on the site plan named Briarcliff Survey dated March 1, 2004, /Tong with associated file materials clearly identify the use of this structure as an agricultural storage building. The letter from Morton Buildings, Inc., dated March 12, 2004, lists the farm equipment to be stored in the new building. On March 10, 2004,the Land Preservation Department approved the use and location of this agricultural equipment storage building on land encumbered by a development easement. The Board agreed no additional site plan requirements are applicable under this article and decided to reject the application. The decision rendered by the Planning Board for this application does not condone any other changes or deviations from the proposed construction of one 42'x90' agricultural storage building. Please refer to Town Code section 100-253 on approval of a site plan, if any other changes or deviations from the proposed construction occur at this site. If there are any questions you can contact us at(631) 765-1938 x229 between the hours of 8:00 a.m. and 4:00 p.m. Respectfully yours, 9"'�07V ox erilyn B. Woodhouse Southold Town Planning Board Chair CC:file,pb, ta,Building Department Attachment ZI1L I1�- _I-J T71NII�K-T" X T~Z TT ZVT �T T TJ`l Yl i_7 Applicant/ r Date. Owners Name: u Reviewed: 23 Architect/ Date Engineer: 41, Submitted: SCTM District: 1,000 Section: 75 131ock: Lod Project ! Q Subdivision Location: �,3b,3._ „. { G �cc� _ Name: Single R separate Required ' certification: (Yes/No) ZA Req Req. %aping District: _ (l of size: W,0_0'D 1 (IAI coverage Proposed 1 Req. Req. Req. (I'rom Yard [s- •-Y Proposed:fJD' ) [Rear Yard 01 -led 1 Project Description: AGENC 4NERMITS Permit REQUIRED FOR REVIEW M& NO YES N u b tr Suffolk County Health Dept. New York State D. E. C. Town Trustees �I'ow�1 Zoning Board approval: l To,Vn.Planning Board approval:�e l �! Flood Plane Elevation??? Flood Zone: x�¢- Dotes: J Donald R. Buettner. Ph.D. P.E. LeRoy A. Lutz. Ph.D., P.E. C chanes E. Manske. P.E. OMPUTERIZED Richard J. Schleis. P.E. James M. Fisher Ph.D.. P.E. TRUCTURAL Roger J. Becker. P Cr L. Beecher. P.E. ESIGN, INC. Curtis P s 8. Miller. P.E. Michael A. West. P.E. Daniel G. Horn. P.E. Thomas W. Whitlow. P.E. • CONSULTING ENGINEERS • Robert E. Abendroth P.E. October 6, 1980 Mr. Don Ferguson Morton Buildings , Inc. 252 West Adams Street Morton, Illinois 61550 Subject: Diaphragm Tests of 28 Gage Sheeting Dear Mr. Ferguson: This letter will serve as our report to you on the results of the diaphragm tests conducted on the 28 gage sheeting mentioned above. The tests were conducted in accordance with the criteria established by the American Iron and Steel Institute Publication "Design of Light Gage Steel Diaphragms" . Two identical tests were conducted per the criteria mentioned above. The tests were conducted using a cantilever frame 15' -0" by 18 ' -0" at the University of Wisconsin - Milwaukee. The purlins, connections and sheeting were tested in a manner to represent a building configuration as shown on the attached sheets, "Morton Buildings - 800 Series Construction Manual" - dated February 20, 1980, pages 39, 40, 69, 76, 77. The results of the tests are as follows: Ultimate Shear = 177 Shear Stiffness = 3358 Copies of the original data sheets and work sheets are attached. Sincerely yours, COMPUTERIZED STRUCTURAL DESIGN, INC. James M. Fisher, Ph.D. , P.E. Vice President JMF/jah Encl. 5678 West Brown Deer Road 9 Milwaukee, Wisconsin 53223 e Phone 414-354-0150 -_.. SYa__^._ C' LII_ _.ASSES L_1e _:tc' are the a no=n_� :�' G. -. i e Er :2t_.. _ Z 5peC_a� C' :'__ SLcL=n;s '`titE`CL__a._7,2 iars. Gr. zs Du- IIS s"c';_re S F-C.__ acct CL nz tG tae _a.^.lc blow tC ODLain eve--l. Spa=ec DL:_�^.S. u-_-i• War},.^.g _..S_ SL the COLLCA. an, proceed to the topand an-, Odd SpaCin£ will then be at the is suggested tLat you make a Haark`ng guide Out O: a -0 ce O: SD Or SasII-II_ aS snv ., i Lite listratioi] De1ow These Can. be saved and reused. 1L top �T�Eak� » 7u'r_ins are to De butted end to end 4" Delo-,.: the peak and SUilCed :.iLh an 1r" D1DCr: 25 shG»^ Delo-,;. U. n0 C17Cui^StanCeS »i11 ri2ils be PE^11LLEd in the _toss as Dur147. zuides 30' 1609 Dfor 200° S. C. I S. C. 36' i 42' 1 4 I �E j 5.. 00' '' c' G , r. l „ 1 d 4n ^On 2011 I l G-/ u' j G:.,, l 9i,I *22"r j - � /S' d� I 7 I c j 15 j 17 j 19 20 -'r *purlia_spacings are altered when the 72' aide buildings have an overhang see the overhang section for proper spacings Y \ '1 7-u--lin :'eaK pu'r _^.s = d. 'r .]St De spliced. a:: IS" block below the -purlins. The S711Clt_ dELc-_ shown DE10w. Nail the -lock to the truss with a 60d R.S. nail. '��l LhE Dea -,r1in5 to the block with 2-16d nails at each connection. Make Sure he peak pur_=ns are Doth setting on the truss. _r - -- - - - --- '\G_1 - -- ----- 4MOix BUILDINGS 800 S"cRiES CONIISTRUCION PROCEDURE MANUAL FF6. 20, 1G80 ?:uE. =c :apE the 'length of the building a: the peak to be sure it is the same length as the building JS at the beveled purlin. A'just it necessary. Ther, cl_ the ._asses are set and before the purl_^.s are , laced, both end rafters Should oe s: a_g-A:ene6- N e this is conE the p;:.__ns are then placed accCrGinC to the plans. Be absclutely Sure that no :•:irlins are Split when railed to the end truss. The purlin connection to the end -'anter must DE pre-drilled to accomoaaLe one 60d R.S. nail. See the detail below. 2x4 PURLINS PRE-DRILL HOLES FOR 60D G.S. NAILS - - - - — — - - — -- - - END TRUSSThe 20' purlins are nailed at each end and at their centers with a 60d F:.S. nail into the tr ass. They are Set to the oOttOIL Of the mark or, the truss. The 18' purlins are set to the top of the mark and nailed to the 20' purlins with 2 - l6d nails at each end. See the detail below. LAP 2"x4" ROOF PURLINS ER 60D R.S. , NAILS 16D NAILS After all roof purlins are in place, the height of the top of the 2x6 beveled purlin must be checked to make sure it is in line with the tops of the 2x4 roof purlins. This can be done by laying a short =a4 on the roof and checking the alignment of the 2x4 purlins to the 2x6 beveled purlin. If it is Orf over �" `high or low) the 2x6 beveled must be adjus c-6 accordingly. Cut the Side _=nd enc wall scua.e_ .,L_ at the same patch as t e roof line. ©1�►ON BUIL NNGS 800 S---RIES CONSTRUCTION PROCEDURE MANUAL F-EB. 20, 1930 PAC: 40 . ?oc= panels must be ap __ec in the c__ow_nt mann'-: .: the bu'_ldir.g runs north and seutcl, ::c:; -ust start at the soot end c: the b__ldi;2 and �+or1. tO-a:CS the north enc so t.^.at the !ap5 Lace sOL'LL. f the building runs east and west, Vol.' must start at the east end of the building and work towards the west because most storms would come out of we finis �.ay eliminate some problems of panels either the north o.. west- beine blown o:_- the roof , or blow.. loose on the roof , or even some roof leaks in severe sto Ls. No alternate a-pnlications are permitted. The roof steel should extend 2 past the beveled purlin. When position- ing the roof steel on, the purlins plat_ a 2';-_" N.W. nail under the roof sheet with the na41 head at the end c- t:ne sheet- Push the sheet up towards the peak until the .point of the nail h:ts t:ne beveled purlin. This G�_11 be the proper amount the steel should Ey.rEnd tc the gutter• In the case o: a side OVE- hang use a 11_" R.S. nail tC E:•:t?.,G -past the beveled I2sC15. 2 Roof steel is marked and run similar to Side steel, the first p2_nel should be placed and squared uD. At this t1%._, the gable trim should be placed rlin should be taped and each 3' interval marked. and r.ailed• The top pu all The roof panel is then placed lining up the bottoms with then in the steel and the top with the mark. The opposite side can be run in the same =inner. Place the SV5 ridgecap as you are running the opposite side of the roof for a proper fit. (Refer to flashing section.) _You must keep the Fd-ribs on opposite sides of the ridge lined up so the SATS ridgecap, will fit properly. Apply the root panels as shown below. Dote that the roof panels are nailed complete as zea• are applied (1 nail wherever a Hi-rib tresses a purlin) . They are also nailed from a carpet runner. Space panels s= - 3� =a=' �a"_.,=_ runner _ _. - - - Cn ne 'Fir st nail t:, the the ton and bo.t,om. W ;I.W. nail 1 -.a .c_ may.. _�c i i ✓ iJ I i\`�,\ -It R\ r i r _ _ -onz 1 1 IVAORR ON BUILDINGS 800 SERIES FROS=7UK MANUAL FES. 20, 1960 P'-= oo .s,:_� GG- le Garle .^m should be a-Dp1'_ec =_chit atter the first and atter the las: roof sheet on eazh Side is arplied. the bottc_ end is tc be tri ;ied tc hide the g;;tter a- is shcr»a __. the :c1_ inF _11�stration. .'he top enrd e_ the piece of SF._o to the -Dear: should be lest souare cut on the First side that is =,. The top end of the _niece or, the oppcsite side of the Deal. should be pitch cut and lapped over the other piece. Nail the piece of SF16 at the peak and at the eave to the pur- lins and beveled board. Be sure that the Y" offset is or the bottom side which is nailed to the end»all. Have a crew me=b er sight the edge _`or in and out straightness and nail the SR16 at every lap into the purlins. Then finish nailing the SR16 to eve-_-,y .f you r�ss a purlin while nailing the SR16, lift the gable zrin and apply whi to G.... silicone sealant over the hole in the roof steel. Nail the side lip of the SP16 to the peak and eave through the Hi-ribs into the end rafter. Have a crew member sight the S3,16 for up and down straightness and rail the SR16 at evert' lap. Then finish nailing the SR16 at evert Hi-rib. SR16 GABLE TRIM NOTE THAT THE GL71 7z--R IS COMPLETELYD $Y J THE SR16 FROM TH= IND � i ' PITCH CUT THIS PIECE �S R21 BEND A 1 " TAB DOWN TO CLOSE OFE THE END OF THE SR16 GABLE TRIM NOTCHING DETAIL FOR BOTT=OM OF \_ SR16 1 " OrFSET r'`1/2" OFFSET -F Ic =-iE: 7 t' URTO ., N BUILDiNGS 800 tRl,.S� CC":.,i RUCTION PnU��':1uR=� � C.4,.NUAL Fe ea-- as :e =00. ,. -a. r.-.v- •� � aD: the p=07e: i�-�� -^o -o-re_ `_-e CLI" a^G'1E _:,c DeaiLe�p� �. SSes. Na�_ »=tn c �'_ n.n na-_ t:,'p✓llC t e .. =-Oc into the pop -.U-.U:.14=._ . Notch and bend the ends to `_t ove= :.-ie S�16 ¢aDle tr_= as sho•» in tae -__st.anon below- SEND 1" TA.SS LVED SR16 V5 P.DG r ' :TS OV_R SR15 GABL= TRIM m s45--s are for building and Should De Diaced whe_e passe.SDv and vis.tCrs w'111 notice them the most. as recl_red to hold the^ in ^lace. Gable Sias: GaD1E sig^s ale used tc tr-= e=: the peal: joint or the SR16 ad SVr --ashr. 4g. Use 2 pop rivets or SneEZ meta- screws and n one na=il to hold the si`.l in -Place- NOTE lace.NOT- THAT THE ;IrD_-.SSS SVS POP RIVETS OR ic=T METAL SV5 / SCREWS I � I T Sn16 �r,iL I NT I ' I ail gable tris with 2 " N.W. nails at ever' purlin (Y 0 IS1 flit= SLILDi; r: 300 SE�1ES '2Cr:5 nUCT1CN �Q,OC`- 'n= MANUA_ t�. c0, i SGO ?AGS M, �JIJ SEMPUTERIZED Job No. Page of RUCTURALSIF" ^'r' 5678 West Brown Deer Road Job Name Date Milwaukee,Wisconsin 53223 Client Engineer I I I I I I 2x4 Pveu►� oe Gte'� I I I EDUE 2cA eoLTB.D TD f=12r4+4rL I � v flEGC oe WALL I � � I ! — I I I I I I I I i I r SQL L �eaa�t� I ,- _ ...lq3 _ a_os 992 II ,2550 ._045 357. _ . 048 _ . 493 . . .,4/7 1 °4.9 . 487- -495 ,-oSo 2000 7.88 ` 465 SSZ aso 132 2200 , 778 4 720. 052 E`-°o - 77/a483 94° °S? 3/512, _.2600... _.. , 77 _ .. . 4.8.3 ' 1,.:51-17 : os2 ...._ _...._ _ . .... 5� �ze ec( hCrrh ar e '04. 5rcfi � 40 5 h 04C D _ 5✓p _. 5Oo O , 200 - -�FJD .496 483_.. '. �' ,_ 324 l o0 _. .. _ -: 3 . 4x7 _ 1,73 .335 475' . 247 -337 /000 465 • 473 3/2- 339 48/ _472 `_,_367 . ... . . . 340 . 475 -... .4&9 470 = . ,34.2- 47& 34247(0 '46G '.5/. .. '.344 /80D 4 735- 20o0 472 ,, 4� ; .. - 79,0 348 - 2200 /. 0,30 ' .34 q 2400 ._ .... . 4GG '.. .•400 / • 08 , 35v 2600 . .._ 4(a4 _..: 457.. , .A ,8: 33. : 351 31,le �¢ I DIAPHRAGM PLOTTING PROGRAM .._I. OP-T-Ot --2e-GAGE 4. ---- LOAD " D2 T7.-_ - TA------Dl-SPL-",l-E-M W:FS -- 0 0 . 800R 0 . 500R 0 . 000R 0 . 00OR 0 . 0000 Ei 200 0 . 798 0 . 499 0 . 065 0 . 039 0 . 0353 7 . 6S3 - 600 0 . 796 0 . 495 0 . 132 0 . 042 O . i052 Boo 0 . 794 8 . 79i ] 00 . 4��9]3 O . 193 0 . 044 0 . 168 7 2 i 0 . 4 7 L . L J . 2 2 V 2- i200 0 . 788 0 . 490 0 .303 0 . 047 0 . 2842 i 1400 0 . 786 0 . 489 0 . 357 0 . 048 0 . 3402 _L 0 .7e4----f-. 4e'3 -9-22 1800 0 .782 0 .487 0 . 495 0 . 050 0 . 4822 2000 0 . 780 0 . 485 0 .582 0 . 050 0 . 5728 15 n`6-0_-y 7 8 - - - 0 .-4-8-4 0 .F 2- . i 2 �, I 2400 0 . 776 0 . 483 0 . 940 0 . 052 8 0 . 934 2600 0 . 774 0 . 483 1 . 547 0 . 052 1 . 5438 10 20 z,! 221 23{ 75' 26 1200 1.5-\ - !;�I 284'2. 18 I30 31 321I321 134, 135 36 37 4, _ 42 I�_ 14�I i 14s1 t I.71 4Y1 `` .LJ 5* "I 5 5' i �5 1 t 1 i7 �sl MOR70N 0L8 GHGE �I F1�11C1OJ S �0�0 -15- 6I 26NG r- - i 1-1 7 _ 2400 zo; Ul �� � le, 00- 2s i`��I �• LIQ i `ol 1209 it o m 1000 i I a 1' J Brie i 333 400 1 20 i-371 f,—LnLn '1N C•J ('J C1j GI ('J C',1 C4 m CCS m 1. 0 rl3G W OJ m Q 0 m r- (r7 P r9 Q ',1 9 M1 T © 666. o61Q © 6 C; s 6I r� D I SF' LHCEMEN T S i . i 151' - ri I51 •,5�. I��I i� — 1, , I I B , i L !'°! MORTON GAGE 1200 + - •,, i._ 1000 1 71C I IIsi —� 700 Soo :�- '6; I , 400 'EI — 13' lyn,l Q 1 CSI U7 Q <r7 Q U J Q w, Q on Q N m Ir- Q n a n ISS L 1 5J 10 LSI SLI-117 R Lm n� 117 rti �S� n y7—lti CU CU N CU d' t jai) 14 I i I si D I SPI 9C=. EMENTS ( SCHLE 1 : 1 /7 ► I DIAPHRAGM PLOTTING PROGRAM I TEST 2 I t l LOAD Di D2 D3 D4 DISPLACEMENT3 I6 ! 0 0 . 5008 0 SOOR 0 . 000R 0 . 200R 0 . 0000 400 0 . 496 0 . 483 0 . 144 0 .324 0 . 0588 i, 600 0 . 493 0 . 479 0 . 193 0 .335 0 . i050 1000 0 . 485 0 . 473 0 . 312 0 .339 0 . 2337 ; ! 1200 0 . 481 0 . 472 0 . 387 0 . 340 0 . 3127 12:-j - i-41" V-47$ -0-46-9--a-. 47---0--.-3 2 0 . 399 _ 1600 0 . 476 0 . 466 0 . 55i 0 .344 0 . 4833 i800 0 . 475 0 . 465 0 . 637 0 .346 0 . 5695 162 0 f ©--v-42 0 A-&A e . 780 0--34-8- -0---7'x-4' I1, 2200 0 . 468 0 . 462 1 . 030 0 .349 0 . 9695 1,Uj 2400 0 . 466 0 . 460 1 . 408 0 .3SO 1 . 3503 46-4 0 . 457 i . 933 0 . 35± i .51790 2800 0 . 462 0 .455 2 . 340 0 .352 2 .2888 1 21 3000 0 . 000 0 . 000 0 . 000 0 . 000 1 . 0833 j -- 2-i 130 G -_ 31a8 31j 1 32 "I 341 - I 13VI I3' 39 I L.. j it= 47' I.; jtf �s Ii rl Ic 1 r I S<' Z 1� L 7 TEST 2- 26013 2600 j 7� !J I'o. in 2200 �2- JI JI V I L f r Cl 2E' 1400 I�9I � rf 1002 I34 1-.- '}00 �D I 371 i 00o r-N r- to Cr) u-a n m' (n_v_ffl_R1 D]-.Ll D5 71r �1 I [f7 I4-! ,43 :4 7i I Ir � E I7 . i e : Imo ; I ' TEST 2- L200 + Itoo I I: LETT 7' I'EI 900 I _ Ido: 20I I2.' SJY.,b 33i 7 D 251 600 :4` !2C, SDI 400 + . 300 32I 331 �I -g� too li3_I I Q i) Q U7 s9 n Q n Q LO Q U7 Q U7 al in 0 6i U" -'S� u'7 rt! l:l—CI..1_!f7_I'--Ll_�l1 �r� r- trJ n� �r�_1�. !r� n� �r� _rte�� _ �r• -h © al M a © M hJ CU N tV Inr.- � ti Gi I 1 I Q Q w Q Q Q Q O Q QQ Q Q _Q Q Q Q D @ E I 31; D I SF' LF CEMENT ( SALE 1 : 1 '1 iG 1 '-1 1 MORTON BUILDINGS', INC. Do 252 W. ADAMS MORTON, ILLINOIS 61550 DIAPHRAGM TESTS OF 3' WIDE, 28 GAGE ROOF AND SIDE STEEL PANELS The attached test data are the results of diaphragm tests performed on the 28 gage material mentioned above. The tests were performed at Morton Buildings, Inc. in Morton, IL with personnel from Pittsburgh Testing Laboratory on hand to witness the testing procedure. The tests were conducted in accordance with the criteria established by the American Iron and Steel Institute Publication "Design of Light Gage Steel Diaphragms." Two identical tests were conducted per the criteria mentioned above. The tests were conducted using a cantilever frame 12'0" by 15'0" as shown in the attached drawing. The purlins, girts, connections, and steel were tested in a manner to represent the configurations shown in the attached details. The results of the tests are: 1) Roof Purlins 20" o.c. , standard nailing procedure with the lap-rib Ultimate Shear = 275 stitched* between the purlins. 2) Side Girts 36" o.c. , standard nailing procedure with the lap-rib stitched* with two Ultimate Shear = 276 41/' screws spaced equally between the girts. *NOTE: X110-1 Tru-grip screws with washers are used to stitch the lap-rib. PITTSBURGH TESTING LABORATORY � � ■ ttr AGLISMEO ISS, �s"f .fey HILLSIDE, ILLINOIS A SAh PROTECTIONMUTUAL C/4�fASANDL�t+\ ARE RMITT[DAS HE CON►IDC TIAL PROPERTY Or CLIENTS`AND AUTHORIZ TION FOR AUTHORIZATION FOR OF STArTMENTS. CONCLUSIONS OR EXTRACTS /ROM OR REGARDING OUR REPORTS IX RESERVED ►ENOINC OUR WRITTEN APPROVAL. ORDER No. CHI 659 LABORATORY No. CLIENT'S No. FILE No. REPORT June 29, 1984 Witnessing of: Shear Tests of Gusset Plates and Building Panels Performed at: Morton Buildings, Inc . Morton and Goodfield, Illinoi^ Reported to: Morton Buildings, Inc. 252 West Adams Street Dorton, Illinois 6155C, Our inspector, Mr. Gregg Haney, was at the above mentioned facilities- on May 15, 16, & 17, 1984 , to witness the above referenced testing. Copies of test results are on file at this office. These tests were of various standard fastening methods and exceeded expected minimum requirements . Inspector: G. Haney 5-15/16/17-84 PITTSBURGH TESTING LABORATORY Dan D. Troutman, Manager Chicago District av 1cc: Client o c I ( I I I i I 2x4 PveUv-N oe. Gle-r I I I I I I U i I _ I flEGC Oe LJA.LL SPAT I I 1 I I I I I I I I I I I � I I sTEE L L Fe Av- D�G�C i 1 LL j w wLLJ I py I O b o u o O C� rt x17 ! 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ZZg 3 800 ' 2_1 Z , 5oZ '1412 1-2M2 535 • 37b' 3 4400 4600 2wo z Wo Z X41 D� u L.TI m FrTE LORD co M m vers 3 2,0 o Saws b u c%L%V4 a 1 61)121 6-nn P IoST Ub` J 6b / AILS d-l44-4-- m T��� Ulk I L : _ t~jc-I_; b� OF N n TE RML PP 71 MV Oka LI RDII P XKIITIFrL RM 3200 . eta _ 38 --455 I•ooz Ate_ —_ _r�._.50� . 1-I 4 5 f . 176 3&m , 225 .; Sib 3fiDo 0 ZZS--_j 5q-7 __ , �f Z �• Sab 530 _ Z •9c5v 3 DO l000 2QW z gro � n t U LTIMO -LOFO cors v�mwt � i . �.�M � r �t�k, t �P ' Page 1 of 19 FOR: Briarcliff Nursery JOB#128-0710' Southold; NY BUILDING,USE:'Equipmont Storage BUILDING DESCRIPTION: WIDTH..................................... BIN ;42•ft LENGTH................................... BL := 90-ft OVERHANG WIDTH.................. OW*= I-ft EAVE HEIGHT.......................... EH 15-'S t. ROOF SLOPE.......................... RS := 4112 BAY SPACING......................... BS:= 7:5 ft'. BUILDING CLASSIFICATION...... BC "'If' DESIGN LOADS: ROOF LIVE LOAD....................... LL :-, 36•psf DEAD LOAD............................... DL:= 4-psf" CEILING LOAD........................... CL;":= 0-psf; WIND SPEED............................. V 3S,:=120 mph EXPOSURE CATEGORY............. EC":= ENCLOSURE CLASSIFICATION... EnC':="ENCLOSED" ' WIND IMPORTANCE FACTOR..... I w 10 REFERENCED STANDARDS: ASCE 7-98 BUILDING CODE OF NEW YORK STATE 2002 COLUMN CALCULATION: p.A.2E.1 p.A.3E.1 p.A.1 E.1 EH = 15.5•ft p.A.4E.1 BH = 14-ft BW= 42•ft J r WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR.................................................. K d := 0.85 glum 3-SECOND GUST SPEED POWER LAW EXPONENT..................... a = 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z g = • ` 3 • ' �k MEANROOF HEIGHT................................................................... H = O HEIGHT ABOVE GROUND LEVEL(ASCE minimum)....................... z = ��cc O VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ K z ;0.7•.Od F fVELOCITY PRESSURE... q := 0.00256-K z'K d'V 3S z'I w'psf q = 21.9 EDGE STRIP WIDTH....... ESW = 4.2•ft END ZONE WIDTH.......... EZW = 8.4•ft d7 g 1 mill Page 2 of 19 INTERNAL PRESSURE COEFFICIENTS: GC pi.IN =-0.18 GC pi.OUT = 0.18 EXTERNAL PRESSURE COEFFICIENTS: CASE A-TRANSVERSE LOADING END ZONES GC pf.A.1 E = 0.78 GC pf.A.2E =-1.07 GC pf.A.3E =-0.673 GC pf.A.4E =-0.618 INTERIOR ZONES GC pf.A.1 = 0.516 GC pf.A.2 =-0.69 GC pf.A.3 =-0.469 GC pf.A.4 =-0.415 CASE B-LONGITUDINAL LOADING EDGE STRIPS GC pf.B.1 E -0.48 GC pf.B.2E -1.07 GC pf.B.3E -0.53 GC pf.B.4E -0.48 GC pf.B.5E 0.61 GC pf.B.6E -0.43 INTERIOR ZONES GC pf.B.1 -0.45 GCpf62 :=-0.69 GC pf.B.3 -0.37 GC pf.B.4 -0.45 GC pf.B.5 0.40 GC pf.B.6 -0.29 Page 3 of 19 DESIGN PRESSURES - CASE A - TRANSVERSE LOADING: END ZONES P A.1 E.1 q.(GC pf.A.1 E — GC pi.IN) P A.1 E.1 = 21.078-psf P A.2E.1 q.(GC pf.A.2E — GC pi.IN) P A.2E.1 =—19.538 -psf P A.3E.1 q'(GC pf.A.3E — GC pi.IN) P A.3E.1 =—10.829 opsf P AAE.1 q.(GC pf.A.4E — GC pi.IN) P AAE.1 =—9.617-psf P A.1 E.2 q-(GC pf.A.1 E — GC pi.OUT) P A.1 E.2 = 13.175 opsf P A.2E.2 q-(GC pf.A.2E — GC pi.OUT) P A.2E.2 =—27.441 opsf P A.3E.2 q-(GC pf.A.3E — GC pi.OUT) P A.3E.2 =—18.732 opsf P AAE.2 q.(GC pf.AAE — GC pi.OUT) P AAE.2 =—17.52 opsf INTERIOR ZONES P A.1.1 q.(GC pf.A.1 — GC pi.IN) P A.1.1 = 15.289-psf P A.2.1 :- q•(GC pf.A.2 — GC pi.IN) P A.2.1 =—11.196 -psf P A.3.1 q•(GC pf.A.3 — GC pi.IN) P A.3.1 =—6.334-psf P A.4.1 q-(GC pf.A.4 — GC pi.IN) P A.4.1 =—5.167 opsf P A.1.2 q•(GC pf.A.1 — GC pi.OUT) PA.1.2 = 7.386 opsf P A.2.2 q.(GC pf.A.2 — GC pi.OUT) P A.2.2 =—19.099'psf P A.3.2 q-(GC pf.A.3 — GC pi.OUT) P A.3.2 =—14.237 opsf P A.4.2 q-(GC pf.A.4 — GC pi.OUT) P A.4.2 =—13.07 opsf MAIN WINDFORCE-RESISTING SYSTEM END ZONE HORIZONTAL LOADS PA.Ewall = 30.696 opsf P A.Eroof= 0 Opsf INTERIOR ZONE HORIZONTAL LOADS P A.wall = 20.456 opsf P A.roof = 0-psf Page 4 of 19 DESIGN PRESSURES - CASE B - LONGITUDINAL LOADING: EDGE STRIPS P B.1 E.1 q.(GC pf.B.1 E — GC pi.IN) P B.1 E.1 =—6.586*psf P B.2E.1 q.(GC pf.B.2E — GC pi.IN) P B.2E.1 =—19.538 -psf P B.3E.1 4'(GC pf.B.3E — GC pi.IN) P B.3E.1 =—7.683 opsf P B.4E.1 q•(GC pf.B.4E — GC pi.IN) P B.4E.1 =—6.586 opsf P B.5E.1 q.(GC pf.B.5E — GC pi.IN) P B.5E.1 = 17.343 opsf P B.6E.1 q'(GC pf.B.6E — GC pi.IN) P B.6E.1 =—5.488 opsf P B.1 E.2 q.(GC pf.B.1 E — GC pi.OUT) P B.1 E.2 =—14.489 opsf P B.2E.2 q.(GC pf.B.2E — GC pi.OUT) P B.2E.2 =—27.441 opsf P B.3E.2 q.(GC pf.B.3E — GC pi.OUT) P B.3E.2 =—15.586 -psf P B.4E.2 q.(GC pf.B.4E — GC pi.OUT) P B.4E.2 =—14.489 opsf P B.5E.2 q.(GC pf.B.5E — GC pi.OUT) P B.5E.2 = 9.44-psf P B.6E.2 q.(GC pf.B.6E — GC pi.OUT) P B.6E.2 =—13.391 opsf INTERIOR ZONES P B.1.1 q.(GC pf.B.1 — GC pi.IN) P B.1.1 =—5.927 opsf P B.2.1 q.(GC pf.B.2 — GC pi.IN) P B.2.1 =—11.196 opsf P B.3.1 q-(GC pf.B.3 — GC pi.IN) P B.3.1 =—4.171 opsf P B.4.1 q-(GC pf.B.4 — GC pi.IN) P B.4.1 =—5.927 opsf P B.5.1 q.(GC pf.B.5 — GC pi.IN) P B.5.1 = 12.733 cpsf P B.6.1 q-(GC pf.B.6 — GC pi.IN) P B.6.1 =—2.415 opsf P B.1.2 q-(GC pf.B.1 — GC pi.OUT) P B.1.2 =—13.83 opsf P B.2.2 q.(GC pf.B.2 — GC pi.OUT) P B.2.2 =—19.099 Opsf P B.3.2 q.(GC pf.B.3 — GC pi.OUT) P B.3.2 =—12.074 opsf P B.4.2 q-(GC pf.B.4— GC pi.OUT) P B.4.2 =—13.83 opsf P B.5.2 q-(GC pf.B.5 — GC pi.OUT) P B.5.2 = 4.83-psf P B.6.2 q.(GC pf.B.6 — GC pi.OUT) P B.6.2 =—10.318 -psf Page 5 of 19 MAIN WINDFORCE-RESISTING SYSTEM LOADS END ZONES p B.Esidewall = 0*psf P B.Eroof= 0*psf P B.Eendwall = 22.831 opsf INTERIOR ZONES p B.sidewall = 0*psf P B.roof = 0 013sf P B.endwall = 15.147 opsf MAIN WINDFORCE-RESISTING SYSTEM DIAPHRAGM PROPERTIES/(STITCH SCREWED) DIAPHRAGM: Ultimate Shear: 177 Ib/ft 275 Ib/ft Safety Factor: 2.5 2.5 Duration Factor: 1.33 1.33 Allowable Diaphragm Shear= (177/2.5)(1.33)=94.2 Ib/ft Allowable(Stitch) Diaphragm Shear= (275/2.5)(1.33)= 146.3 Ib/ft Page 6 of 19 CASE A-TRANSVERSE LOAD PATH DESCRIPTION The following is the load path for wind shear acting upon the sidewall. 1) Hi-rib steel to 2x4 nailers 2) 2 x 4 nailers to 3-2 x 6 column 3) 3-2 x 6 column to truss(see Note#1 below) 4) Truss to 2 x 4 purlins 5) 2 x 4 purlins to roof hi-rib steel 6) Roof hi-rib steel to 2 x 4 purlins at endwall 7) 2 x 4 purlins to end truss 8) End truss to hi-rib steel 9) Hi-rib steel to 2 x 8 splashboard 10)2 x 8 splashboard to 3-2 x 6 endwall columns 11) 3-2 x 6 endwall columns to 46M base anchors 12)46M base anchors to concrete footing Notes: 1) With the columns considered as propped cantilevers, 5/8 of the load resisted by the column is transferred to grade and not into the roof diaphragm. The remaining 3/8 of the load and the load acting on the horizontal projection of the roof is transferred into the roof diaphragm (see loading calculations below). 2) See fastening schedules on Sh. 4 for specific fastening information. CASE A-TRANSVERSE END ZONE LOADING TO ROOF DIAPHRAGM: cu A.ezwall •375-EH-p A.Ewall w A.ezwall = 178.418°plf RS BW (0 A.ezroof (12 '2)'p A.Eroof w A.ezroof- 0°plf EL T := w A.ezwall +w A.ezroof EL T = 178.418°plf CASE A-TRANSVERSE INTERIOR ZONE LOADING TO ROOF DIAPHRAGM: A.izwall .375•EH•p A.wall w A.izwall = 118.901 °plf RS BW A.izroof (7 2--'2)'p A.roof w A.izroof= 0°plf IL T := 10 A.izwall +W A.izroof IL T = 118.901 °plf Page 7 of 19 CASE B-TRANSVERSE LOAD PATH DESCRIPTION The following is the load path for wind shear acting upon the endwall. 1) Hi-rib steel to 2x4 nailers 2) 2 x 4 nailers to 3-2 x 6 column 3) 3-2 x 6 column to end truss(see Note#1 below) 4) End truss to 2 x 4 purlins 5) 2 x 4 purlins to roof hi-rib steel 6) Roof hi-rib steel to 2 x 4 beveled purlin at sidewall 7) 2 x 4 beveled purlin to 3-2 x 6 sidewall column 8) 3-2 x 6 sidewall column to 2 x 4 nailers 9) 2 x 4 nailers to hi-rib steel 10) Hi-rib steel to 2 x 8 splashboard 11)2 x 8 splashboard to 3-2 x 6 sidewall columns 12)3-2 x 6 endwall columns to 46M base anchors 13)46M base anchors to concrete footing Notes: 1) With the columns considered as propped cantilevers, 5/8 of the load resisted by the column is transferred to grade and not into the roof diaphragm. The remaining 3/8 of the load is transferred into the roof diaphragm (see loading calculations below). 2) See fastening schedules on Sh. 4 for specific fastening information. CASE B-LONGITUDINAL END STRIP LOADING TO ROOF DIAPHRAGM: w B.ezwall •375-EH-p B.Eendwall + 2 p B.Eendwall w B.ezwall = 164.666 op EL !- := w B.ezwall EL L = 164.666 opl CASE B-LONGITUDINAL INTERIOR ZONE LOADING TO ROOF DIAPHRAGM: w :_ .375•EH•p + EZW+ L(!2—/ - ECJ 112-) S p = 162.265 I B.izwall B.endwall 2 12 )' B.endAlB.izwall p IL L := w B.izwall IL L = 162.265 oplf Page 8 of 19 CASE A-TRANSVERSE WIND LOADING DIAGRAM 180 172 ENV BL—OW 164-- 156-- 148-- 140-- 132-- 124-- 116-- 108-- 100 64156148140132124116108100 0 20 40 60 80 Building Length CASE A-TRANSVERSE SHEAR TO ROOF 5850.48- 4680.39-- 3510.29- 2340.19-- 1170.1-- -1170.1 850.484680.393510.292340.191170.1-1170.1 0 20 40 60 80 -2340.19-- -3510.29-- -4680.39 2340.19-3510.29-4680.39 -5850.48 Building Length SHEAR TO ENDWALL = 5850.485•lb NOTE: Roof Width: RW = 44•ft Allowable_Diaphragm_Shear Roof := 94.2•plf•RW Allowable_Diaphragm_Shear Roof = 4144.891b Allowable—Diaphragm—Shear—Roof—Stitched := 146.3•plf•RW Allowable—Diaphragm—Shear—Roof—Stitched = 6437.2•lb STITCHING LENGTH = 12-ft Page 9 of 19 165 CASE B-LONGITUDINAL WIND LOADING 164.7 BW- 164.4-- 164.1-- 163.8-- 163.5-- 163.2-- 162.9-- 162.6-- 162.3-- 162 W-164.4164.1163.8163.5163.2162.9162.6162.3162 0 10 20 30 40 Building Width 3417.66 CASE B-LONGITUDINAL SHEAR TO ROOF 2734.13 2050.59 1367.06-- 683.53 -683.53 0 10 20 30 40 -1367.06-- -2050.59-- -2734.13 1367.06-2050.59-2734.13 -3417.66 Building Width SHEAR_TO_SIDEWALL = 3417.658•1b NOTE: Roof Length: RL = 92-ft Allowable-Diaphragm-Shear-Roof := 94.2-plf•RL Allowable_Diaphragm_Shear Roof = 8666.4•1b Page 10 of 19 ENDWALL DIAPHRAGM SHEAR TRANSFER: Total Shear Transferred to Endwall= SHEAR TO ENDWALL = 5850.485 olb Shear Load Resisted by West Endwall siding (Hi-Rib Steel) = SIDING = 3956.4•lb OSB = 1894.08-1b Shear Transfer is made through 1 layer of 7/16"OSB Length of OSB Shearwall: Shear load in OSB diaphralfVQTH = 6.23•ftOSB LERGTFT = 304.026 oplf From BUILDING CODE OF NEW YORK:STATE 2402.-Table 2306.4.1 Allowable-Shear = 319.8 Ib/ft (O.82 x 390 = 319.8 lb/ft) Shear Load Resisted by East Endwall siding (Hi-Rib Steel) = SIDING = 1978.2•lb OSB = 3872 28•1b Shear Transfer is made through 1 layer of 7/16"OSB Length of 09B Shearwall: IFTH = 12.46-ft Shear load in OSB diaphra�FOSB LENG"M = 310.777 oplf From BUILDING"CODE OF NEW YORK-,STATE 2402-Table2306.4.1 Allowable Shear = 319.8 lb/ft '(0.82 x 390 = 319.8 Ib/ft) STITCH SCREWED ROOF AREA CALCULATION: Diaphragm Properties/(Stitch Screwed) Diaphragm Ultimate Shear: 177 Ib/ft 275 Ib/ft Safety Factor: 2.5 2.5 Duration Factor: 1.33 1.33 Allowable Diaphragm Shear=(177/2.5)(1.33) =94.2 Ib/ft Allowable(Stitch) Diaphragm Shear= (275/2.5)(1.33)= 146.3 Ib/ft Roof Length to be Stitched = 10.14 ft Use Stitched Screwed Roof Diaphragm for 12 If from each end Page 11 of 19 COLUMN DESIGN CRITERIA: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers. P :_ (LL+ DL +CL)•BS•(BW + OW) P = 66009lb p Columns in End Zone EZW = 8.4•ft r w P A.1 E.1•BS w•EH2 M a = —T - o 11:33 M a = 4747.572•lb•ft C LOWEST SPLICE CUTOFF X = 1.5•ft M [2.w.EH-(EH - X) - w (E 2- X)21.5 ft b :: 1 M b =-2628.208•lb•ft 1.5-ft END ZONE COLUMNS K C 1.5-ft PN= P-UPLIFT MA X = 1.5-ft BW P N := P - [-P A.2E.1•BS•(2+ OW11 Column Size = "3-2x6 Laminated Column w/2x6//stiffener" A = 33 osgin F c = 1750 opsi S = 30.25 ocuin F b = 1900*psi Id = 30.55 PN 2 Ma 1.12. in INTERACTION VALUE :_ (A- r- 6/ + c S•F b-1.6 1 (-FCEj INTERACTION VALUE = 0.869 SPLICE CHECK(Mb) A s = 33 osgin F c s = 1750 opsi S s = 22.69 ocuin F b s = 1900-psi in PN 2 I Mb12 \ / INTERACTION-VALUE 1.6 + s c / S s'F b.s'1.6 1 - CE Page 12 of 19 INTERACTION VALUE = 0.669 TRUSS TO COLUMN CONNECTION: ROOF LOAD Truss is saddled between outside members of column and bearing on center member with (2) 1/2" Diameter through Machine Bolts and (8)20d R.S. Nails Connector Load = 3114.2•lb P = 660091b Center—Member—Is = 112x6" Area centermember = 8.25 osgin Bearing_Stress := (P — Connector Load) Bearing—Stress = 367.41 -psi Area centermember'1.15 UPLIFT Connector Load = 4332.8•lb BW) 1 UPLIFT := p A.2E.2'(BW +OWl•BS BDL := DL-BS-f(2 +OWl BDL = 660-lb L\ J UPLIFT = 4527.724•lb NET UPLIFT := UPLIFT — BDL NET UPLIFT = 3867.7249lb Page 13 of 19 FOOTING: Illowwable SQ(I_Bearing_Pressure ;'—3000-psf P = 6600.1b Footing_Diameter = 20-in Footing Thickness = 8-in Area act := Footing_DiametW-7i Area act = 2.182•ft2 Area reqd owa e_ of_ eanng_ ressure Area reqd = 2.2'ft2 WIND LOAD UPLIFT: UPLIFT := p A.2E.2-(BW + OW)-BS UPLIFT = 4527.724•lb / d := 4.0-ft R 1 = 10 ain R 2 := d•tan(.5236) + R 1 R3 := R2 — R1 Soil Volume Above Footing P R2 = 3.143 oft V := 3.7c.d.(R12 + R22+ R1-R2) R 3 = 2.309 oft V = 55.251•ft3 Total Soil Weight Allowable_Soil Weight := 100•pcf TSW := V•Allowable_Soil Weight \3100 TSW = 5525.105•lb d = 4-ft Building Dead Load (4)46M Base Anchors BDL := DL•BS. (BW) + OWl w/(4) 0.177"0 x 2-1/2 LL\ / JJ Post Anchor Nails per BDL = 660•lb Anchor = 20-in Total Weight on Footing TWF := TSW+ BDL TWF = 6185.105.1b COLUMN TO FOOTING CONNECTION: (4) Base Anchors w/(4) .1.77"x 2-1/2" Galvanized Threaded Nails Each NET UPLIFT := UPLIFT — BDL NET UPLIFT = 3867.724.1b Page 14 of 19 No.of Nair Required to Resist Uplift= NAILS = 12 OVERHEAD DOOR HEADER(.Section C-C): 5-1/4"x 16-1/2"Glu-Lam Beam, Fb =2400 psi 6,600.00 lb 6,600.00 lb 7.5' 7.5' 7.5' 6,600.00 Ib 6,600.00 Ib Sact =238.22 in3 Mmax =49500 ftlb Sreq =215.22 in3 TRUSS TO HANGER CONNECTION: (14) 1-1/2" R.S. Nails&(1) 1/2"x 4" M. Bolt& 15 sqin bearing Allowable Load = 12584.5 Ib HANGER TO HEADER CONNECTION: (6)20d R.S. Nails(0.177"dia)&21.0 sqin Bearing Allowable Load = 17084 Ib HEADER TO HANGER CONNECTION: (6)20d R.S. Nails(0.177'dia) &21.0 sqin Bearing Allowable Load = 17084 Ib HANGER TO COLUMN CONNECTION: 16.0 sqin Bearing &(2) 1/2"x 12" LAGS Allowable Load=30360 Ib Page 15 of 19 JAMB FOOTING: Footing_Diameter:=28•1n Atlowable.�Soil,'Searinjj Pressure :=3000-psf JF := 13200•Ib (worst case) Area act Footing_Diameter2•ir Area act = 4.276•ft2 Area regd Allowable of J eanng_ ressure Area regd = 4.49ft2 Page 16 of 19 2x4 PURLINS: Roof load 2 x 4 purlins, No.2 SPF F b := 1509.4-psi Purlin spacing............. PS :='20•in' Roof sheeting load....... SL := 0.9•psf Purlin dead load.......... PL := 1.1-psf TOTAL_LOAD := LL+ SL + PL TOTAL-LOAD = 38-psf M max •1071-TOTAL-LOAD Pin BS2 M max = 381.544-lb-ft 12• � _ M max*12•(� S l regd b•1.15 / S - regd 2.638 ocuin Uplift 2"x4" Purlin with Clip to Truss Connection: (2) 1-1/2" nails 137-jai •2•nail•1.6 = 438.4olb Required Purlin Spacing: 438.4•Ib = 29.896 yin Net-suction 2•BS 2"x4" Purlin with Simpson H4 Clip to Truss Connection: Required Purlin Spacing: 360-Ib = 24.55 oin Net suction 2•BS Roof Sheeting to 2"x4"(No. 2 SPF) Purlin Connection (No Thermax): #9 x 2"Stainless Steel Screw 181.7-lb•1.6 = 290.72 0Ib Required Purlin Spacing: 290.72•Ib Net—suction suction•1• = 74.345 yin Page 17 of 19 SIDEWALL NAILERS: I II I II II I I I I I I I I SP = 7.1259ft 2 x 4 nailers, 2100f MSR SPF F b := 2100•psi NAILER SPACING....................... NS := 24-in' NAILER TRIBUTARY AREA.......... NTA = 15 osgft NAILER WIND LOAD................... suction := 33.55•psf' suction. Nn •(BS— .375 ft)2 12• � M max 8 M max = 425.797•lb•ft M max•12-(_ff) in S reqd b1.101.6 qd S re = 1.382-cuin .6 Suction on Nailers(Fasteners): Maximum nailer spacing: 3 nail•1.6.2 in-59-lb in = suction 27.012 oin Actual Nailer Spacing NS = 24-in Page 18 of 19 EMBEDMENT: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d 4-ft S 3 1600';psf w := PA.1E.1-BS w•EH2 Ma = 8 M a = 4747.572•lb•ft hP := Ma B = 0.592•ft GIVEN 2=4.25•h P dTF S 3=200.2.1.33•d•(cuffl d S3 := Find(d,S 3) COLUMN EMBEDMENT DEPTH: d = 4.0019ft S 3 = 2128.73 -psf Soil Classification#4 BASE ANCHOR STRAP CHECK Veo Horizontal Shear at Grade: SHEAR = 1272.947•1b 3/16"X3/4" H.R. Flat S Allowable Shear resisted by two Base Anchor Straps: Consider 22,000 psi steel ost Steel Area = 0.105 int r Nails Therefore Allowable Shear =4620 lb ember Allowable Shear resisted by 8-30d R.S. Nails: Column = 8(201)(1.6)=2572.8 lb Allowable Withdrawal of Strap in Concrete: _(1.0 in)(0.75 in)(2)(2000 psi)= 3000 Ib Page 19 of 19 SEISMIC DESIGN Seismic Use, Group := "I" Site_Glass := "D" Spectral response acceleration @ short periods(SS): S s := 0.25 Spectral response acceleration @ 1-second periods(S,): S 1 := 0.08 Site coefficient(%): F a = 1.6 Site coefficient(Q: F v = 2.4 Sms := Fa'Ss Sms = 0.4 Sml := Fv'S1 Sm1 = 0.192 2 S DS \3 'S ms S DS = 0.267 2 S D1 3 'S m1 S D1 = 0.128 Seismic Design_Category_S s = 'B" Seismic_Design_Category_S 1 = "B" Note: Most severe category governs; therefore Seismic—Design—Category = 'B" DESIGN REQUIREMENTS FOR SEISMIC CATEGORY B Is building light-framed construction three stories or less in height? LFC31ess := "YES" Response modification factor(R): R := 6.5' Building Weight: W= 45000•lb SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS SAP = "APPLICABLE" 1.2•S DS V ._�•W V = 2215.385•lb www.mortonb?ildirngs.com MORTONILDINGS, INC. www.mortonbd Cox Lane Industrial Parkffic : 1 O e 5 6/734-4060 22355 County Rd.48, Unit 4•Cutchogue, New York 11935-1146 Fax: 5161734-4061 March 12, 2004 To: Mr. Brum Semon Senior Site Plan Reviewer Southold, N.Y. 11971 pL� C� [�o � C� From: Bill Kelly Agent Briarcliff Nursery/Frank Cichamwicz. MAR A: 2 2004 Date: 3/11/0+ Southold Town Plannin BoarA REFERENCE: AGRICULTURAL STORAGE BUILDING USE SMM# 1000-75-1-17 . 2 The proposed 42' x 90' Agricultural Storage building is to be used as an equipment storage building. The type (3 of equipment to be stored is farm equipment as follows: (A) Tractors/Tree Spades. (B) Seeders. (C) Sod cutter/Harvester. �r (D) Forklifts. (E) Mowers. (F) Plows. (G) Disc. Generally all of the field use equipment for planting and harvesting sod and nursery stock. Thanks, Bill Kelly BK/sw Encl: Excellence-Since 1903 '� r' SOV�g�FFO�,�co MELISSA A. SPIROTown Hall, 53095 State Route 25 LAND PRESERVATION COORDINATOR ,ter � P.O.Box 1179 Gy Southold,New York 11971-0959 Telephone(631) 765-5711 Fax(631) 765-1366 DEPARTMENT OF LAND PRESERVATION TOWN OF SOUTHOLD To: Bruno Semon Senior Site Plan Reviewer "OR, 1' 2004 From: Melissa Spiro Land Preservation Coordinator n IA Date: March 10, 2004 Re: Request for Revised Location of Agricultural Equipment Storage Building SCTM #1000-75-1-17.2 Landowner: Briarcliff Nursery/Frank Cichanowicz On March/i, 2004, Bill Kelly, agent for Briarcliff Nursery/Frank Cichanowicz, sent a letter to the Land Preservation Committee together with a revised site plan showing a revised location for a proposed Agric iltural Equipment Storage Building. The building is shown as a 42' x 90' agricultural equipment storage building and is proposed to be located within the existing Town Development Rights Easement. The location of such is shown on a survey dated 3-01-04, of which your office already has a copy; however, I've attached a copy of the proposed building location for your convenience. The Land Preservation Committee, in accordance with Section 25-50 C. (2) [3] of the Town Code, reviewed the request for the revised location at the March 9, 2004, Land Preservation Committee meeting. The recorded easement for this property allows land within the easement to be used for the purpose of agricultural production. The Committee determined that the requested agricultural equipment storage building is allowed within the easement area. A motion was presented and unanimously adopted to recommend approval and construction of the agricultural equipment storage building in the proposed location, in accordance with all applicable Code requirements. MS/md encs. cc: Bill Kelly w/attachment Building Dept. w/attachment Truss Design �oad - 300 plf LUMDER SPEC I F I CAT I IJNSIV � I (q) 1.hor-d (3) 2X 10 SYP NO . 1 KD 19 :1 . 7E6 Req'd Truss Load - yo psf at 7S oC. = 3ckp prf I t.l i i l oi- d ( 1 , 2> 2X 10 SYP MSR 1950 1 . 5E6 owt,r Chord 2X4/2X6 SYP MSR 1950 1 . 5E6 tl hs 2X4 SYP NO. 1 KD19 1 . 7E6 LOADS TRUSS PLATE DATA (ANSI/TPI 1-1995) TCLL 3G psf Load duration factor = 1 . 15 20 GA. 18 GA. TCDL y psf AA 86 ps 1 108 Ps I LCDL - psf Lateral EA 87 psi lot PSI MEMBER FORCE TABLE Design Value AE 59 Psi 43 Psi - EE 63 Ps 1 46 Ps 1 Member Forces Member Stresses Bending Axlat Bending Axlat Tensile Value 0 403 p( 1 610 pl1 900 403 pl1 610 pt; Member CSI ( in- lbs) ( (IDS) (PSI > (PSI ) Shear Value 0. 275 pl i 4t0 pl i TC1 . 676 9669 . -13616 . 452 . 0 -981 .3 30. 259 pt1 361 pig TC2 . 770 14918 . -13184 . 697 . 4 -950 , 2 60. 315 pt 1 410 pl I TC3 . 861 -13031 . -11579 -609.2 -834 .5 90. 276 pt i 403 pig LC 1 858 11490 . 12913 . 567 . 4 956 .5 120° 266 pt 1 pt i 428 150. 306 pl1 428 p11 LC2 . 792 11490 . 1 1514 , 567 . 4 852 .9 LC3 . 423 452 . 8826 . 22 . 3 653 . 8 10A15 P,. W 1 . 160 0 . -1273 . . 0 -242 . 4 h. 6.10, W2 . 433 0 . -2756 . . 0 -525 . 0 410.ra, W3 . 213 0 . 1353 . . 0 257 . 7 TO W4 . 519 0 . 3289. . 0 . 626 . 4 11x16 P1. '�� 2r10x1B• I3e��/Z. W4 2x4 TC2 T°• 12 W2 W3 3x3 P1. -� 4 18x9 PI. 18 Go. TO 13x8 PI. 18 Ga. 11x1 WI 16x10 PI PI15si5 P1. h 18 Ga. 17x8 PI. : I _ _ 18 Ga. l8 co. YxY P1. s ;:I. t -® LC2 tM.... t. 7f - 1 S-1/2" LO (b Chord 2x6 LCI 1 catwtn At i:04HIIIIE 5'0-1/4" 4x5 Pis. TW. O 20'10-1/2" Truss Reaction , 6193 , 750 tbs . 4.2LL COMM. SC TRUSS 42' ----- Morton Buildings 765.1802 BUILDING DEPT. INSPECTION [ FOUNDATION iST [ ] ROUGH PLBG. [ ] NDATION 2ND [ ] INSULATION [ FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: DATE �S � INSPECTOR 2!�� � Q 765-1802 BUILDING DEPT. INSPECTION FOUNDATION IST [ ] ROUG PLBG. [ ] FOUNDATION 2ND [ ] 1 LATION [ ] FRAMING [ FINAL [ ] FIREPLACE A CHIMNEY REMARKS: a ° A DATE INSPECTOR a'� � 9 FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION(1ST) 41ec Irl ►-J -------------------------------------- FOUNDATION -----------------------------------FOUNDATION(2ND) • z 0 r IN S1 y ROUGH FRAMING& PLUMBING y INSULATION PER N.Y. y STATE ENERGY CODE « a ra 6 I o FINAL C ADDITIONAL COMMENTS IL _0 - Z m N � I LVA l ►d UP) O x t� � y b �3 TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST R"NUILDING DEPARTMENTy�� Do you have or need the following,before applying? �y TOWN HALL " A 2 2 Gtr Board of Health NOUTHOLD,NY 11971 3 sets of Building Plans I EL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey www. northfork.net/Southold/ PERMIT NO. 3 b ( W Check Septic Form N.Y.S.D.E.C. Trustees Examined ,20 Contact: Approved ,20 Mail to: Disapproved a/c Phone: 7 3_I Li 0 C,y Fxpiration 0 F � Building Inspector APPLICATION FOR BUILDING PERMIT Date Z--7 , 20 OL( 4V4 INSTRUCTIONS a. This application.MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 3 ;ets of plans, accurate plot.plan to scale.Fee according to schedule. b. Plot plan showinj.locatfon of lot and of buildings on premises,relationship to adjoining premises or public streets or 3xeas, 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 if the 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. APPLICATION IS HEREBY MADE to the Building Departmehl for,the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions,or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances,building code,housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Sign e f dppfcant or dame,if a corporation) 7-7-354S OC L J4 UN V7 -0 LA (Mailing address of applicant) Cart 40evue- MU I1��s State whether applicant is owner, lesse , agent, hitect, engineer, general contractor, electrician,plumber or builder .h4ftJl Name of owner of premises 'A � (As on the taxc-il or latest deed) If applicant is a corpor. 'on, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. � Electricians License No. Other Trade's License No. A& 1. Location of land on which proposed work will be done: ���� 454in 5 M-A4---iO P-0 House Number Street Hamlet County Tax Map No. 1000 Section Block 1 Lot —r7 � l�. Z- Subdivision Filed Map No. Lot (Name) 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy—AaQsA�� �� ���6_ 3. Nature of work(check which applicable): New Building Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cos 4?,�� Fee `` � (To be paid on filing this application) 5. If dwelling, number of dwelling units AJA Number of dwelling units on each floor KA If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. A`A 7. Dimensions of existing structures, if any: Front A Rear / Depth AA Height ALIS Number of Stories Dimensions of same structure with alterations pr additions: Front Rear Abk- De N Height MA Number of Stories AL 8. Dimensions of entire new construction: Front2 Rear--JZ,- Depth 'qHeight ZZ' Number of Stories 9. Size of lot: Front Rear `Z: C) Depth s ?� .�-7 A 10. Date of Purchasef*fCl- Name of Former Owner 11. Zone or use district in which premises are situated�L 12. Does proposed construction violate any zoning law;grdinance or regulation? YES NO 13. Will lot be re-graded? YES NOkWill excess fill be removed from premises? YES NOY 14. Names of Owner of premises 1J940jt`f- Address Phone No. Name of Architect Address Phone No Z 9 t-t- 4 De,Q Name of Contractor �GtG��LIDIV Address Phone No. — Li 6(,n 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 x * 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) COUNTY OF�k4 being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the � �`'� l (Contractor,Agent, Corporate Officer, etc.) 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. Sworn tg before me thiss---��--- ,, y o f �Ji C i` 004 L Notary Public 'Sigin 6 e o plicant Notary Public,Statelof New York No. 01 GL4879505 Qualified in Suffolk Countyl Commission Expires Dec. 8,' OFFICE: MORTON BUILDINGS GENERAL SPECIFICATIONS CUTCHOGUE N.Y. JOB NO. LAMINATED COLUMNS - NO. 1 OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S 128-0710 COLUMNS USED IN MORTON BUILDINGS ARE PRESSURE TREATED BELOW GRADE TO A RETENTION OF .8 POUNDS PER CUBIC FOOT WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE TYPE, AS LISTED IN o FEDERAL SPECIFICATION TT-W-571J. THE TREATED PORTION OF THE COLUMN EMBEDDED IN GROUND U a SHALL BE LAMINATED WITH STAINLESS STEEL NAILS. CERTIFICATION OF N FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG 4 FEET DEEP MIN. DEPTH BELOW GRADE AND NAILING & CONNECTIONS I REQUIRED. en READY-MIX CONCRETE PADS OR DRY CONCRETE MIX PADS ARE POURED IN PLACE (NOTE PLANS FOR O w SIZE & TYPE). TWO GALVANIZED STEEL BASE ANCHORS ARE PLACED 1" FROM BOTTOM OF COLUMN OR 1/2" GALVANIZED STEEL ROD PLACED 2 1/2" FROM BOTTOM OF COLUMN, ADDITIONAL CONCRETE ALL CON$TflUCTIONSHALL w MIX IS PLACED AROUND BASE OF COLUMN THEN BACKFILLED WITH SOIL AND COMPACTED AT 8" INTERVALS. HEREOUIREMENTSbFTH a. SPLASHBOARDS - SPLASHBOARDS ARE NO. 2 OR BETTER SOUTHERN YELLOW PINE 2" OF NEW YORK STATE.x8" 525 AND CENTER �� MATCHED, PRESSURE TREATED TO NET RETENTION OF .6 POUNDS PER CUBIC FOOT WITH CHROMATED COPPER ER ARSENATE TYPE III, OXIDE TYPE, IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS' ASSOCIATION SPECIFICATIONW ALLI C2. ONE ROW IS FURNISHED FOR BUILDING ON A LEVEL SITE, IG > Z z FRAMING LUMBER - SIDE NAILERS ARE 2x4 S4S OR 2x6' SPF NO.2 OR BETTER SPACED APPROXIMATELY 30' O.C. �Lv o WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURLINS ARE 2x4" S4S NO. 2 OR �J.J BETTER ON EDGE SPACED APPROXIMATELY 24" O.C. ALL OTHER FRAMING LUMBER IS NO. 2 OR BETTER. o Z N � ROOF TH 18 0 GAUGE LVANIZED EL TRUSS LATES AS REQUIRED SAND KILNDRIEDLUMBERS AS PIECIFIEDON-PLANT QUALITYA CONTTROLENSPECTIONP IS CONDUCTED iOn117nHCH LL_ ��y} �Y WITH CHAPTER "46" LI- ��` • I -SOD DAMAGE PREVENTION J � . UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH SOUTHOLD TOWN CODE. 0 CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. Q SIDING PANELS (KYNAR 500/HYLAR 5000) - 0.019" MIN., G90 GALVANIZED OR AZ55 Fh W =� GALVALUME, WITH AN ADDITIONAL BAKED-ON KYNAR 500/HYLAR 5000 FINISH WITH m ~- o T � A NOMINAL 1 MIL PAINT THICKNESS ON EXTERIOR. OR ROOFING PANELS (FLUOROFLEX 2000 TM 1 -0.019" MIN., AZ55 GALVALUME WITH AN Q ADDITIONAL BAKED-ON THICK POLYURETHANE PRIMER AND KYNAR 500/HYLAR 5000 TOPCOAT OCCUPANCY OR�+ �+ IfL WITH A TOTAL MINIMUM PAINT THICKNESS OF 2 MILS ON EXTERIOR. USE IS UNLAWFULV m TRIM - DIE-FORMED TRIM OF 0.019" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL BUILDING DESIGN CRITERIA WITHOUT�CERTIFICATE a ON GABLES, RIDGES, CORNERS, BASE, WINDOWS, AND DOORS WITH SAME FINISH AS USE GROUP S-1 OF OCCUPANCY . j CONSTRUCTION TYPE VB ROOFING OR SIDING PANELS . FLOOR AREA 3,780 SQ. FT. �` �° C4- a'7 07 9�v- - � i MEAN ROOF HEIGHT 20 -6 FT. TYPICAL LUMBER SPECIFICATIONS - 1997 NDS J GUTTERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, KYNAR 500/HYLAR 5000 BUILDING CATEGORY II LIVE ROOF LOAD DESIGN 36 PSF SIZE DESCRIPTION BENDING VALUE Fb W a GROUND SNOW LOAD 45 PSF 2'x4" N0.1&2 SPF 1313 PSI FINISH TO MATCH TRIM, ON BOTH SIDES OF THE BUILDING. W vi WIND SPEED Vss 120 MPH 2"x4" 2100f MSR SPF 2100 PSI WIND IMPORTANCE FACTOR 1.0 2'x6" NO.1&2 SPF 1138 PSI W O ADDITIONAL NOTES EXPOSURE CATAGORY B 2'x6 NO. 1 SYP 1650 PSI Q 1.) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART INTERNAL PRESSURE COEFFICIENT f0.18 2'x8 NO. 1 SYP 1500 PSI BUILDING DESIGN CONDITION ENCLOSED 2 x10 NO. i SYP 1300 PSI OF THESE DRAWINGS. ZONE 1 14.25, -23.35 PSF 2 x12 NO. 1 SYP 1250 PSI COMPONENT & CLADDING ZONE 2 14.25, -47.75 PSF ALL 1950f MSR SYP 1950 PSI 2.) ALL INTERIOR PARTITIONS AND ROOM FINISHES IF NOT INCLUDED WITH THESE DRAWINGS SHALL BE PROVIDED WIND LOADS ZONE 3 14.25, -47.75 PSF 1 1 2x16 LAMINATED VENEER LUMBER 2800 PSI DRAWN BY: KP-873 ZONE 4 25.3, -27.5 PSF 3 1 2x15 GLU-LAM 1650 PSI BY OWNER, STANDARD FINISHES SHALL HAVE LESS THAN 200 FLAME SPREAD RATING AS REQUIRED BY ZONE 5 25.3, -33.55 PSF 5 1 4•x16 7 2. GLU-LAM 2400 PSI DATE: 10/6/03 5 1 4x19 7 2° GLU-LAM 2400 PSI CHECKED BY: DON T. ASTM E84 FOR ORDINARY CONDITIONS AND 25 OR LESS FOR EXITS, PASSAGEWAYS, AND CORRIDORS, NOTE: HIGHER GRADE MATERIAL REQUIRED AS NOTED ON PLANS. DATE: 10/14/03 3.) FLOOR COVERINGS JUDGED TO REPRESENT AN UNUSUAL HAZARD SHALL MEET THE SAME TESTING PROCEDURES NOTE: THESE PLAN REFLECT AN ENGINEERED DESIGN (NOT A PRESCRIPTIVE REVISED DATE: AS REQUIRED FOR WALL AND CEILING FINISHES. DESIGN) THAT SATISFY THE STRUCTURAL REQUIREMENTS OF THE RETAIN STORM WATER RUNOFF APPROVED AS NOTED REVISED DATE: BUILDING CODE OF NEW YORK STATE. PURSUANT TO SECTION 45-IOC DATE: B.P.4 3 REVISED DATE: 4.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC OF THE TOWN CODE. JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. SHEET INDEX FEE: / O .3� By:DEPARTMENT a-- REVISED DATE: UNDEP'k'»TT �RTIFICATE NOTIFY BUILDING DEPARTMENT 765-1802 6 AM TO 4 PM FOR THE 5.) KYNAR 500 IS A REGISTERED TRADEMARK OF ELF ATOCHEM NORTH AMERICA, HYLAR SHEET # DESCRIPTION Rm71p,F,y FOLLOWING INSPECTIONS: 5000 IS A TRADEMARK OF AUSIMONT, USA, 1 OF 10 SPECIFICATIONS & SHEET INDEX 1' FORNREQUIRED POURED CRETE amoF'NeWyw 2 OF 10 COLUMN PLAN 2. ROUGH . FRAMING & PLUMBING 3 OF 10 ELEVATIONS 3. INSULATION 4. FINAL • CONSTRUCTION MUST ;'* . 2 0• 4 OF 10 SECTIONS, DETAIL, & FASTENING SCHEDULES BE COMPLETE FOR C.O. d C52x4FK 10-00 Z I HEREBY CERTIFY THAT THE STRUCTURAL [X5I@DN6MCTION SHALL MEET THE S OF 10 SECTIONS THIS BUILDING WAS PREPARED BY ME OR UN RVAYENTS OFTHECODESOFNEW �e DIRECT SUPERVISION AND THAT AM A OUL �{ $?7}.10T RESPONSIBLE FOR E OF 10 TRUSS BRACING LAYOUT & DETALS "xy�'OEyS`tl REGISTERED PROFESSIONAL E GIN ICN R ONSTRUCTION ERRORS. 7 OF 10 DETAILS v,e/ 8 OF 10 TRUSS DRAWING & DETAILS RIONALD L. SUTTON, P.E. tXi '� MICHAEL L. McCORMICK P.E. SOTED 9 OF 10 SLIDING DOOR BRACING DETAILS (� 10 OF 10 SECTIONS & DETAILS �7 �� L;q DATE:03. 1 ,a4 REG. # : S7� 19 NO. 170 10 OFFICE: CUTCHOGUE. N.Y. • m JOB N0, 'o a of ,i 0� 128-0710 o � N n ,n n m r ao 00 7'-41/2 7'-6" 7'-6" 7'-81/4" 22'-11/2' 7'-81/4" 7'-6" 7'-6" 7'-6" 7'-41/2" N C 1'-0" VENTED SIDEWALL OVERHANGS 2'-D" NON-VENTED ENDWALL OVERHANGS — N \m ,\m °.,m 8,`m 'gym 3 @ ° 3 G_ M C o o o w m 5 — c z 18"m 34'-101 2 0 18m 31 -11/2 L a 27'-10 i/2" — T 18"m ER 1 . 1 20'-10 1/2" — -+ 18"mLLJ V / � o 1_ 13'-10 7/2" — 18"0 z to �. .I 18"m 10'-71/2" n�rar� i 6'-10 1/2" 18"m 18"m 6'-101/2^ M ' U \ — T 5 4 T —\ o o o Q v '7 ✓ "m ' � 0 18'm m 'W em am o —0.-0. o'-o" o I Q 7'-4 1/2' 7'-6" 7'-6" Y-B 1/4" 22'-1 1/2" 7'-81/4' 7-6' 7'-6" 7'-6' 7'-4 I/2' o Zg L) m •i n 0 � /� O o a o a V / R f M M b m 00 LLj Z 00 COLUMN PLAN � W m a 2' 8' �J SCALE: Q o 7 -4, 16' � COLUMN PLAN LEGEND DRAWN BY: KP-873 o - 3-2"x6" LAMINATED COLUMN LOCATION DATE: 10/6/03 ® - 3-2"x6" LAMINATED COLUMN LOCATION W/SPLICE STIFFENER s - 3-2"x8" LAMINATED COLUMN LOCATION CHECKED BY: ■ - HEADERED TRUSS LOCATION ❑i _ (2) 3068 9100 PLAIN FLAT SLAB WALK DOORS W/LOCKSETS DATE: Q 2 22'-6"x14' DOUBLE SLIDING WOOD SIDE DOORS REVISED DATE: Q - 21'x14' DOUBLE SLIDING WOOD END DOOR - (8) 3065 SKYLITES REVISED DATE: - 81M BASE ANCHORS REVISED DATE: + (3) 7/16" OSB SHEARWALLS (SEE DETAILS SHEET 7 OF 8) z - 42' S.C. TRUSSES ® 7'-6" O.C. TYPICAL 16ZIEVISED DATE: - CONTINUOUS 2"x4" LOWER CHORD TRUSS TIES @ 3'-6" O.C. AND 2"x6" DIAGONAL END BRACES APPROXIMATELY 7'-0" O.C. TYPICAL 18'm - 18" DIAMETER FOOTING W/ ��p1u°u�°yW ROUGH OPENING SCHEDULE 8" THICK READI-MIX CONCRETE PAD. SE OF NEh w" UNIT SYMBOL PLACE A MINIMUM OF 8" READI-MIX 0 C3 O L. .y0p'@. FROM LEGEND WIDTH HEIGHT CONCRETE AROUND COLUMNS WHEN 'i4 .02 O 37 3/4" 1 80 3/4" SETTING. 20"0 - 20" DIAMETER FOOTING W/ 8" THICK READI-MIX CONCRETE PAD. 1 �� .46 C6 PLACE A MINIMUM OF 8" READI-MIX CONCRETE AROUND COLUMNS WHEN ��"yTti, oe SETTING. 28"m - 28" DIAMETER FOOTING W/ 11" THICK READI-MIX CONCRETE PAD. PLACE A MINIMUM OF B" READI-MIX SCALE: AS NOTED CONCRETE AROUND COLUMNS WHEN SHEET NO. SETTING. 2 of 10 OFFICE: CUTCHOGUE, N.Y. 4.2' WIDE JOB NO. 4.2' WIDE (ZONE 2 & 3) *(ZO* 1) (ZONE 2 & 3) (ZONE 2) 128-0710 * * * VENT-A-RIDGE (ZONE 3) • ul U ( a • I (ZONE 3)ZONE 2) �� N 5" O.G. GUTTERS I .0 n HI-RIB STEEL �- T#21 CORNER TRIM O m w m T#167 TRANSITION TRIM V Z HI-RIB STEEL WAINSCOT w T#21 CORNER TRIM p T#167 BASE TRIM 81.6' (ZONE 4) 4.2' WIDE 1 . 1 4.2' WIDE (ZONE 5) (ZONE 5) NORTH ELEVATION Z L } C7 w z * NOTE: STITCH 12 LF FROM EACH ENDWALL (n � (SEE DETAIL, SH. 7) � r a 0 z VENT-A-RIDGE C )/ W 5" O.G. GUTTERS m 0 HI-RIB STEEL V m T#21 CORNER TRIM Q / � o T#167 TRANSITION TRIM ' x HI-RIB STEEL WAINSCOT ` 0m T#21 CORNER TRIM `./ T#167 BASE TRIM p �7 a 81.6' (ZONE 4) 4.2' WIDE U (ZONE' SOUTH ELEVATION (ZONES) Z o � W a JA Q o 4.2' WIDE 4.2' WOE (ZONE 2 & 3) (ZONE 2 & 3)� DRAWN BY: KP-873 4.7 WIDE 12 4.2' T#16 GABLE TRIM WIDE T#16 GABLE TRIM DATE: 10/6/03 12 (ZONE 2 & 3) q� (ZONE 2 & 3) 4� CHECKED BY: DATE: REVISED DATE: REVISED DATE: REVISED DATE: HI-RIB STEEL HI-RIB STEEL REVISED DATE: T#21 CORNER TRIM T#21 CORNER TRIM T167TRIM T#167 TRANSITION TRIM HII RIB STEELITION WAINSCOT ?�pF NEW yO1, HI-RIB STEEL WAINSCOT T#21 CORNER TRIM T#21 CORER TRIM T#167 BASE TRIM *'•�•O L' 33.6' (ZONE 4) .a O: 33.6' (ZONE 4) 42' WIDE I 59• 4.2' WIDE 4.2' WIDE 4.2' WIDE (ZONE 5) (ZONE 5) EAST ELEVATION (ZONE 5) a , „ 4 (ZONE 5) rmmon• WEST ELEVATION 2' B' SCALE: 1 4 16 SCALE: AS NOTED SHEET 140. 3 OF 10 OFFICE: Q Q FF2000 HI-RIB STEEL CUTCHOGUE, N.Y. 02%4" PURLINS ® 20" O.C.--\ JOB NO. (NO. 2 SPF) ROOF STRUCTURE FASTENING SCHEDULE 128-0710 2"x4" BEV. PURLIN WIRE MESH FILLER STRIP 1 VENT-A-RIDGE TO RIDGE BASE TRIM #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS ® 8" o.c. 2"x6" BEV. FASCIA z RIDGE BASE TRIM TO 2"x4" PURLINS 0.135' x 2-1/4" RUBBER WASHER RING SHANK GALVANIZED NAIL AT EVERY HI-RIB 1 -0 o.c. • o o SIMPSON HCH18 CLIP Q Q +6 a HI-RIB STEEL TO 2"x4" PURLINS 0,135" x 2-1/4" RUBBER WASHER RING SHANK GALVANIZED NAIL AT EVERY HI-RIB 1'-0' O.c. `� 'p 5" O.G. GUTTERS T#144 & 146 FASCIA TRIM�� 4 20 ga. GALVANIZED PURLIN CONNECTORS #9 x 1" TRU-GRIP SCREWSNOR 42' S.C. TRUSS 9 M5 Q 0.200 x 6 60d RING SHANK NAILS IN PRE-DRILLED HOLE s 2'x4" PURLINS TO TRUSS N 21 zo SOFFIT -- wpt HI—RIB/SOFFIT CAP (2) 1/2"x5 1/2" M. BOLTS & © HCH18 CLIPS TO 2"x4" PURLINS (4) 0.131" (8d) x 1-1/2" RING SHANK NAILS a / (8) 20d R.S. NAILS Qi HCH18 CLIPS TO TRUSS (4) 0.131" (8d) x 1-1/2" RING SHANK NAILS 2"x6" OVERHANG NAILER e HI-RIB TO 2"x4" PURLINS IN EDGE STRIPS 3 1/2" R.W. NAILS O m @ 42' STRAIGHT CHORD TRUSS TO COLUMN (2) 1/2'x5 1/2" MACHINE BOLTS m HI-RIB STEEL (KYNAR) 1B (8) 0.177" x 4" (20d) RING SHANK NAILS V z ALI 3-2"x6" LAMINATED COLUMN W/ p 2"x6"%7' SPLICE STIFFENER �..� a 2"x4" NAILERS ® 24" O.C. 15 L 2100f MSR SPF 2"x4" PURLIN 1 1 1 1/2"xi 1/2" VERTICAL BLOCKING W 14'-0" AT COLUMN LOCATION 7j GRADE TO HEELLij T#167 TRANSITION TRIM \T 7/2,• (/") 2"x6" NOTCHED NAILER 13 60d R.S. NAIL HI-RIB STEEL WAINSCOT (KYNAR) fiQQSIMPSON HCH18 TIE FASTEN TO z o CI 7/16" OSB PROTECTIVE LINER t4 TRUSS AND PURLIN W/ (4) -,�- Bd x 1 1/2" NAILS (1 1/2" R.S,) - - T#167 BASE TRIM 20 go. GALV. PURLIN CONNECTOR @ (1) ROW 2"x8" TREATED SPLASHBOARD 1z TRUSS �_4" CONCRETE FLOOR* 81M BASE ANCHOR ++ < ~— 0 W - FINISH GRADE ` 1 1 4" MINIMUM COMPACTED GRANULAR BASE* ` �MM CONCRETE FLOOR NOTES W 2 1.) 3500 PSI, 5 1/2 BAG MIX CONCRETE. 2.3 REINFORCING: 6x6-10x10 WWM / \ s 3 SLOPE GRADE AWAY FROM BUILDING O 1• PER FOOT FOR A MINIMUM DISTANCE OF 10' PLUS Q� OVERHANG WIDTH. �••f� 4.) WHEN A VAPOR RETARDER IS PROVIDED. PLACE A MINIMUM fi MIL POLYETHYLENE VAPOR RETARDER ON (1) 09%1" TRU-GRIP SCREW ON p TOP OF A MINIMUM 4' COMPACTED GRANULAR BASE AND DIRECTLY BELOW THE CONCRETE FLOOR. PEAK SIDE AND (2 ON EAVE (4) 46M BASE ANCHORS to SIDE(JOINT MUST BE F PURLIN ITIGHOTLBEFORN HES EWN 7 m 8" THICK READI-MIX CONCRETE PAD. FASTENING CLIPS) PLACE A MINIMUM OF 8" READI-MIX v7 O CONCRETE AROUND COLUMNS WHEN a SETTING. NOTE: 2"x4" BUTTED PURLIN DETAIL W Al, IDENTIFIES ITEMS THAT ARE NOT Q 20'0 PROVIDED BY MORTON BUILDINGS, INC. SCALE: II/Z' = 1'-0" z z OR MORTON BUILDINGS' SUBCONTRACTORS = SIDEWALL SECTION A- A AND ARE THE OWNERS RESPONSIBILITY. w 120 M WIND SPEED (V,,) SCALE' 112' = 1'-0" J P.H. '^ Q o WALL FRAMING FASTENING SCHEDULE DRAWN BY: KP-873 1D 46M BASE ANCHOR TO COLUMN 0.177" x 2-1/2" STAINLESS STEEL NAILS (3) PER ANCHOR DATE: 10/6/03 11 81M BASE ANCHOR TO COLUMN 0.177" x 2-1/2" STAINLESS STEEL NAILS (4) PER ANCHOR CHECKED BY: I2 2"7" SPLASHBOARD TO COLUMN (4) 0.177" x 4" (20d) GALVANIZED RING SHANK NAILS @ SPLICE/ (3) 0.177" x 4' (20d) GALVANIZED RING SHANK NAILS ® STANDARD CONNECTION 13 2"x6" NOTCHED NAILER TO COLUMN (4) 0.148" x 3-1/2" (16d) NAILS ® SPLICE/ (3) 0.148" x 3-1/2' (16d) NAILS @ STANDARD CONNECTION DATE: 0 7/16" OSB TO SPLASHBOARD & NOTCHED NAILER 0.106" x 1-1/4" ASBESTOS SIDING NAILS REVISED DATE: 15 2"x4" NAILER TO COLUMN (4—0.148- x 3-1/2" (16d) RING SHANK NAILS ® SPLICE/ (3) 0.148" x 3-1/2" (16d) RING SHANK NAILS @ STANDARD CONNECTION REVISED DATE: 16 END TRUSS TO 2-2"x6" END COLUMN EXTENSIONS (8) 0.177" x 4" (20d) RING SHANK NAILS REVISED DATE: n 2"x4" PURLIN TO END TRUSS 0.200" x 6" (60d) RING SHANK NAILS IN PRE-DRILLED HOLE REVISED DATE: 16 HCH18 CLIPS TO END TRUSS (4) 0.131" 8d) x 17/2" RING SHANK NAILS 1s HI-RIB STEEL TO NAILERS #9 x 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'-O" o.c.) z0 SOFFIT TO WALL INSERTED IN PRE-FORMED SLOT IN SOFFIT/HI-RIB CAP +wOpF NEW '14, SOFFIT z1 SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE A<E )'pg4G Qi 7/16" OSB SHEARWALL 2a OSB TO PERIMETER BLOCKS/ FRAMING 0.120"—xi-3/4" SMOOTH SHANK SHINGLE GUN NAILS O 3" o.c. °* •o za OSB TO INTERMEDIATE FRAMING 0.120" x 1-3/4" SMOOTH SHANK SHINGLE GUN NAILS O 6" o.c. I ;yr ' 2s BLOCKS TO COLUMNS 0.131" x 3-3/4" (20d) SMOOTH SHANK GUN NAILS ® 3" o.c. 11 .5711 MzzFnvnnn SCALE: AS NOTED SHEET NO. 4 OF 10 2"x4" PURLINS ® 20" O.C. OFFICE: 2"x4" BLOCK BETWEEN PURLINS (4) 2 1/4"' R.W. OR 2"x4" PURLINS CUTCHOGUE. N.Y. 16 R.S. NAILS JOB N0. T#16 GABLE TRIM 2"x6" BEV. FASCIA (2) 60d R.S. NAILS IN 3 4� 128-0710 T#194 TRIMSIMPSON H4 CLIP OVERHANG RAFTER 6 SOFFIT / (1) 20d R.S. NAIL THROUGH 2"xW N OV CUT TO FIT BETWEEN OVERHANG FRAMES IF SOFFIT HI-RIB CAP / / STRAP & INTO BRACE END BRACE STRAP 6" MESH W KYNAR HI-RIB STEEL / / / / W/ PRE-PUNCHED HOLES (BEND TO FIT 2-2"x6" E.C.E. 2"x6" BEV. FASCIA / / / 2x6' DIAGONAL BRACING (3) 1 1/2" R.S, NAILS 42' END TRUSS / / FASTENED TO COLUMN W/ I (4) 16d R.S. NAILS �� ______________________ __________ M ----- -----2"x4" TIES 2"x6" OVERHANG NAILER ° 2"z8" HEADER (N0. 1 SYP) 42' S.C, TRUSS C=) m ADDL, 2"x6" NAILER T#71 TRACK COVER 51M TRACK C.„.) Z w 3"x4" TRACK BOARD p, 340L TRUSS HANGER oz 1 1/2"x2" BLOCK W/(14) 1 1/2" R.S. NAILS L,F> az & (1) 1/2"x2 1/2" M. BOLT T#74 TRACKBOARD TRIM 5 1/4"x16 1/2' GLU-LAM 14'-0" 3-2"x10" UPRIGHT HEADER (2400fb) 0� GRADE TO BOTTOM 53M BASE ANCHOR (EACH SIDE W OF TRACK GIRT T#25 JAMB TRIM OF 3-2"x10" UPRIGHT) W/ (2) W 2"x3" JAMB 1/2"x6" M. BOLTS THROUGH L UPRIGHT AND (2) 1/2"x4 1/2" > LAG BOLTS THROUGH GLU-LAM � z V 14'-O° 3-2"x8" LAMINATED JAMB COLUMN (n GRADE TO HEEL o BEYONDD W AN ADDITIONAL 2"x8" TREATED LAMINATE FOR HEADER � SUPPORT z m w SLIDING DOOR HEADER SECTION C- C SCALE• 1 " = 1'-O.. E J TOP OF BEAM NAIL BEAM HANGER TO COLUMN C ) HANGER SETS FROM OUTSIDE WITH (3) S.S. Of �� N DOWN ON COLUMN ANCHOR NAILS Q SQUARE CUT E W J COLUMN o CO a FINISH GRADE Q o 4'-0" V m m jn O v � a (4) 46M BASE ANCHORS 1 . 1 CD a NAIL HANGER TO BEAM ? FROM INSIDE WITH GLU-LAM BEAM = 8" THICK READI-MIX CONCRETE PAD. (3) S.S. COLUMN w 18"0 PLACE A MINIMUM OF 8" READI-MIX ANCHOR NAILS a CONCRETE AROUND COLUMNS WHEN vi SETTING. 3-2"x8" LAMINATED COLUMN ADDITIONAL TREATED _ J o LAMINATE Q o ENDWALL SECTION B - B INSIDE VIEW 120 M.P.H. WIND SPEED (V,�) SCALE: 1/2" = 1'-0" BEAM HANGER DRAWN BY: KP-873 DATE: 10/6/03 NAIL 2"x8" GIRT TO CHECKED BY: BEAM WITH 20d GUN NAILS DATE: 4" O.C. STAGGERED. REVISED DATE: KYNAR HI-RIB STEEL 2-2"x6" UPRIGHT REVISED DATE: REVISED DATE: REVISED DATE: 2"xi D" TRACK GIRT R 2"x10" HEADER R (2) 2"x6" BLOCKS 4 (2) 1/2"x12" LAG BOLTS0, of... W�'`', T#71 TRACK COVER O 53M BASE ANCHOR (EACH SIDE @' r -� SG�,0 51M TRACK �, OF 3-2"x10" UPRIGHT) W/ (2) 3"x4" TRACK BOARD 1/2"x6" M. BOLTS THROUGH 2"x3" JAMB 1 1/2"x2" BLOCK & T#74 UPRIGHT AND (2) 1/2"x4 1/2" 'F / # LAG BOLTS THROUGH 2"x6" BLOCKS 14'-0" �� 4y, q°+. T#23 JAMB TRIM TO GRADE ' t 3-2"x10" UPRIGHT 2"x3" JAMB 3-2"x6" JAMB COLUMN OUTSIDE VIEW Mmmm""i� BEYOND W/2"x6"x7' SPLICE STIFFERNER * NOTE: VIEWS ARE SHOWN WITHOUT OVERHANGS 5 1 /4" GLU - LAM BEAM JAMB DETAILS SCALE: AS NOTED SLIDING DOOR HEADER SECTION D - D SHEET N0. SCALE: 1 " = 1'-0" 5 OF 10 OFFICE: CUTCHOGUE, N Y JOB NO. 128-0710 rn U O W M m Z _ O �/' ^ W 2 © Z a W L'-J 3 _ _ /w^ Z Z v / J 0LL- z 0 — — O = = m W o DC c Z x Q - 42' S.C. TRUSSES ® 7'-6" O.C. TYPICAL NOTE: C) m HCH18 CLIPS TO BE USED ON FIRST TWO ROWS U5 O Q - CONTINUOUS 2"x'- LOWER CHORD LIJ a TRUSS TIES � 3'-6" O.C. OF PURLINS FROM SIDEWALL FIRST TWO ROWS p FROM PEAK, AND AT PURLIN TO END TRUSS aQ - 2"x6" DIAGONAL END BRACES APPROXIMATELY TRUSS /BRA CIN G LAYOUT Z T-D'" O.C. TYPICAL = SCALE: 3/1C = 1'-0" W a J N Q o 2"x4" TRUSS TIE 77•" ;10 DRAWN BY: KP-873 7�?•• DATE: 10/6/03 CHECKED BY: ADDITIONAL 2"x6" NAILER 60d R.S. NAIL DATE: REVISED DATE: 2' LONG END u 20 GALV. PURLIN CONNECTOR REVISED DATE: a BRACE STRAP 9 (1) 20d R,S. NAIL THROUGH TRUSS REVISED DATE: STRAP INTO TIE & REVISED DATE: (3) 1 1/2" R.S. NAILS THROUGH STRAP `. ;i • (4) 2 1/4" R.W, NAILS IF� y 2x4" TRUSS TIE •`��.0 All NE4�y0 (1) ox1" TRU—GRIP SCREW ON =• c PEAK SIDE AND (2) ON EAVE SIDE OF PURLIN IN HOLES SHOWN (JOINT MUST BE TIGHT BEFORE �h�'e„essle �`r FASTENING CLIPS) TRUSS TIE TO ENDWALL DETAIL 7'-D" 2"x4" TRUSS TIE DETAIL SCALE: AS NOTED SCALE• I IR' = SCALE: 1 I/7 = 1"-0" SHEET NO. 6 OF 10 OFFICE: CUTCHOGUE. N.Y. LOWER CHORD OF JOB NO. 7/16" OSB END TRUSS 128-0710 STD. 2"x4' BUILDING - - - -�• NAILERS -- - - - - - - -- - - - - - - --� • �n 0 2"x6" VERTICAL BLOCKS AT • COLUMN BETWEEN NAILERS m •I_ _ __ _ _ _ _ - - -- - - - - - - - I• _ _ __ _ _ _ _ _ _ wpb •� PERIMETER OF OSS SHEETS C3— on • NAILED W/ 1-3/4" SHINGLE •I_ - _ _ - - _ _ GUN NAILS SPACED 3' D.C.I 2 1/4" N.W. NAIL INTO EACH PURLIN m ;I- _ - - -'-'== - - - - - - - - -1. NAIL PURLINS TO END RAFTER W/(1)60d Q� T#16 GABLE TRIM R.S. NAIL LD Z EXTRA NAILERS ADDED OSB NAILED TO INTERMEDIATE #9x1" SCREW W/WASHER INTO EACH PURLIN z BETWEEN STD. NAILERS •I- - - - - - - - - - - - - SUPPORTS W/ 1-3/4" SHINGLE GUN (CENTERED BETWEEN HI-RIB AND FIRST MINOR r = (MAX. SPACE . IL 24") -'- = = - - - - - - - - - - - - - -I NAILS SPACED 6" O.C. RIB) HI-RIB STEEL d 'I I; • LAMINATED COLUMN 1 1 I_ _ - - - _ - - _,- - - __ -- _,–I 2'x6' FASCIA 1 1 .I- - – – – – - - - -I. • T#194 TRIM > —, _ _ _ - - _I• 1 1/2" R.S. NAIL 2•'x4•' PURLINS � Z V ' NAIL W/1 1/2" R.S. CENTERED - • IN THE FLATS AND 2 1/4" N.W. END TRUSS p •I_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _I' NAILS IN ALL HI-RIBS z ml d I. HI-RIB STEEL Li �a Li y 'I- - – – – - - - - - - - -- ' 5/4"x6" NAILER (IF PROTECTIVE LINER IS INCLUDED) J - - - - - - - - - - - --' ROOF STEEL TO ENDWALL Elf 2"x8" TRTD. BASEBOARD- Q I ATTACHMENT DETAIL w — - - -- - - - - - - - -I m - - m � a Z FIRST NAIL IN THE FLAT AT THE TOP AND BOTTOM PURLINS W/2 1/4" N.W. Q NAILS OSB SHEARWALL ELEVATION - " o NAIL LAP RIB FIRST. THEN THE OTHER C..� m SCALE, 1/2" = 1'-0" 1 2 3 TWO RIBS. USE 2 1/4" N.W, NAILS v' d 1 1 • NOTE: O z DRIVE NAILS & SET SCREWS Q m PERPENDICULAR TO ROOF PANEL1 . 1vi w _ a 2"x6" BLOCK BETWEEN NAILERS • J o NAILED TO COLUMN W/ 20d GUN NAILS. USE PENCIL TO MAKE MARK ON Q o NAILED 3" O.C. PANELS SHOWING WHERE PURLINS ARE LOCATED #9x1" SS SCREWS W/WASHERS DRAWN BY: KP-873 USED TO STITCH THE LAP-RIBS BETWEEN DATE: 10/6/03 THE PURLINS • - CHECKED BY: LAMINATED COLUMN DATE: REVISED DATE: STITCHED ROOF STEEL ATTACHMENT DETAIL REVISED DATE: (2'-0" OVERHANGS) REVISED DATE: _ REVISED DATE: �pF NEW 7/16" OS N2"x4ALE �� �r�, •p L. (i •R'f- 7LAMINATED COLUMN * '� OSB SHEARWALL SECTION SCALE, 1/2" = 1'-O" SCALE: AS NOTED SHEET NO. 7 OF 10 OFFICE: CUTCHOGUE, N.Y. TRUSS SPACING 7'-6" O.C. JOB NO. 1005 PL. LIVE LOAD 36 PSF TRUSS DESIGN SPECIFICATION: 128-0710 DEAD LOAD 4 PSF Truss hos been designed by computer using the Purdue B 10,7 CEILING LOAD — PSF Plane Structure Analyzer IAW current standards and /q• specifications of recognized engineering principles. TOTAL LOAD 40 PSF Trusses are manufactured by Morton Buildings, Inc. o M.N.. LUMBER SPECIFICATION (1997 NDS for Wood Construction): rC• 017 Lower Chord -- 1950f — 1.5E MSR Southern Pine f3, Top Chord -- 1950f — 1,5E MSR Southern Pine 0� 8 To Chord --- No. 1 K.D. — 19 Southern Pine P N Web Members -- No, 1 K.D. — 19 Southern Pine 1105 PL. TRUSS PLATE SPECIFICATION (ICBG Evaluation Report No. 2929): C. ASTM A-653, Grade A 20 Go. and 18 Go. where noted, = W WEB #1 H2 12 galvanized steel Morton truss plates identified by a Q m 8'3' hexagon stamped every 1-1/4" along the center of the plate. Q/ j 2"x4" WEB 4 z STIFFENER RAFTER LENGTH 22'0-1/16" V w WEB #2 3x5 PL., 16x9 PL. 18 GA. Webs are 2x4'so WEB #3 z•k7O.• 13x8 PL. 18 GA. Z a WEB #4 16x10 PL. W H.B. 18 GA. o 11x11 PL. 9x9•• PL. 1 —1/2" .°°°...°.....°. 5 1 2.. ..... °.,.. ...°°....° °°..... °,..... .., 2x4 °°,........°°..°.... ..... °°... °.<... .. ...... J_ ...°. ..°.. °.,.. °,,. .. 2.,x6.. > LOWER CH Z' V W o Z CAMBER AT 5'0-1/4" 12'2-13/16" _ M CENTERLINE 1-1/4" 20'10-1/2" 42' LL S. C. TRUSS J SCAE 1/2" = 1'-0" U L F— Inn Q U W J M iso o: U M #8 x 3 1/2" WOOD SCREWS FASTENEDTHROUGH THE ALUMINUM DOOR SIDE JAMBS �Q o INTO THE 2x4 ROUGH FRAMING. PRE—DRILLHOLES IN ALUMINUM DOOR JAMB TO ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIREDIN THE HEAD OR THE SILL. L x HEAD FLASHING L7 in ��HEAD FLASHING O a TREATED COLUMN STIFFENER APPLIED ON THE N W RIGHT UPPER COLUMN EINSIDE (SIDEH COLUMN S VIEWED WITH LO ESTSPLICFROM CU ) Q n z 45' BEVEL AT TOP DOOR SLAB w n 40" WIDE x 82 1/2" TALL a- 7/16" O.S.B. PANEL � Q o M N LOWER COLUMN n 40" WIDE x 82 1/2" TALL LOWEST SPLICE CUT 7/16" O.S.B. PANEL DRAWN BY: KP-873 " 6' DATE: 10/6/03 NOTE: NAIL STIFFENERS TO — CHECKED BY: BUILDING COLUMNS 8" O.C. STAGGERED WITH 20d GUN DATE: INSIDE OUTSIDE NAILS. PLACE 6 ADDITIONAL REVISED DATE: NAILS NEAR THE COLUMN SPLICE. 9100 SECTION REVISED DATE: 9100 ELEVATION REVISED DATE: '_fLfr C,p #8 x 3 1/2" WOOD SCREWS SPACED 40" WIDE x 82 1/2" TALL REVISED DATE: 45' BEVEL ON BOTTOM \ 1 ,0 qDF AS SHOWN ABOVE TO AVOID DOOR 7/16" O.S.B. PANEL S)�ryc INSTALLATION SCREWS pFrNEW YO NOTE: FOR FOOTING DIAMETER AND AMOUNT OF SACKRETE OR 4'-0" tir, •O L SG . 'f• READI—MIX, SEE PLANS. ALUMINUM DOOR JAMB •0 BASE ANCHORS 22x4 ROUGH FRAMING I FOOTING 9100 JAMB DETAIL sn1 WINDBORNE DEBRIS PROTECTION - 9100 WALK DOOR COLUMN SPLICE STIFFENER DETAIL SCALE: AS NOTED SHEET NO. SCALE, 1/2" = 1' 0" 8 OF 10 OFFICE: CUTCHOGUE, N.Y, 1" DIA. JOB NO. SLIDING DOOR HIGH WIND CUSTOM NOTES: 128-0710 SECONDARY SUPPORTS FOR SLIDING DOOR(S) INSTALLED ON THIS BUILDING ARE SUPPLIED TO THE CUSTOMER FOR INSTALLATION BY 0 THE CUSTOMER DURING TIMES OF HURRICANE FORCE WINDS. .r _ 8.00 INSTALLATION INSTRUCTIONS: 1.) INSTALL THE (3) 2"x10' UPRIGHTS VERTICALLY �/ V BY PLACING THE 84M RETAINER INTO THE 85M RETAINER en 1" H.R. ROUNDx8.00 ANCHOR ALREADY INSTALLED IN CONCRETE THRESHOLD. e 2.) FASTEN THE 53M BASE ANCHORS AT THE TOP OF EACH UPRIGHTN 4.00 TO THE UNDERSIDE OF THE DOOR HEADER WITH (2) 1/2"x4 1/2' xw m { LAG BOLTS IN EACH 53M. M 3.) ENGAGE LATCH HOOKS LOCATED ON THE UPRIGHTS TO BOTTOM 1/4"x4° H.R. FLAT (6012021)x4.00 "K" FRAME AND ALL HORIZONTAL "K" FRAMES TO LOCK DOOR DOWN, 3-2"x10" UPRIGHTO W m z 2 z ' ^ m Za LATCH HANDLE Q� W W 2"x4" "K" FRAME } z L) 2.00 � o L84M RETAINER (SET DOWN o 1 INTO 85M RETAINER ANCHOR - =3' ALREADY INSTALLED IN CONCRETE O SIDE AEW FLOOR) z 0 END VIEW J �r 3-2"x10" UPRIGHT INSTALLATION DETAIL e 84M RETAINER Q U E L Lj m ~� o _ 0 U 7 Qo Z o 3/8"z2" REROD [CUT 10 PER 20' 3/8" REROD (4123240)] V m U5 a W — — — — — — 1264 8" HOOK r, z 6.00 1 1 d J N 1 SCHED. 40 BLACK PIPE x6.00 Q 0 DRAWN BY: KP-873 DATE: 10/6/03 3/8" JAM NUT CHECKED BY: <#85M-1 oo DATE: REVISED DATE: INSTRUCTIONS REVISED DATE: 1. SCREW NUT ONTO HOOK. 1265 JAMB LATCH BODY REVISEATE:2. SCREW HOOK INTO LATCH BODY. REVISED DATE:sloE vHEw LATCH HANDLE ,>"mw ga'* z , h119p99111<! 85M RETAINER ANCHOR SCALE: AS NOTED SHEET NO. 9 DF 10 OFFICE: IIII E III CUTCHOGUE, N.Y. III 9 (2) 2"x6' FRAMES W/ 0196 IIII JOB N0, 128-0710 X12" 53M BASE ANCHOR 2-2"x6" UPRIGHT 2'x10' HEADER IIII (2) 2"x6' BLOCKS E IIII a• (2) 2'x6" FRAMES W/ 0196 • o 9 , „ 2-2"x10" UPRIGHT L� a IIII ADDL. 2'x4' K' FRAME p. 53M BASE ANCHOR (EACH SIDE • IIIILATCH HANDLE OF 3-2"x10' UPRIGHT) W/ (2) Q� III ADDL. 2"x4" "K" FRAME 1/2"x6" M. BOLTS THROUGH v UPRIGHT AND (2) 1/2'x4 1/2' w m Hill LAG BOLTS THROUGH 2"x6" BLOCKS n III IIII 3-2"x6" LAMINATED JAMB COLUMN Q w IIII (BEYOND) j C.D z LATCH HANDLE IIII w LOCATION 11 V a SLIDING DOOR HEADER SECTION F—F z_ 2"x4" °K" FRAME IIII lHill l— 3-2"x10" UPRIGHT 84M L WW J' A IIII FHilIII Z 9 (2) 2"x6' FRAMES W/ Q196 3-2"x10" UPRIGHT } I� z IIII .--12° LATCH HANDLE Jo `,_ D ? , 3-2°x8" LAMINATED IIII IIII 2"x4" "K" FRAME z o JAMB COLUMN IIII F IIII (BEYOND) 9 III IIII ADDL. 2"x4" "K' FRAME I III I � IIII I � III J � _ VIII Hill 3-2"x10" UPRIGHT DETAIL III IIII Q L� Hill III W 84M LOCATIONHill VIHilII m ~ p LATCH HANDLE IIII I —• O LOCATION I 2"x10" HEADER `� 5-7 1/2" 5'-7 1/2" 2"x10' TRACK GIRT IIII I Q o 2"x4" "K' FRAME IIII IIII 3-2"x10" UPRIGHT z o �� J,I�- 3"x4" TRACK BLOCK L�Hillm 11 —3 DOOR FRAME Int N W 1 1/2"x2" BLOCK 0 m IIII (2) 2"x6" BLOCKS Q 3-2"x6" LAMINATED IIII . . . w 12 JAMB COLUMN IIII ° a 4® (BEYOND) IIII 53M BASE ANCHOR (EACH SIDE IIII OF 3-2"x10" UPRIGHT) W/ (2) o III 1/2"x6" M. BOLTS THROUGH Q o UPRIGHT AND (2) 1/2''x4 1/2" Hill LAG BOLTS THROUGH 2"x6" BLOCKS �Y u III IIII 3-2"x10' UPRIGHT III (CUT TO DOOR HEIGHT) DRAWN BY: KP-873 84M IOCATION Hill DATE: 10/6/03 CHECKED BY: o DATE: 5-3' 3-2"x10" UPRIGHT DETAIL REVISED DATE: (2) 2"x6" FRAMES W/ 0196 REVISED DATE: 3-2"x10" UPRIGHT REVISED DATE: O LATCH HANDLE o 10'-6" DOOR FRAME REVISED DATE: ADDL. 2"x4" "K" FRAME I I 53M BASE ANCHOR (EACH SIDE JAMB COLUMN (BEYOND) xx OF 3-2"x10" UPRIGHT) W/ (2) °4x�m•� 1/2"x6" M. BOLTS THROUGH 3-2"x10" UPRIGHT 84M RETAINER SOF NE' 1'O UPRIGHT AND (2) 1/2"x4 1/2" t L LAG BOLTS THROUGH 2"x6" BLOCKS 2"x4" "K" FRAME 3 O• E I I 85M RETAINER ANCHOR 3-2"x8" LAMINATED JAMB COLUMN I 4" CONCRETE FLOOR BEYOND W/ AN ADDITIONAL 2"x8" TREATED LAMINATE FOR HEADER9 p a ° ° a ° SUPPORT a ° "N•on' �° ° e a SLIDING DOOR HEADER SECTION E— E SCALE: AS NOTED SCALE 1 " = 1'-0" �� v SHEET N0. 3-2 x10 UPRIGHT AT CONCRETE 1 S of 10 i r a � r w, we V pp mtr G �• y��4 0 0 ESE 0 0 0 0 O oSPIZEYS DOMINION \VINERY AND VINEYARD cwsnNs eunaNSa r�u�nNs eun.mNs� NLW cM WAY JOD NAMe E51ZiAP,CuFF SUIZ\/EY LOCATION: 43635 ROUTE 25, PECONIC, NY I" = 50' PO • i/ PO D DATL REINIIART PROPERTY 6EIZIG054I PROPERTY 3-01-04 Main Road (NY6 RTE 25) Peconic, NY