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HomeMy WebLinkAbout40508-Z ��o�gtlFFOL/r Gy Town of Southold 9/27/2016 a P.O.Box 1179 53095 Main Rd Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 38541 Date: 9/27/2016 THIS CERTIFIES that the building COMMERCIAL Location of Property: 355 New Suffolk Rd, Cutchogue SCTM#: 473889 Sec/Block/Lot: 102.-6-11.1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 2/19/2016 pursuant to which Building Permit No. 40508 dated 3/3/2016 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: STORAGE BUILDING AS APPLIED FOR The certificate is issued to Cutchogue Fire Dist of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 40508 09-21-2016 PLUMBERS CERTIFICATION DATED Au rized Signature- �vfFnt� TOWN OF SOUTHOLD BUILDING DEPARTMENT Go- x TOWN CLERK'S OFFICE Py • o�� SOUTHOLD, NY _ BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 40508 Date: 3/3/2016 Permission is hereby granted to: Cutchogue Fire Dist 260 New Suffolk Rd Cutchogue, NY 119352037 To: construct storage building as applied for. At premises located at: .355 New Suffolk Rd SCTM # 473889 Sec/Block/Lot# 102.-6-11.1 Pursuant to application dated 2/22/2016 and approved by the Building Inspector. To expire on 9/2/2017. Fees: Total: $0.00 lob BuiIdig Insp"-/Cl Form No.6- TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply-and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 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: 1. Accurate survey of property showing all property lines,streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the,Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy -New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool $50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy- $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy--Residential $15.00, Commercial$15.00 Date. New Construction: 1` Old or Pre-existing Building: (check one) Location of Property: Z4Z� f l,;I �� �'�y—tGgeI House No. Street Hamlet Owner or Owners of Property: C0Te_' 004 Dwa'Z q Suffolk County Tax Map No 1000, Section La-7— Block Lot l 1 Subdivision Filed Map. Lot: Permit No. Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: /(check one) Fee Submitted: $ cfn gnat re ®��OF SOUrg®l Town Hall Annex Telephone(631)765-1802 54375 Main Road N Fax(631)765-9502 P.O.Box 1179 roger.riche rt(cD-town.southoId.ny.us Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Cutchogue Fire District Address: 355 New Suffolk Road City: Cutchogue St: New York Zip: 11935 Building Permit#: 40508 Section: 102 Block: 6 Lot: 11.1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Celi Electric License No: 1022-E SITE DETAILS Office Use Only Residential Indoor X Basement Service Only Commerical X Outdoor X 1st Floor X Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat 2-gac Duplec Recpt 17 Ceding Fixtures 18 HID Fixtures Service 3 ph 200A Hot Water GFCI Recpt 3 Wall Fixtures 9 Smoke Detectors Main Panel 200 A/C Condenser Single Recpt Recessed Fixtures CO Detectors 1 Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks 1 Disconnect 200 14 Switches Tvwst Lock Exit Fixtures 2 TVSS Other Equipment: Notes: Inspector Signature: Date: September 21, 2016 0-81-Cert Electrical Compliance Form.xls O��Of SO(/T�ol co> � o cOUNi`I,N TOWN OF SOUTHOLD BUILDING* DEPT-. 765-1802 INSPECTION , ] FOUNDATION IST [ ] ROUGH PLUMBING [ ] UNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE &� �� INSPECTOR ��OF SOUK° co TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLUMBING [ 1_,FNDATION 2ND [ ] INSULATION [ Vj FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATIO [ ] CAULKING REMARKS: G� oi.- /� DATE INSPECTOR �� A Of SO�r�olo V ��y�DUNi`l,N� TOWN OF-SOUTHOLD BUILDING DEPT.' 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE _INSPECTOi� so ,`off 9°l0 �y&uutoml TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] R UGH PL13G. [ ] FOUNDATION 2ND [ I ULATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE D� `� �o INSPECTOR ` — -- IX SOUlyOlo 4 couNiN,�� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: DATE l �4' INSPECTORS`Z;O�� M, e.� o , , • • r . d i s, • r � �IY/iI� � u • • STATE ENEROY CODE l� • u r u r TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802Planning Board approval FAX: (631) 765-9502 Survey3Ye SoutholdTown.NorthForkt PERMIT NO. Check ""° Septic Form N.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined 20 Single&Separate Storm-Water Assessment Form Contact: Approved �. '20 Mail to: Disapproved a/c Phone: Expiration A 2017 i Buil nspector i I�( FEB 1 9 2016 ' I APPLICATION FOR BUILDING PERMIT L - - -- Date Z-10 , 2010 I 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 of lot 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 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 Department 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 re afp7WUDt or Tame,if a corporation) (Mailing address of applicant) 69TX�96LAD KM I x'61 State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder �.xITP�IG'7�2 Name of owner of premisesG�(�,;c �, ��% rs��d�T (As on the tax roll or latest deed) If applicant is a corporat' Inature of duly authorized officer ame and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. 107-ZF Other Trade's License No. 1. Location of land on which proposed work will be done: Z(c� NEW SyFI�OLK PSD LEMAEx 0L MW House Number Street Hamlet County Tax Map No. 1000 Section jb2. :Block .-.` o Lot 14 , Subdivision Filed Map No. Lot 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 P4-e:F P�"e L� 3. Nature of work(check which applicable):New Building Addition Alteration—® Repair Removal _-----Demolition Other Work l (Description) 4. Estimated Cost 'BIZ Fee - (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars t' ,. T 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. r - 7. Dimensions of existing structures, if any: Front Rear Depth Height Number of Sto f -s Dimensions of same structure with alterations or additions: Front Rear Depth / Height Numb Stories 8. Dimensions of entire new construction: Front Rear �'j�' Depth Height Number of Stories i�;UC 9. Size of lot: Front ` Rear ?J�� Depth 10. Date of Purchase 6'- ZName of Former Owner Emzt--`f-.G _V -7- >z z 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO-y- 13. Will lot be re-graded? YES_X NO Will excess fill be removed from premises? YES NOX 14.Names of Owner of premisesAddress�Gt-I is Phone No.451'764b 7CS15 Name of Architect you �7 Address 6 T&G.H4-X&3 Phone No_(QS1 Z-2;sS-5841 Name of Contractor & � ddress hone No. 9SI-zSS-11;94 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO�X * 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. 18. Are there any covenants and restrictions with respect to this property? * YES NO 4 * IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF'j, = ) being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract) above named, (S)He is the 6Dm� (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 to before me this day of ,2 Y, GLY(` 20j,0 L\ CONNIE D.BUN Notary Public Notary Public, :4124 te 16 i ture o Applicant No.01 B 0 QuaHfted in county commission Expires April 14.2�� SU FFQ �T�O�R I��MAT)E)E� Scott A. Russell � . 0 SUPERVISOR I��ICA\N A�G�)EIWIEN T SOUTHOLD TOWN HALL-P.O.Box 1179 d 53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of So u th o l d CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) DOES THIS PROJECT INVOLVE ANY ®1F ')('I-3[lE FOLLOWING: Yes No (CHECK ALL THAT APPLY) �❑ A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. OEI B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. ❑�] C. Site preparation on slopes-which exceed 10 feet vertical rise to 100 feet of horizontal distance. ❑ D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ❑� E. Site preparation within the one-hundred-year floodplain as depicted - --- on--FI-BM M-ap--of any - ❑{ F. Installation of new or resurfaced impervious surfaces of 1,000 square ' feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section belgw with your Name,, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT: (Property Owner,Design Professional,Agent,Contractor,Other) S.C.T.M. #: 1000 Date: rI �� Distract , NAME: tnz 4c).e —i Section Block Lot l �� 6:3-u'd :6:K•K'K FOR BUILDING DEP AR,rm1ENT (;SF ONLY Contact Information 01 o'13'5 I �n ' rdwnonw nn d /It _ O - Reviewed By: �..•�/ I,w'( II (� - - — — — — — — — — — — — — — — — — Date• Property Address/ Location of Construction Work: — — — — — — — — — — — — — — — — — Approved for processing Building Permit Stormwater Management Control Plan Not Required. cl V!eLA Stormwater Management Control Plan is Required (Forward to Engineering Department for Review) FORM * SMCP-TOS MAY 2014 1 APPLICANT S.C.T.M.# 1000 $ CHAPTER MAA ' s (Property Owner,Design Professional,Agent,Contractor,Other) uue n �OSUFFQ/f y��y`A NAME PleasPrint P:Section Block Lot �' Z STOM�VATER FINAL 110Q, LUfb e O Date:Number INSPECTION REPO"M=OLD Signature Telephone OLD COMPLETED Indicate All Site Work that has been completed Checking Yes/ No or NA DESCRIPTION OF SITE WORK TO BE COMPLETED YES] NO NA Submit Documentation for Compliance to the Engineering Department for Review&Approval. a. Maintenance of Erosion& Sediment Controls b. Limits of Clearing& Area of Proposed Land Disturbance. Scre Tw5pecvop - c. Condition of Stockpiled Soils. d. Verification of Size & Depth of Leaching Pools. (J C3 e. Verification of Drain Pipe Installation/Concrete Parging. X00 ON A DEMO- f. Driveway Installation within the Town ROW-Highway Specifications o g. Final Site Grading-Effect on Adjacent Property 000 h. Inspection of Gutter & Leader System-Drainage Piping 0300 i. Instalation of proposed Swimming Pool and discharge ring. 000 J Inspection of Construction Entrance/Staging Area(s). k. Location of proposed concrete washout area(s). 000 A Final Inspection Report must be completed prior to issuance of Certificate of Occupancy. The applicant has three options for certification of drainage installations. >k OPTION": 1. Certification of Drainage Installation with As-Built drawings prepared&Sealed by a Registered Design Professional Licensed in the State of New York. OPTION*:2. Photographs showing placement of all drainage structures with appropriate background indicating location of all structures and drainage piping. OPTION#:3: Site Inspection of open excavation prior to complete backfill and a written approval from the Town Engineering Department. OPTION#: 1. OPTION#.2. Provide Certification of Drainage Installation with As-Built drawings prepared Submit Photographs to the Town Engineering Department showing placement & Sealed by a Registered Design Professional Licensed in the State of New York. of all drainage structures with appropriate background indicating location Professional Certification & As-Built Drawings must be submitted to the of all installed structures and drainage piping&site grading. Town Engineering Department. TOS Review NOTES: TOS Review NOTES: ****FOR ENGINES DEPARTMENT ONLY**** Additional Work is Required for Approval. Reviewed& 1:1 SMCP Installation Is Not Complete. (See Notes Above) Approved By: — — — — — — — — — — — — — — — — — — — — — — — Stormwater Management Plan Installation has been Date Inspection#: Completed & Approved by the Engineering Department. FORM # SWCP Inspection Report Form-TOS October 2014 -• Town Hall Annex 4 Telephone(631)765-1802 54375 Main Roadzow y (631)765-95 P.O.Box 1179 G roaenrichert n.south 15.nV us Southold,NY 11971-0959 UIVTI, V,. BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION Y,V REQUESTED BY: �',���p� e� Date: ` rimpany Name: Narrle: O license No.: Old.01—S Address: Phone No.: JQBSITE INFORMATION: (*Indicates required information) *name: SZ�c C 7 J' *Address: Ai;oN�I� SV C tC *d=oss Street: _ �kone No.: Peimit=No.: 0 S0 ' Map District: 1000 Section: l e r • Block: Lot: aEF DESCRIPTION OF WORK(Please Print Clearly) (Pmase Circle All That Apply) *I 'job ready for inspection: O/ NO Rough I Final *Po,you need a Temp Certificate: YES! NO Temp Information(if needed) 'Service Size: 1 Phase CPhas 100 150 200 300 350- 400 Other *N6W Service: Re-connect ndergroun Number of Meters Change of Service Overhead Aelditional lnfdrmation: ' PAYMENT DUE WITH APPLICATION Imo+p1�Y, ice. .- 82-Request for Inspection Form - I-I Age f United Rentals ir 111 W i Rentals C c ! rj s U 11 �l 4 I K � Er a r tit r ' � (k "4 is ¢' � �' t,r• � - r r. 1 111�r. a y ..spa.'.. wt � t N , Af . rY v _ I W �. � ► ; w . 1 1 406 �4\ All \ t •� I y y . .� Air 44 RM www. - rM^� 1 r , r � I ; : I ' R^o* ?...r,t�'F .rr1 � "b�'= sc..'V'l�t.:.'T",,.� ,•r4'�,. c��t .....r`i: . r� �.`�'`s„��`�. f•, �' �''.tif�3` r a.;L «,e Js�yq��rC.�,i• ;�.. .' � ' � UL � • r SITE PLAN FOR PROPOSED STORAGE BUILDING FOR CUTCHOGUE FIRE DISTRICT SI T UA.TE CUTCHOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000- 102-06- 11 . 1 SCALE 1 "=20' SEPTEMBER 2, 2010 OCTOBER 19, 2010 STAKE DRAINAGE STRUCTURES NOVEMBER 18, 2010 STAKE CONC. PAD DECEMBER 7, 2015 ADD PROPOSED BUILDING FEBRUARY 28, 2016 REVISE FOR STORMWATER MANAGEMENT AREA = 122,239 sq. ft. NOTES: 2.806 ac. 1. ELEVATIONS ARE REFERENCED TO AN ASSUMED DATUM EXISTING ELEVATIONS ARE SHOWN THUS: F.FL. - FIRST FLOOR G.FL - GARAGE FLOOR TC - TOP OF CURB BC - BOTTOM OF CURB TW - TOP OF WALL BW - BOTTOM OF WALL TYPICAL STORMWATER UNIT (NOT TO SCALE) , CAST IRON INLET FRAME do COYER (FLOCKHART(63518 TYPE 8840) ASPHALT SURFACE OR EQUAL I o 8'THICK REINFORCED CONCRETE E TRAFFIC BEARING SLAB MP H-20) 12' CORRUG. PE DRAIN m PIPE OR APPROVED EQUAL 0.5X MIN. 0.5X TO NEX UNIT c m1n. 12' CORRUG. PE DRAIN o i PIPE OR APPROVED EQUAL T m o p (2)10' DIA. X 5' HIGH LEACHING RINGS m�• 3'-0' REINFORCED PRECAST CONC. ( ) min.) 4000 PSI ® 2B DAYS CRUSHED 3/4'— 1-1/2' STONE /ILL AROUND (IF REO-D.) INSTALL GEO CLOTH AROUND ALL G� 6' MINIMUM PENETRATION LEACHING DRAINAGE RINGS fa INTO A VIRGIN STRATA E OF SAND AND GRAVEL � GROUND WATE3t DRAINAGE SYSTEM CALCULATIONS FOR PROPOSED STORAGE BUILDING ROOF AREA = 4,608 sq. ft. 4,608 sq. ft. X 0.17 = 783 cu. ft. 783 cu. ft. / 68.4 =- -1-2 vertical ft. 'of 10' dia. leaching pool required oonvmv M% 4n' .4C., 'V C' 61..6 CTf)0kJ nPAIM Pnf)l C PROPOSED 10' DIA. X 10' DEEP STORM DRAIN POOLS I FOR DRIVEWAY RUNOFF t POURED CONCRETE CURB DETAIL RCA DETAIL Nor TO SCALE NOT TO SCALE1 w 1-1/2' RADIUS v '� it PAVEMENT I '~' SURFACE + 4 000 pat CONCRETE r` PbURED IN PLACE STEEL OR WOOD EXTRA STRENGTH FILTER FABRIC POST (TYP') REQ'D. WITHOUT WIRE MESH SUPPORT 10' MAX. O.C. SPACING W/ WIRE SUPPORT FENCE 6' MAX. O.C. SPACING W/O WIRE SUPPORT FENCE Lir .: . 4j �� '"` •�.•- ATTACH FILTER FABRIC SECURELY TO UPSTREAM SIDE OF POST 31LT FENCE DETAILS NOT To SCALE NOTES: SILT FENCE-SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO CE MAXIMIZE PONDING EFFICIENCY. INSPECT AND REPAIR SILT FENCE AFTER `b EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW OFF—SITE TRANSPORT. 36' HIGH POLE (MAX.) STEEL OR WOOD POST w i SEIDtlt 04f LS � FLOW all*include but not be limited t A well maintained Construction En rance: Wire Backed Silt Fencing,stabilizati & Seeding of exposed and/or inactive so' _=$r 4' X On TRENCH W/ COMPACTED BACKFILL 19 fUl Fi ' TRIs'NCR DETAIL (NOT TO SCALE) DRAINAGE INSPECTIONS ARE REQUIRED 'ROVAL OF STOR TER MANAGEi f�WI®r i®UMOLU Contact TOS Engineering at 765-1560 before �TROL N - omen de Ch pt r 6 Backfill, OR Provide Engineer's Certification e: 3 that the drainage has been installed to Code. trovec9 y: Nathan Taft Corwin III �e OF,NEpl, Land Surveyor Oar 4 Successor To: Stanley J. Isaksen, Jr. L.S. Joseph A Ingegno LS. 9;.. � i t •� ?y, �'i, •�,, � Title Surveys — Subdivisions — Site Plans — Construction Layout • c,, C j f PHONE (631)727-2090 Fax (631)727-1727 OFFICES LOCATED-AT---- MAILING ADDRESS 'VSs�^v„• r -J,,,r'``,{�`t � �coc .. _ n__� d� �` p p Q� p �a Q� DATE(MM/DD/YYYY) �-/ CERA IRCATE OF lLl1ABUT Il NSURANCa6 09/16/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the w certificate holder to lieu of such endorsement(s). PRODUCER CONTACT tV Aon RISK Services Central, Inc. NAMEPHONE (866) 283-7122 FAX 800 ` Chicago IL Office (ac.No.Ext) ac No)* ( ) 363-0105 � 200 East Randolph E-MAIL o Chicago IL 60601 USA ADDRESS 2 INSURER(S)AFFORDING COVERAGE NAIC# INSURED INSURERA• Zurich American Ins Co 16535 Morton BUildings, Inc. INSURER American Zurich Ins CO 40142 252 West Adams Street Morton IL 61550 USA INSURER Great American Insurance Company of NY 22136 INSURER D. INSURER E INSURER F• COVERAGES CERTIFICATE NUMBER:570059357105 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Limits shown are as requested NSR A FULIUY W-1- POLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER MMlDDIYYYY MMIDDIYYYY LIMITS A X COMMERCIAL GENERAL LIABILITY, _ - GLO 7 - . - - EACH OCCURRENCE - $2,000,'000 " CLAIMS-MADE X❑OCCUR DAMAGE $1,000,000 PREMISES Ea occurrence MED EXP(Any one person) $50,000 PERSONAL B ADV INJURY $1,000,000 0 GENT AGGREGATE LIMIT APPLIES PER GENERAL AGGREGATE $2,000,000 X POLICY DPRO- LOC M JECT PRODUCTS-COMP/OPAGG EXCluded N OTHER a 0 A AUTOMOBILE LIABILITY BAP 9376314 12 10/01/2015 10/01/2016 COMBINED SINGLE LIMIT $2,000,000 r- Ea accident X ANY AUTO BODILY INJURY(Per person) O Z ALL OWNED SCHEDULED BODILY INJURY(Per accident) y AUTOS AUTOS X HIRED AUTOS X NON-OWNED PROPERTY DAMAGE U AUTOS Per accident .2 C 4EX MBRELLALIAB RX OCCUR UMB4223218 10/01/201510/01/2016 EACH OCCURRENCE $2,000,000 O Umbrella Liability CESSCLAIMS-MADE SIR a 1ies AGGREGATE $2,000,000 pp per policy ter s & condiionsD X RETENTION B WORKERS COMPENSATION AND WC937631112 10/01/201510/01/2016X PER 107H- EMPLOYERS'LIABILITY Y I N ADS STATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE A OFFICER/MEMBEREXCLUDED? � NIA wc937631212 10/01/2015 10/01/2016 EL EACH ACCIDENT $1,000,000 (Mandatory in NH) Retro—wI, MA, EXcl OH E L DISEASE-EA EMPLOYEE $1,000,000 If yes,descnbe under DESCRIPTION OF OPERATIONS below E L DISEASE-POLICY LIMIT $1,000,000— DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached if more space is required) .amu CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Town of Southold AUTHORIZED REPRESENTATIVE PO Box 962 Cutchogue NY 11935-1146 USA ©1988-2014 ACORD CORPORATION.All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD d STATE OF NEW YORK { WORKERS' COMPENSATION BOARD g , CERTIFICA`T'E OF NYS WORKERS' COMPENSATION INSURANCE COVERAGE Ia. Legal Name &Address of Insured (Use street address only) Ib. Business Telephone Number of Insured 309-263-7474 Morton Buildings, Inc. 252 W.Adams Street lc.NYS Unemployment Insurance Employer Morton, IL 61550 Registration Number of Insured 1532342 Work Location of Insured (Only required if coverage is specifically I d.Federal Employer Identification Number of Insured limited to certain locations in New York State, i.e, a 10•ap-Up Pohcy) or Social Security Number 37-0347310 2.Name and Address of the Entity Requesting Proof of 3a. Name of Insurance Carrier Coverage (Entity Being Listed as the Certificate Holder) American Zurich Insurance Company Town of Southold 3b.Policy Number of entity listed in box"Ia" 54375 Main Road WC 9376311-12 Southhold, NY 11971 3c. Policy effective period 10/01/15 to 10/01/16 3d. The Proprietor, Partners or Executive Officers are ®included.--(Only check box ifall partners/officers included) ❑all excluded or certain partners/officers excluded. This certifies that the insurance carrier indicated above in box"3"insures the business referenced above in box"l a"for workers' compensation under the New York State Workers' Compensation Law. (To use this form, New York (NY) must be listed under Item 3A on the INFORMATION PAGE of the workers' compensation insurance policy). The Insurance Carrier or its licensed agent will send this Certificate of Insurance to the entity listed above as the certificate holder in box"T'. The Insurance Carrier will also notify the above certificate holder within 10 days IFa policy is canceled due to nonpayment of premnuns or within 30 days IF there are reasons other than nonpayment ofpremiums that cancel the policy or eliminate the insured from the coverage indicated on this Certificate. ('These notices may be sent by regular mail) Otherivise, this Certificate is valid for one year after dais forin is (approved by the insurance carrier or its licensed agent, or until the policy expiration (late listed ill box "3c",whichever is enrli r. Please Note: Upon the cancellation of the workers' compensation policy indicated on this form,if the business continues to be named on a permit, license or contract issued by a certificate holder, the business must provide that certificate holder with a new Certificate of Workers' Compensation Coverage or other authorized proof that the business is complying with the mandatory coverage requirements of the New York State Workers' Compensation Law. Under penalty of perjury, I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has the coverage as depicted on this form. Approved by: Kelly Cada (Print name of authorized representative or licensed agent of insurance tamer) Approved by: 10-19-15 (Signature) Q (Date) Title: Vice President-Enterprise Support Specialist Telephone Number of authorized representative or licensed agent of insurance carrier- 847-605-6914 Please Note: Only insurance carriers and their licensed agents are authorized to issue Form C-105 2. Insurance brokers are NOT authorized to issue it C-105.2 (9-07) www.Nvcb.state ny.us CoMche k Software Version 4.3.4 D �L9 Envelope Compliance Certificate MAO _ 2 2�1 Project Information BUMVII NG 1DEPT. Energy Code- 2014-New York Energy Conservation Construction Code TOWN OF S®MOLID Project Title: 128-056612 Location Suffolk County, New York Climate Zone: 4a Project Type: New Construction Construction Site Owner/Agent: Designer/Contractor 260 New Suffolk Road Cutchogue Fire District Allied Design A&E Group, P C. Cutchogue, New Yoik 11935 260 New Suffolk Road P.O.Box 110 Cutchogue,New York 11935 Morton,Illinois 61550 631-734-6907 309-263-4105 Building Area Floor Area 1-Fire station. Nonresidential 4608 Additional Efficiency Package High efficiency HVAC Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factorrot Perimeter Roof.Attic Roof,Wood.lo�sts,[Bldg.Use 1-Fire station] 4608 0.0 380 _ 0.025 0 027 Fact,Wall:Wood-Framed,24in.o c,[Bldg.Use 1 -Fue station] 4608 190 00 0 065 0 064 Door.Other(U-Factor option),Swinging,[Bldg.Use 1-Fire station] 40 -- — 0 350 0.610 Door:Other(U-Factor option),Non-Swinging,[Bldg.Use 1 -Fire 1008 --- -- 0,100 0 100 station] Floor Unheated Slab-On-Grade,Horizontal with vertical 2 ft.,[Bldg. 288 --- 100 0.441 0.441 Use 1 -Fire station](c) -- (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b)'Other'components require supporting documentation for proposed U-factors (c)Slab-On-Grade proposed andbudgetU-factors shown in table are F-factors. 6 1 ji[F Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this.permit application.Th proposed envelope systems have been designed to meet the 2014 New York Energy Conse ation Construction Cod requirements in COMcheck Version 4,3.4 and to to ply with the mandatory requirements listed In Fe llnsp on Checklisktrj(' ,' Signature . ,� �;° Date Name-Title CO Zi Irr ` e Z°. RMRM J-7, Project Title: 128-056612 Report date: 02117/16 Page 1 Data filename: NOTES. 1 HO 1-3-8 HO 1-3-8 SL B-2-0 5-8-0 5-8-1 5-8-0 5-8-0 5-8-1 5-8-0 8-2-0 i EP 7-8-14 13-1-5 18-5-15 23-10-8 29-3-1 34-7-11 40-0-2 47-9-0 TC _-J--7_8.14--_ _ _- ]_ __ 5-4-7 .__I_ _ 5-4-10____ 5-4-9 5-4-9 _1_ 5-4-10 ] 5-4-7 1 7-8-14 SL 13-10-0 11-4-0 11-4-0 3.3-10-0 j EP 13-1-5 23-10-8 34-7-11 47-9-0 j TC - -_---- __ _-- 13-1-5 _ _ --- _ _ __ 10-9-3 -- __--- - 10-9-3 1 _ 13-1-5 11.25x15 3.953.F---- E 13.953 SL 25-2-0 25x8.75 #6.25x8.75 #6. i D ��/// \�``\` F �' CROWN G,G 0-0-8 T? `OM1 \ T3� #11.25x12.5 / #11.25x12.5 C % W6 9-3-0 4.042' #2.5x5 �,/ -/" W4 W7 We \ Wg \.� --�� #2.5x5 14.042 B / \ \ Q 1-11-4L TI J� '� / W5 W10 Wil \` \ �.� Ta ____ ---- W1 _ ____ A \ !aX ' x -------------- ------ �--- --- _ ----•- i _ — '-" ------- #18G-MS18-7x16 ----- --------- Bl O M #8.75x8.75 WG I 82 ---- P #6.25x8.75 #8.75x8.75 L #6.25x8.75 N -� &18G-MN18-11.25x15 #5x6.25 - 'I S2 S1 #5x6.25 &180-MN19-11.25x15 #1BG-MS18-8x16 #18G-MS18-8x16 BCI - - 23-6-12 f 24-0-4 EPi 23-8-12 47-9-0 1 2-39-.-98-.•12 -5--9--i-1--- -- 24-1-4 3- 9--5- --- 3-9-5 5-9-11 5-9 -8 8- -4-4 14-1-12 - �,m EP8-4-4 19-11-7 23- mo 27-9-9 33-7-4 39-4-12 47-9-0 8-4-10 5-9-12 5-9-15 3-9-8 mom 3-9-8 5-9-15 5-9-12 8-4-10 a IS C', v l - -- -- {: EXCEPT AS SHOWN ALL PLATES ARE MN2020, # = PLATE SELECTED IN PLATE MONITOR (fin v9 P v� cc) o c, 4A t�ABH°A�� eve Scale-0.190"=1' MiTek" Online Plus" Job Mark Quan Type Spall Pl-Hl Left OH Right OH Single Drawing -- 48 1�C MN PLATE ®224811 11T 1 Z 3RC 5�, 470900 4.042 0 0 Online Plus-©Copyright MTek®1996-2013 Version 30 0 023 Single Drawing per Page 3212014 3 46 58 PM Page 1 L IM Job Mark Quan Type Span P1-H1 Left OH Right OH E�tgi�reering J 2090 48 IAC MN PLATP 022481] 10 1 Z3RC 470900 4.042 0 0 HO 1-3-8 HO 1-3-8 TC --- - -13- --'r--- -----•-----10-9-3----- 10-9-3 ----L-- ----- 13-1-5 11.25x15 -- --- ------------------- - 3.953- - E -- 3.953 #6.25x8.75 116.25x8.75 #11.25x12.5 T2 D �\ F T3 1i 11.25x12.5 C W6 I ��\ �? G 9_3_0 #2.5x5 W4 �, W71 it #2.5x5 B l/ WB\� 149 �� 1-11-4L 4.042- -1,1 -/W \,` j W5�,` �/ ( `\\� �j, W10\• Wll// a T4---4.042 '1s W3`,1\ 1` `•� ;`;! �\ ��J W12 13/ l� W 1'i "1-- - H Bl 0­1 M L J ---- ._v P #6.25x6.75 118.75x8.75 g #8.75x8.75 116.25x8.75 N WG2 #5x6.25 #18G-MS18-7x16 #5x6.25 &18G-MN18-11.25x15 S2 S1 #18G-MS18-8x16 #l8G-MS18-8x16 &16G-MN18-11.25x15 -- -- - - ----- -- - -- - - ---- BC - EXCEPT AS SHOWN ALL PLATES ARE MN2020, # = PLATE SELECTED IN PLATE MONITOR Scale.0 141"=1' M_Tekl' Online Plus" APPROX. TRUSS WEIGHT: 561.4 LES Online Plus -- Version 30.0.023 A -B 0.73 16388 C 0.42 0.31 A MN18 11.2x12.5 Ctr Ctr RUN DATE: 21-MAR-14 B -C 0.79 15967 C 0.39 0.40 B# MN20 2.5x 5.0 Ctr Ctr C -D 0.56 16343 C 0.42 0.14 C# MN20 11.2x12.5 Ctr Ctr Southern Pine lumber design D -E 0.42 14119 C 0.31 0.11 D# MN20 6.2x 8.8 Ctr Ctr values are those effective E -F 0.42 14118 C 0.31 0.11 E# MN20 11.2x15.0 Ctr Ctr 06-01-13 by SPIB//ALSC UON F -G 0.56 16331 C 0.42 0.14 F# MN20 6.2x 8.8 Ctr Ctr CSI -Size- ----Lumber---- G -Q 0.79 15966 C 0.39 0.40 G# MN20 11.2x12.5 Ctr Ctr TC 0.79 2x10 SP-2400f-2.OE Q -H 0.73 16387 C 0.42 0.31 Q# MN20 2.5x 5.0 Ctr Ctr BC 1.00 2x 8 SP-2400f-2.OE --------Bottom Chords--------- H MN18 11.2x12.5 Ctr Ctr WB 0.89 2x 4 SP-#1 A -P 0.97 15268 T 0.63 0.34 P# MN20 5.0x 6.2 Ctr Ctr WG --- 2x 8 SP-#1 P -O 1.00 15916 T 0.66 0.34 0# MN20 6.2x 8.8 Ctr Ctr O -S2 0.63 14150 T 0.58 0.05 S2#MS18 8.0x16.0 Ctr Ctr Brace truss as follows: S2-M 0.63 14158 T 0.58 0.05 M# MN20 8.8x 8.8 Ctr Ctr O.C. From To M -K 0.52 12189 T 0.50 0.02 K# MS18 7.0x16.0 Ctr Ctr TC 24.01, 0- 0- 0 47- 9- 0 K -J 0.52 12189 T 0.50 0.02 J# MN20 8.8x 8.8 Ctr Ctr BC 90.01, 0- 0- 0 47- 9- 0 J -S1 0.63 14157 T 0.58 0.05 S1#MS18 8.0x16.0 Ctr Ctr S1-I 0.63 14149 T 0.58 0.05 I# MN20 6.2x 8.8 Ctr Ctr psf-Ld Dead Live I -N 1.00 15903 T 0.66 0.34 N# MN20 5.Ox 6.2 Ctr Ctr TC 6.0 25.0 N -H 0.97 15266 T 0.63 0.34 BC 4.0 0.0 -------------Webs------------- # = Plate Monitor used TC+BC 10.0 25.0 B -P 0.02 130 T Placement Tolerance Used 0.12 in. Total 35.0 Spacing 96.01, P -C 0.44 785 C Lumber Duration Factor 1.15 C -O 0.29 1332 C REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.15 O -D 0.37 2293 T NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin D -M 0.89 2271 C ADDITIONAL SPECIFICATIONS. TC 1.00 1.00 1.00 1.00 M -E 0.46 2797 T BC 1.00 1.00 1.00 1.00 K -E 0.36 2217 T NOTES: E -J 0.46 2796 T Trusses Manufactured by: Total Load Reactions (Lbs) J -F 0.89 2270 C Morton Buildings, Inc. it Down Uplift Horiz- F -I 0.37 2278 T Analysis Conforms To: A 6685 1 R I -G 0.28 1321 C TPI 2007 H 6685 G -N 0.43 773 C Run vertical thru bottom chord N -Q 0.02 128 T Joint K it Brg Size Required NOTE: USER M0 - A 5.511 5.513 ** TL Defl -1.45" in M -K L/388 This desvir a�qa ,%, H 5.51. 5.5,1 ** LL Defl -0.9011 in M -K L/621 selectedd a°�p3Hz Disp LL DL TL monitorJ(lA � LC# 2 Dead Load Check it H 0.41" 0.2511 0.66" Max comp�foz BA Lb Dur Fctrs - Lbr 0.90 Pit 0.90 Shear // Grain in A -A 1.00 Max tens®torg3 PZ b plf - Dead Live* From To Connecto laat4 tion TC V 48 0 0.0' 47.8' Plates for each ply each face. Tolera 0l.Ai % ay ° BC V 32 0 0.0' 47.8' Plate - MN18 20 Ga, Gross Area This s dbt-09 ° 0 Plate - MN20 20 Ga, Gross Area creep f c 5 Membr CSI P Lbs Axl-CSI-Bnd Plate - MS18 20 Ga, Gross Area is use to yak �p,t a ----------Top Chords---------- Jt Type Pit Size X y load eflect' It Online PlLs11 0 Copyright MiTek®1996-2013 Version 30 0 023 Engineering-Portrait 3/2112014 3 46 58 PM Page 1 1 r c72 . 1-7 - leo --------------- 1 of 23 FOR: CUTCHOGUE FIRE DISTRICT JOB#128-056612 Cutchogue, New York BUILDING USE: FIRE STATION BUILDING DESCRIPTION: WIDTH..................................... BW:= 48-ft LENGTH................................... BL:= 96-ft OVERHANG WIDTH.................. OW:= 1-ft EAVE HEIGHT.......................... EH:= 17.5-ft ROOF SLOPE.......................... RS:= 4/12 BAY SPACING......................... BS:= 8.0-ft BUILDING CLASSIFICATION...... BC:= "IV" DESIGN LOADS: ROOF LIVE LOAD....................... LL:= 25•psf DEAD LOAD............................... DL:= 6-psf CEILING LOAD........................... CL:= 2•psf WIND SPEED............................. Vic:= 120 mph EXPOSURE CATEGORY............ EC:= "B" ENCLOSURE CLASSIFICATION... EnC:= 'ENCLOSED" WIND IMPORTANCE FACTOR..... I,,,:= 1.15 REFERENCED STANDARDS: ASCE 7-05 NYBC 2010 COLUMN CALCULATION: PA.2E.1 PA.3E.1 EH= 17.5 ft PA.4E.1 pal E.1 BH= 16 ft IBW=48 ft r -I WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR.................................................. Kj:= 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT..................... of=7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z,= 1200 ft MEAN ROOF HEIGHT................................................................... H=21.5-ft HEIGHTABOVE GROUND LEVEL (ASCE minimum)....................... z=30ft gg�6B99 VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ KZ=0.7 � NEWN�_6 � ° VELOCITY PRESSURE... q:= 0.00256•KZ Ka•V3S2 Iw psf q =25.25•psf m,,1�° z o° EDGE STRIP WIDTH....... ESW=4.8ft ° END ZONE WIDTH.......... EZW=9.6 ft tj 2 t Z — 2 of 23 INTERNAL PRESSURE COEFFICIENTS: GCpi IN=—0.18 GCpi.OUT=0.18 EXTERNAL PRESSURE COEFFICIENTS -CASE A -TRANSVERSE LOADING: END ZONES GCpfA 1E =0.78 GCpfA2E=-1.07 GCpfA 3E=-0.67 GCpfA 4E=-0.62 INTERIOR ZONES GCpfA 1 =0.52 GCpfA 2 =—0.69 GCpfA 3 =—0.47 GCpfA 4 =—0.42 DESIGN PRESSURES -CASE A-TRANSVERSE LOADING: END ZONES PA]E 1 q'(GCpfA IE-GCpi IN) PAJE 1 =24-24-psf PA 2E 1 q'(GCpfA 2E-GCpi IN) PA 2E 1 =—22.47-psf PA 3E.1 q'(GCpfA 3E—GCpi IN) PA 3E 1 =-12.45-psf PARE 1 q'(GCpfA 4E-GCp,IN) PA 4E 1 =—1 1.06-psf PA.lE2 q'(GCpfA IE-GCp,OUT) PA]E2 = 15.15-psf PA 2E 2 q'(GCpf A 2E—GCpi OUT) PA 2E 2 =—31.56-psf PA 3E 2 q,(GCpfA 3E-GCpi OUT) PA 3E 2 =—21.54.psf PA.4E2 q'(GCpfA4E-GCpi.OUT) PA4E2 =-20.15•psf INTERIOR ZONES PA l 1 q'(GCpfA 1 -GCp,IN) PA.1.1 = 17.58-psf PA 21 q,(GCpfA 2 -GCp,IN) PA 21 =—12.88-psf PA 3 1 q'(GCpfA 3 -GCp,IN) PA 31 =—7.28•psf PA 4.1 q,(GCpfA 4 -GCI,,IN) PA 4 l =—5.94-psf PA.1.2 q'(GCpf.A 1 -GCp,OUT) PA 12 = 8.49-psf PA 2 2 q'(GCpfA 2 -GCpi OUT) PA 2 2 =—21.96•psf PA 3 2 q'(GCpfA 3 -GCp,OUT) PA 3 2 =—1 6.37-psf PA.42 q'(GCpfA 4 -GCp.OUT) PA.42 =—15.03-psf 7 3 of 23 MAIN WINDFORCE-RESISTING SYSTEM: END ZONE HORIZONTAL LOADS PA.Ewall =35.3•psf PAEroof=0•psf INTERIOR ZONE HORIZONTAL LOADS PA.wall=23.52•psf PA roof=0•psf DIAPHRAGM PROPERTIES/ (OSB ON ROOF) 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(OSB) Diaphragm Shear= (1.4x170x0.92) = 218.9 Ib/ft END ZONE LOADING TO ROOF DIAPHRAGM: WEwa11 .375•EH•pAEwall WEwa11 =231.66•plf RS BW WE roof 12 '2 PAEroof WE roof=0•plf END ZONE LOADING TO ROOF DIAPHRAGM EL:= WE wall+ WE roof EL=231.66•plf INTERIOR ZONE LOADING TO ROOF DIAPHRAGM: WI wall .375•EH•PA wall Wi wall= 154.38•plf RS BW WI roof 12 '2 PA roof WI roof=0•plf INTERIOR ZONE LOADING TO ROOF DIAPHRAGM IL:= WI wall + WI roof IL= 154.38•plf 4 of 23 WIND LOADING DIAGRAM 24 EZW BL—EZW 231- 222- 213- 204- 195- 186- 177- 168- 159- 150 32221201918617161515 0 20 40 60 80 Building Length SHEAR DIAGRAM 8.152x]03 6.522x103 4.89 N 103 3.261x103 ].63x]03 — 1.63x103 0 20 40 60 80 —3.2 lxl0 —4.891x103 —6.522x 103 — 8.152x10 3 Building Length SHEAR TO ENDWALL SHEAR TO END=8152.06 lb NOTE: Roof Width: RW:= BW+ 2.OW RW=50ft Allowable Diaphragm_Shear_Roof:= 94.2•plf•RW Allowable Diaphragm_Shear Roof =4710 lb Roof OSB—Length:_ [ —11,[Allowable Diaphragm_Shear_Roof—(SHEAR TO END EZW EL"] + EZW— — — — Roof OSB Length= 17.49ft END WALL: SHEAR TO END= 8152.06•lb Available Siding:= 2.45•ft=90 ft Wall—Allowable—Shear:= 94.2plf Allowable—End—Wall := Available—Siding-Wall—Allowable—Shear Allowable—End—Wall = 8478-lb 5 of 23 COLUMN DESIGN CRITERIA: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers. W)P:= (.75-LL+DL+ CL)-BS-I BW + OWJ P N P=5350 lb Columns in End Zone EZW=9.6 ft W:= PA IE.I-BS = 193.92•plf 2 0 w•EI-1 Ma:= 8 Ma=7423.54 ft-lb f LOWEST SPLICE CUTOFF X=0.67ft l Mb:= C8—w—EH—(EH–X)J – w(EH–X)2 Mb=–6052.62 ft-lb END ZONE COLUMNS PN = P - UMb I-PA.2E.I.BS-.75. PLIFT 11PN:= P– r B2 + OWJJ Ma 8 In a J OUTSIDE VIEW ]d:= HH— d Id=26.48 Column Size="3-2x8 Laminated Column" SPLICE CHECK (Mb) AS=32.62•sgin Fc s= 1500-psi S,=39.42•cuin Fbs = 1438-psi (ft l in PN 2 IMbI.12•.75•I INTERACTION–VALUE:_ + l ) As•F1�1.6 f� Ss Fb s•1.6. 1 – FcE INTERACTION VALUE=0.67 6 of 23 MFS CALCULATIONS: SPAX SCREW ALLOWABLE SHEAR: (SEE ATTACHED ICC ES EVALUATION REPORT ERS-1782) Single shear, SYP to Steel Plate Fastener Diameter...................................... D:= .170in Fastener Length......................................... L:= 2.5in Yield Bending Strength of Fastener.............. Fyb:= 158000psi Main Member Thickness............................. tm:= 1.3125•in Side Member Thickness.............................. t,:= .180-in Dowel Bearing Strength of Main Member....... F,,:= 5550-psi Dowel Bearing Strength of Side Member....... Fes:= 97500-psi SpecificGravity of Wood............................. G:= .551 KD:= ifl(D>0.17-in,ifl D<0.25•in,0.5+ in D-10 3),22) —22 lm:= tm= 1.31-in is:= min(L—tm,Q =0.18•in p:= L-1, Fem R,:= — =0.06 Fes Im Rt:= — =7.29 Is [ Re+ 2•Re2 1 +Rt+ Rt2 + Rt2.Re3 —Re(1 +Rt)] k1 :_ 1 +Re) 2-Fyb•(1 + 2R).D2 3.Fem im2 2 (1 +Re� 2-Fyb•(2 + Re)•D2 k3:= -1 + + Re 3 Fem Is2 7 of 23 Fem ZIM:= D-Im.— =562.88-1b KD Zl,:= D-],-FeS— = 1356-14-1b KD Z2:= kI-D-I,-F— =269.3 7-lb KD (k2-D-IM.Fem) Z3m (I + 2-R, 288.63-lb ,)-KD (k3-D-I,-Fem) Z3,:'— (2 +Re . =280.82-lb )KD Dem'(2-F -Fyb) . Z4:= ). 308.95-lb KDj —(1 +Re znail:= min(ZIm5ZIs�z2qZ3m5Z3s5Z4) =269.4-lb Spax Shear Plane Diagram: 1.32 1.50 1.32 C4 Allowable Shear per Shear Plane Location: Total Shear planes per location = 3 ZsPax:= 3'Zna,l = 808.1 lb 8 of 23 WOOD COLUMN TO INTERNAL BRACKET CONNECTION: 1.44 1.51 3.44 1.5 5.44 1.5 2.44 3 4.44 3 1.44 4.5 3.44 4.5 Pattemx5.44 -in Patterns 4.5 -in 1.44 8i 10.51 9 a 3.44 10.5 .10 7- 5.44 10.5 2.44, 11, 12 ,12 4.44 12 12 j3' 1.44 13. r. 44' 3.44 13.5 15 1 5.44 3.5 Daffemx Y,Pattemy Xbar rows(Patternx), 3.44-in Ybar rows(Pattemy) 7.5-in -2 -6 0 -6 2, ',5-.22" -6. 4 14 -4.5 -2 ws5 -3 fi 0 -3, - X.:= (Pattemx-xb,,) 2 -in X y (Patterny-Yb.) 3 in -2 ivg3 0 s 9 3 2 3 4.5 4.5 -2 6 14. 0 1 1 21 9 of 23 4 361 0 36 -21 4 1 361 1 20.251 20.25 4 9 0 2 9 = I := X 9 -in &® xx 4 -in y y 4 9 0 9 4 9 1 20.25 I IT 20.25 4 1 36, 1 0 36 4 10 of 23 Ix:= 1ix=36°in2 Iy:= Yiy =351•int 10:= Ix+ Iy=387°in2 xextr:= max(xx) =2-in Yextrmax(xy) =6-in V,:= —Mb°I� =375.41b H,:= —Mb_Yextr = 1126.1 lb 0 10 (EH.w 8 —wXJ — Vp:= Olb Hp:= J — 124.5 lb rows(PatternX) R:= (Ve+Vp)2 + (He+Hp)2= 1305.7 lb Rallow:= Zspax'1°6= 1293 lb R Ispax:_ = 1.0 Rallow 1 2.56-2.56 r 1.56 2.00 1.56 X,m Vp TV. O.b0 o 0 o c h, ho ► 3.00 0 G o y_ o c __Mb 6.00 T H, G G O O 3.00 0 0 P O O O G 1.50 I ' 4 11 of 23 STEEL PLATE BRACKET DESIGN: dpi =6.88-in tpl:= .180in Lb=6-in Fy.pl:= 50000psi Epi:= 29000000psi 2 2 dpl dpl 3 dPl 3 Tpl:= Lb•— = 1273.1 SPI := tpl• 6 = 1.42-in Zp] := tpi•4 =2.13-in t 2 Pi 1. Yeilding Upl:= .08• EP] =46.4 Fy pl MP:= min(Zpi•Fy p1,1.6•Spl•Fy pl) = 106347.7-in-lb Mnyeild:= if(Tp, <Up,,Mp,'NA") = 'NA" 2. Lateral Torsional Buckling a E ( ) Upi:= 1.9 pi = 1102 Fy p] Cb:= 1.0 Mna:= miCb• 1.52 —.274Tp1•EPl •Spl•Fypl,Mp =65123.6-in-lb Pi Mn.LTBa if(Tpl :—Upl,Mna,"NA") = "NA"•in•lb C (b) Fir:= 1.9•Epl• b =43278.5-psi TO Mn_b:= min(F,r Spl,Mp) = 61367.6-in-lb Mn LTBb if(Tpi>Upl,Mn b,"NA") = 707.03 3. Allowable Bending Moment Mn=61367.6-in-lb Q:= 1.67 2 Plates for Connection M 2• S2 =73494-in-lb IMbI =72631-in-lb r 12 of 23 PRECAST CONCRETE LOWER COLUMN: f,:= 10000psi bMFs=4.63-in h1v>FS=7.25-in Ag:= bMFS-hMFS=33.53•in2 fy.MFS:= 60000psi As, =0.4•in2 d1 =5.75.in As2=0.4-int d2= 1.5-in Ast:= As, + As2=0.8-int EMFS:= 29000000psi E:= fy MFS =0.00207 EMFS Ast pg:= =0.0239 Ag P,:= .85•fc.(Ag-As) + fy MFs•Ast=326216 lb (�:_ .65 4Po:_ (�'Po=212040 lb 4Pomax .8•(�•Po= 1696321b Z E1 c Z1 =0.53 el , := Z1-e=0.001093 c, :_ (.003•d,)-(.003 -Z,-E)- 1 =9.04-in Z2:= .25 E12:= ZTE =0.000517 c,:= (.003-d,)-(.003 -Z,-E)- 1 =6.95-in Z3:= 0 E1 3 := Z3•E= 0 c,:= (.003•d,)-(.003 -Z,-E)- 1 =5.75•in Z4:= -.5 E14:= Z4-E_-0.001034 C4:= (.003•dJ-(.003 -Z,.e)- 1 =4.28-in Z5:= -1.0 E15:= Z5•E _-0.002069 cs:_ (.003•d,).(.003 -ZS-E)- 1 =3.4-in Z6:= -2.0 E1.6:= Z6•E _-0.004138 c,,:= (.003•d,).(.003 -Z,.E)- 1 =2.42-in Z7:= -2.41667 E1.7:= Z7-E _-0.005 c,:= (.003.d,).(.003 -Z,-E)- 1 =2.16-in Z8:= -2.5 E1 8:= Z8-E_-0.005172 c,,:= (.003•d,)-(.003 -Z,.E)- 1 =2.11•in Zq:_ -3 E1 9:= Zq•E_-0.006207 c,,:= (.003•d,)•(.003 -Z,.E)- 1 = 1.87-in Z10=-5.31 E1 10 Z10•E _-0.010985 c10:_ (.003•d1)•(.003 -Z10-E)- 1 = 1.23-in 13 of 23 E� a E-)I :_ .003•(c, -d,))•c,- 1 =0.0025 a] := cl•.65=5.88-in E:9,) :_ .003•(c,2-dg)•c? 1 =0.00235 a2:= c2•.65=4.52-in E?,; :_ .003•(cR-d?)•cR 1 =0.00222 a3 := c3•.65=3.74-in E?4:_ .003•(C4-d?)-C4-1 = 0.00195 a4:= c4•.65=2.78-in E?'i :_ .003•(cs-dq).cs 1 =0.00168 a5:= c5'.65=2.21-in E?r,:_ .003•(cr,-dq).CA 1 =0.00114 a6:= c6•.65= 1.57-in E?7 :_ .003•(c7-d?)•c7 1 =0.00091 a7:= c7•.65= 1.4-in Eg R :_ .003•(cR-d.?)•cR 1 =0.00087 a8:= c8•.65 = 1.37-in E?o :_ .003•(c9-d?)•c9 1 =0.0006 ag:= cg-.65= 1.22-in E210 .003•(clo-d2)•clo 1 =-0.00065 alo:= clo•.65=0.8-in EES 1 EES, 1 = if(El 1'EMFS <-fy MFS,-fyMFS,if(El.]'EMFS>fy MFS,fy MFS,El 1'EMFS)) =31686-psi EEsl2 if(E12'EMFS <-fy.WS,-fyMFS,if(E1.2'EMFs>fyMFS,fyMFS,El2'EMFS)) = 15000-psi EEs1 3 if(E1 3'EMFS <-fy.MFS,-fy WS,if(El3'EMFS>fyMFS,fy WS,E1.3'EMFS)) =0•psi EEs14:= if(E14'EMFS <-fy WS,-fy.MFS,if(El4.EMFs>fyMFS,fyMFS,E14•EMFS)) =-30000•psi EEsl 5 := if(E l 5'EMFs <-fy mss,-fy WS,if(E 15'EMFS >fy MFS,fy WS,E 1 5'EMFS)) =-60000-psi EESI 6:= if(E16•EMFs<-fy MFs,-fyWS,if(E1.6'EMFs>fyMFS,fyMFS,EI 6'EMFS)) =-60000•psi EEs17 if(E17'EMFS <-fy.MFS,-fyMFS,if(El7'EMFs>fyWS,fy.MFS,El 7'EMFs)) =-60000•psi EE,l 8 if(E1 8'EMFS <-fy MFS,-fy.MFS,if(E18'EMFS >fy MFS,fy MFS,E] 8'EMFS)) =-60000•psi EEs19 if(E1g'EMFS <-fymFs,-fyWS,if(El9'EMFS>fyMFS,fyMFS,El9'EMFS)) =-60000•psi EEsl.lo if(E1 lo'EMFS<-fy Ws,-fy WS,if(E1.10'EMFS >fyWS,fyMFS,E1 lo'EMFS)) =-60000-psi EEs2 EE,21 if(E2]'EMFS <-fy MFS,-fyMFS,if(E21'EMFS >fyWS,fyWS,E21'EMFS)) =60000•psi EEs2 2 if(E2 2'EMFS <-fy WS,-fy WS,if(E2 2'EMFS >fy MFS,fy MFS,E2 2'EMFS)) =60000-psi EE,2 3 if(E2 3'EMFS <-fy WS,-fy WS,if(E2 3'EMFS >fy MFS,fy.MFS,E2 3'EMFS)) =60000-psi EEs2 4 if(E2 4•EMFs <-fy WS,-fy MFS,if(E2 4'EMFS >fy MFS,fy MFS,E2 4'EMFS)) =56478.26•psi EEs2 5 if(E2 5'EMFS<-fy WS,-fy NffS,if(E2 5'EMFS >fy MFS,fy.MFS,E2 5'EMFS)) =48652.17•psi EEs2.6:= if(E2 6'EMFS <-fy MFS,_fy MFS,if(E2 6'EMFS >fy MFS,fy MFS,E2 6'EMFS)) =33000-psi EEs2 7 if(E2 7'EMFS <-fy MFS,-fy MFS,if(E2 7'EMFS >fy MFS,fy MFS,E2 7•EmFs)) =26478.21•psi EEs2 8 if(E2 8'EMFS <-fy.MFs,-fy MFS,if(E2.8'EMFS >fy.MFS,fy MFS,E2 8'EMFS)) =25173.91-psi EEs2 g:= if(E2.9'EMFS<-fy.MFS,-fy MFS,if(E2 g'EMFS >fy.MFS,fy MFS,E2 9'EMFS)) = 17348-psi EEs210if(E21o'EMFS <-fy MFS,-fy.MFs,if(E2.10'EMFS> fyMFS,fyWS,E2]0'EMFs)) =-18797.74•psi y � Y 14 of 23 C, Fs] Cc] :_ .85•fc'bMFS-a] =231098 lb Fs1 ] := if[al <dl,EEs1 I-A,,,(EE,I 1 — .85•fc)As1] =4207 Cc2:_ .85•fc'bMFS-a2= 177541 lb Fsl 2 if[a2 <dl,EEs].2'Asl,(EEs1.2 — .85•fc)As]] =2722 CO :_ .85•fc-bMFS-a3 = 1469301b Fsl.3 := if[a3 <d],EEsl 3'Asl,(EEs]3 — •85•fc)As1] =0 Cc4:_ .85•fc.bMFS'a4= 1092561b Fs14:= if[a4<dl,EEs]4'As],(EEs1.4 — .85•fc)Asl] =—5443 Ccs :_ .85 fc bMFS a5=86959 lb Fs1 5 := if�a5 <d],EEs1.5'Asl#Esl 5 — •85 fc)As,] =—10886 Cc6:_ .85•fc•bMFS•a6=61753 Ib Fsl 6 := if[a6<dl,EEsl 6-Asl,(EEs] 6 — .85•fc)Asl] =—10886 CO :_ .85•fc.bMFS'a7=55099 lb Fs1.7:= if[a7 <d],EEs]7'Asl,(EEsl.7 — .85•fc)Asl] =—10886 Ccs:_ .85•fc•bMFS•a8=53937 lb Fs]8 := if[as <d],EEsl.8'As1,(EEsl.s — .85-fc)Asl] =—10886 Cc9:_ .85 f�bMFs'a9=478761b Fs19 := if[a9<dl,EEs]9•Asl,(EEs]9 — .85•fc)Asl] =—10886 Cc]o :_ .85.fc-bMFS-alo=31519 lb Fs] to := if[alo<d1,EEs1 10'As1,(EEs] to —•85•fc)As]] _—10886 Fs2 Fs2.1 := if[al <d2,EEs21'As25(EEs2] — .85.0As21 = 9344 Fs2 2 := if[a2<d2,EEs2 2-As2, EEs2 2 — .85-fc)As2] =9344 Fs2 3 := if[a3 <d2,EEs2 3'As2, EEs2 3 — .85•fc)As2] =9344 Fs2.4:= if[a4<d2,EEs2 4-As27(EEs2 4 — .85•fc)As2] = 8705 Fs2.5 := if[a5 <d2,EEs2 5-As2,(EEs2 5 — •85•fo)As2] =7285 Fs2.6:= if[a6<d2,EEs26-As25(EEs26 — .85•fc)As2l =4445 Fs2.7:= if[a7<d2,EEs2 7-As2,(EEs2 7 — .85•fc)As2] =4804 Fs2 8 := if[as<d2,EEs2 8•As2, EEs2 s — •85•fc)As2] =4567 Fs2 9 := if[a9<d2,EEs2 9-As2, EEs2 9 — .85-fc)As2] =3148 Fs210:= if[alo<d2,EEs2.10'As2,(EEs210 — .85•fc)As2] =—3411 15 of 23 Mn Mnl Cc] I h 2FS —2) +Fsl 1•I h 2Fs —d1J +Fs2 V h 2FS —d2 I = 182544-in-lb Mn2:= Cc2•I h 2FS —2) + Fsl 2'�h 2Fs —dlJ +Fs22'�h 2Fs —d2) =273711•in•lb J Mn3:= Cc3•I h 2Fs —2 I + Fs]3'I h 2Fs —d1J +Fs23'I h 2Fs —d2) =301822-in-lb Mn4:= Cc4'I h 2FS — 2) +Fsl 4 I h 2Fs _dll +Fs2.4•rh 2Fs —d2) =310514-in-lb J \ J I\ / Mn5:= Cc5'I h 2Fs — 2) + Fsl 5'I h 2Fs —d1J + Fs2 5- h 2 —d2) =304179-in-lb Mn6:= Cc6•I h 2Fs —2) + Fsl 6'I h 2Fs —d]J +Fs2 6'I h 2Fs —d2 I =247179-in-lb Mn7:= CcT h 2Fs —2) + Fsl 7'I h 2Fs —d1J + Fs2.7'I h 2 —d2J =234628-in-lb Mn8:= Cc8•I h 2Fs —2) + Fsl 8'I h 2Fs —d1J + Fs2.8'I h 2Fs —d2 I =230917-in-lb Mn9:= Cc9•I h2Fs —2) + Fs19'�h 2Fs —d, + Fs29•I h 2 —d2) =210144•in.lb Mn10:= Cc10'I h 2FS — to +Fsl 10'I hMFs — d1J + Fs2 10- hMFs —d2) = 136644-in-lb \ l ` J P n Pnl := Cc, + Fs1 1 +Fs21 =260972 lb Pn2:= Cc2 + Fsl 2 +Fs2 2 =204141 lb Pn3 := CO + Fsl 3 + Fs2 3 = 1675301b PM:= Cc4 + Fsl 4 + Fs24 = 1164471b Pn5 := Cc5 + Fs1.5 + Fs2 5 =79020 lb Pn6:= Cc6 + Fsl 6 + Fs2.6 =47553 lb Pn7:= Cc7 + Fsl 7 +Fs2 7 =41690 lb Pn8:= Ccs + Fsl 8 +Fs2 8 =40006 lb Pn9:= Cc9 + Fsl 9 + Fs2 9 =30815 lb Pn10:= Cc10 + Fsl 10 + Fs210 =0l 16 of 23 �1 := if[E1 1 >-.002,.65,if[E1.1 <-.005,.9,.65+ (-El.l - .002)-250.3-1� =0.65 4)2:= if[E1 2 >-.002,.65,if[E12 <-.005,.9,.65 + (-E1 2 - .002)-250.3- 1� =0.65 (�3:= i61 3 >-.002,.65,if[E1 3 <-.005,.9,.65+ (-E1 3 -.002)-250.3- 1� =0.65 (N:= if[E1.4 >-.002,.65,if[E14 <-.005,.9,.65 + (-E1 4 - .002)-250.3- 1� =0.65 (�5:= i6:1 5 >-.002,.65,if[E1.5 <-.005,.9,.65 + (-E15 - .002)-250.3-1� =0.66 (N if[E1 fi >-.002,.65,if[E1 6 <-.005,.9,.65+ (-E16- .002)-250.3-1� =0.83 4)7:= if[E1.7 >-.002,.65,i61 7 <-.005,.9,.65+ (-E1 7- .002)-250.3-1� =0.9 (8:= if[E1 8 >-.002,.65,if[E1 8 <-.005,.9,.65+(-E1 8 - .002)-250.3-1� =0.9 (�9:= i619 >-.002,.65,if[E1 9 <-.005,.9,.65 + (-E19- .002)-250.3-1� =0.9 F10:= if[E1 10 >-.002,.65,if[e] 10 <-.005,.9,.65+ (-6110 - .002)-250.3- 1� =0.9 �Mn qPn 118654-in-lb �Pnl := (�1'Pn] = 169632.1b Wn2:_ ( 2TMn2= 177912-in-lb 4)P,2:= ( 2TPi2= 132692.1b 4Mn3:_ (h-MO = 196184-in-lb 0,3:= 43'Pn3 = 108895.1b 4Mn4:= (N'Mn4=201834-in-lb 0,4:= 44'Pn4=75691-lb (Mn5:= (5'Mn5= 199465-in-lb 0P,5:= �)5-Pn5 =51817.1b Wn6:= (N-M,6=204704-in-lb On6:= 4)6'Pn6=39382-]b (W,7:= ( 7TMn7=211165-in-lb 0.7:= ( 7TPn7=37521-lb W,,8:= �)8-Mn8=207826-in-lb Oa:= (8-Pn8=36005-Ib (W,9:= 09'Mn9= 189130-in-lb �Png:= (�9•Pn9=27734-]b (Mnlo:= 410'Mnlo= 122980-in-lb On]o:= (�]o'Pnlo=0-Ib 17 of 23 Column Factored Loads: (1.213+ 1.6W) Pu:= (1.6-LL+ 1.2DL+ 1.2CL)•BS- BW + OWJ =9920 lb 2 MU:= 1.6•Ma= 142532-in-lb Precast Concrete Interaction Diagram 220000 176000 - 132000 On ,n ~ Pu 88000 44000 0 0 44000 88000 132000 176000 220000 Wn,Mu in*lbs 18 of 23 TRUSS TO COLUMN CONNECTION: 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=6600 lb Center—Member—Is= 112x8" Areacentermember= 10.87•syin Bearing_Stress:_ P—Connector—Load Bearing_Stress =320.53-psi Areacentermember FOOTING: Allowable Soil Bearing_Pressure:= 2000•psf P=6600 lb Footing Diameter=30-in Footing_Thickness = 13-in 2 Footing_Diameter .7r 2 Areaact:= Areaact=4.91 ft 4 P 2 Arearegd:= Allowable Soil Bearing Pressure Arearegd=3.3 ft PURLINS: Uplift Load 2 x 4 purlins, No.2 SPF Fb:= 2100-psi Purlin spacing............. PS := 23-in Roof sheeting load... ... SL:= 0.9•psf Purlin dead load.......... pL:= 1.1•psf Uplift load.................. UL:= 47.06•psf TOTAL LOAD:= UL— SL—PL TOTAL LOAD=45.06•psf M,,,ax:= 0.1071-TOTAL—LOAD. PS 1•BS2 Mmax=591.98ft-lb in 12 I ft Mn,ax-12 I to Fb•1.15 Sre d-_ ft/ Sreq d=2.94•cuin q Sact 3.06cuin 19 of 23 SIDEWALL NAILERS: I II I II II I I,I I I. I I .I SP =7.63 ft 2 x 6 nailers, 2100f MSR SPF Fb:= 2100•psi•1.15 NAILER SPACING....................... NS:= 34-in NAILER TRIBUTARY AREA.......... NTA=22.67•sgft NAILER WIND LOAD................... NWL:= 32.31•psf NWL• NS •(BS— .375-ft)2 12 (ft) Mmax:= 8 M,,,,x= 665.31 ft-lb Mmax 12 I ft J Sregd�= in Sreqd= 1.88•cuin Fb•1.10.1.6 Sact 2.06cuin 7 �7 ry 20 of 23 EMBEDMENT: Sidewall column 1st Bay. Leeward worst case with conc. floor restraint in windward direction. Load Combinations NYBC 2010 P 5. D+ W 1. Column with collar-non-constrained at grade. Ma V. grou,ndt surface From ANSI/ASAE EP486.1 Oct00 w:= 30in b:= 8.54in tc:= 9in S:= 150pcf•2.1.33 =399•pcf soil forces d do d, V,:= 21211b Ma:= 7423.54ft•lb rotation— Initial Guesses axis itc d:= 48in footing dl := 39in d 42in (w= footing diameter) °'_ (b= column diagonal dimension) (S = Table 1 or IBC 1804.2 w/ modification per 4.2.2.1) ro ' 21 of 23 Given S•b 2d3 2 2 do S•(w-b) 2(d -dl ) - 2 - 2 3 3 Va=—2 do— - 3d + 3(d d, ) -S-b d4 3 S•(w-b) d -3•d•dj 3 4+ 3d] 3 2 3 Va d + Ma= — -2d - 4 -2d -6•d•d� + 4d1 4 do 4 do Oft<d <- l2ft do<-d dl =d -t, d dl := Find(d,dl,do) do dl =2.3ft do= 1.89 ft Minimum Post Embedment...... d =3.05 ft Actual Post Embedment.................... 4.00 ft rs 22 of 23 SEISMIC DESIGN Site Class:_ "D" Spectral response acceleration @ short periods (SS): Ss:= 0.20 Spectral response acceleration @ 1-second periods (S,): SI := 0.06 Site coefficient (fa): Fa— 1.6 — Site coefficient (Q: F,=2.4 Sms Fa-Ss Sms =0.32 Sm] := F,-SI SMI =0.14 2 SDS 3 'Sms SDS =0.21 SDI (2 3)-SMl SDI =0.1 Seismic Design_Category_Ss= 'B" Seismic Design_Category_S, = 'B" Note: Most severe category governs; therefore Seismic Design_Category= 'B" Is building light-framed construction three stories or less in height? LFC31ess:_ "YES" Response modification factor(R): R:= 7.0 SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS SAP= "APPLICABLE" Building Weight: W= 59000•lb Design Base Shear. 1.0•SDS V:= •W R V= 1798-lb r 1 23 of 23 OPENING HEADER(Section D): (3)2" x 12" Header(2250 MSR) Fb = 2250 psi 66001b 66001b 4.25 ft 8.0 ft 1.5 ft 1.50 ft [4310.2 Ib 2289.8]b 3300.0 lb 3300 0 lb 66001b 66001b 5.0 ft 7.0 ft 1.0 ft 2.5 ft 1 3850.0 lb 2750.0]b 4714 29 Ib 11885.71 lb 66001b 5.5 ft 6.5 ft 3575.0 lb 3025.0 lb Sact = 94.92 in3 Mmax= 19662.5 ftlb Sreq = 79.29 in3 No. of Nails Required 20d RS Nails (201 Ib/Nail) Jamb Column = Rmax = 7464.29 Ib, 33 Nails Total JAMB FOOTING: JF:= 2289.81b+ 66001b=8889.8 lb Footing_Diameter=30•in Footing_Thickness =21-in 2 Footing_Diameter .7r 2 4 Areaact:= Areaact=4.91 ft Arearegd:= Allowable Soil JF 2 Arearegd =4.44 ft Bearing Pressure OAF Iz1� SITE PLAN FOR PROPOSED O wiLL ` STORAGE BUILDING 11Z FOR 6l•.�1$, �w• �, CUTCHOGUE FIRE DISTRICT 56. SITUATE ```` . _ ���.♦ _ CUTCHOGUE II1� ♦ J TOW s N OF SOUTHOLD AM o g� SUFFOLK COUNTY, NEW YORK oi S.C. TAX No. 1000- 102-06- 1 1 . 1 SCALE 1 "=20' SEPTEMBER 2, 2010 OCTOBER NOVEMBER018, 2010 SDRAINAGE CONC STRUCTURES PAD FEBRUARY28, ISEFOR PROPOSEDDD 0 MWATER B 2016 REV2015 APBUILDING MANAGEMENT C0�`pAN NOTES: AREA = 122,239 sq. ft. o ' 2.806 ac. F TIE, ? J,I 1. ELEVATIONS ARE REFERENCED TO AN ASSUMED DATUM 01 e EXISTING o. �/0 � A� x33.40 G acs TIN ELEVATIONS ARE SHOWN THUS.�Q QA,` BG 33.3 OY F.FL. - FIRST FLOOR G.FL. - GARAGE FLOOR 0 Y X OP OF CURB BC - BBOTTOM OF CURB TIN - TOP OF WALL 33.5 ;4AC BW - BOTTOM OF ALL X �G ` TYPICAL STORMWATER UNIT ` (NOT TO SCALE) , CAST IRON INLET FRAME k COVER (FLOCKHART/83518 TYPE 8840) f ASPHALT SURFACE OR EQUAL M X eel', i 34.9 4 O E 8'THICK REINFORCED CONCRETE O TRAFFIC BEARING SLAB (TVP H-20) 03 X 32.60 BC 1 12' CORRUG. PE DRAIN--\ X 33'4 x 1 �y� PIPE OR APPROVED EQUAL llG x.37�� G0.5X MIN. 0.5% Q1 TO NEXT UNIT c mtn. 12' CORRUG. PE DRAIN o I PIPE OR APPROVED EQUAL 10 tBe x 33.5 . x (2)10' DIA. X 5' HIGH LEACHING RINGS 3'-0' 0G 3}_84 x33.5 9� 3'-0' REINFORCED PRECAST CONC. (min.) . (min.) 4000 PSI O 28 DAYS CRUSHED 3/4' - 1-1/2' STONE 33.0 ZJ1� ALL AROUND (IF REO-D.) X Q 4• 31_46 10'-0' X x 31.50 �G.� INSTALL GEO CLOTH AROUND ALL gG 6' MINIMUM PENETRATION . F1/� TG 34.04 a INTO A VIRGIN STRATA �j E LEACHING DRAINAGE RINGS (� R\M X 3117 33.Q� X `y OFGROUN WATER v 34.43 X33.0 .770 + 4 SC,3�YX 31_14 X12.4 RIM 33.3$ R 36 N. b 31.28 + R 32.78 X •o •�2+'10_ 03a' � X31.0 X�2 "aSNC. x32.8 000 32.55 x33.22 ; N DRAINAGE SYSTEM CALCULATIONS FOR PROPOSED STORAGE BUILDING X x30.71 x33.1 S Pool / �� �1P.A ROOF AREA = 4,608 sq. ft. x31.3 32.46 aNG / F' a yc� 34 4,608 sq. ft. X 0.17. = 783 cu., ft. 31_18 x31_22 / No cid 783 cu. ft. / 68.4 = 12 vertical ft. of 10' dia. leaching pool required 33.05 N PROVIDE (2) 10' dia. X 6' high STORM DRAIN POOLS 31_16 x30.85 X� RIMG� _� X RCA AREA = 7,980 s ft. X 30.83 x 30.98 q _ 1,357 cu.x�Z 31.35 X32.93 / / �� 1,357 cu. ft. / 68.4 = 20 vertical ft. of 10' dia. leaching pool required TEsr `�`� 9 P q Z x31_09 ' . � 4.0s S.,OVL�GE a O+, PROVIDE (2) 10' dia. X 10' high STORM DRAIN POOLS DRYWELLS 31_76 x31.a 32.82x X1`O 3QZQ X30, X R,M +'' 31.73 i PROPOSED 10' DIA. X 6' DEEP DIRYWELLS N x30.66 O x 0- a FOR ROOF RUN-OFF ARE SHOWN THUS: 0 x30.74 x30.4 /��l'" RM O N b ......:r:ai::::i::. .:... 31.86 eo`�' ti _. ��A': ,::: :::::::::::: .:: ::::':.:. PROPOSED 10' DIA. X 10' DEEP STORM DRAIN POOLS X / x 32.85 .. .. .... FOR DRIVEWAY RUNOFF °►'ER �s HEAD 31.15 30.49 K 2.57 ;32.56 M 33.19 �R +� x x x ES P O 31.14 fPD '( P X � H 34.0 POURED CONCRETE 0 4 30, � / NG � • �• 3 . 0 X ...................•:.......rr:•.....I.....::iri'r'rrr'rr.'r::. X. CURB DETAIL RCA DETAIL X 30.94 t^4p / 32.41 � "d .:Y•.:.�.::•.; NOT m 5r.f a N01'TO SCALE X P X y w w • 1 fF s 0 30.67 AI- X 32.87 k• 1-1/2" ET / bRADIUS M Com' Z D �( .� • OL1AR V W B tF • • 1 t M B 31.14 \ ..•'. a .� :• VOI TYP R P P a TW . P m OVER EAD W T _ . . H IBES s �p _- 2'41. e 4 - Lam. . f1A P • to tAM "\ • � --�'l •.r• 1F N r. PAVEMENT G G14 Pa � SI PosT . 4' . . �► I 33.0 ♦ SURFACE l E 1 d• .x R 30.23 32.24 x �' 1 K ALL 41 R d B 31.12 4 0 •;• • N6•:. CONCRETE . .................................... TW p 2. _ PbURED '• � . • IN PLACE 3 75 :�1• W • . >�. X kFi ! • a �' STEEL OR 2Z2 20 N• a •. .: ; 8 WOOD ts; �• .x 32.7 °d POST TVP. \ Gam' -� E 30.83 31.18 EXTRA STRENGTH N • GTH FIL ••• TER F � ) X X + w d AERIC - REQ'D. WITHOUT M UT WIRE MESH SU I PPO o R iRT fis e X 31.5 ! 30, X 82 d' 0' 1 MAX.X O.C. SPACING 32.7 +. A p. x30.47 \ SAM s 'd d ♦' . •' • n.' �•::::::: :..:. .:.. W/ WIRE SUPPORT FENCE 051 W • ♦' • ::::.�:..:..:.:...................:::.:.::.: 3t.o8 P F :. •d • • . . ..... S' MAX. O.C. SPACING ............................... 4 ! ...i x ::::::::::: .' . p •,d,, W/O WIRE SUPPORT FENCE 30.8 O '• •. ,e • •' \ X Ap • d•. �. •' r'.. 'P 31.0 0 • Y"' 2.7 e• a" i X • 9• •. d i • d 4 e •lA• f'. •ry A' , • 30.87 ' •' • 30.55 32.4 a • x '.� X o. 2 CJS X •• • O ••' .. "'fir•..• -•'' '1 • J '1.i••' 30.75 k 30.75 'b X Ti CH L" Fl TER • . L'ABRIC SECURELY ~� 32.6 ,,_. RA J •X G TO UPSTREAM•• M SID 30.30 E OF 0 X M i J PST 1 y d 31.12 R V' Q a. P J v J i 31.5 P o� F r CONCRE E SLAB e d .• ., + • SILT FENCE DETAILS • • d• i X •4 NOT TO SCALE . 30.47 • -op� 30.31 0 d; •. •: • &A NOTE'S: SILT FENCE SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO X `0VL •: d ♦' 10 • 6 AXINIZE PONDING EFFICIENCY. INSPECT AND REPAIR SILT FENCE AFTER \ 1 4 C X 32.3 . .'•_ ' d' d •: P�1GN ':•.... V G EACHI STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REMOVED 1� x : •• • :. '4 d. • ... tq SEDIWENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW X 31.10 AG K Ina d� ♦. '. :: • ,. .• ♦ d :: 1: OFF-SITE TRANSPORT. X E �E�Fy S •d • i , 36' HIGH POLE (MAX.) x 30.95 PCO .•::'t' y:• • .:L d A 2 1'� STEEL OR WOOD POST •' • `J L • • � � n FLOW x30.33 N�0/� 0� 32.4 0- ^ d ,i. • O ` �--- 0 d 31.3 • 30.70 o__�: 5 t', G TEST HOLE DATA X �y�� ..... G P�Q�rJ Pim JA�E (TEST HOLE DUG BY McDONALD GEOSCIENCE ON AUGUST 1 2010) �pPv'" oj0• ,sa by r„ra w G,�� •' ASPHALT ��Q,� i �� Y• 1-3 0.37 / MIXED SAND R LOAM X 0 N 4' X 8" TRENCH _ W/ COMPACTED 019 Ly P GONr, / , BROWN SILTY CLAY CL �r116 BACKFILL TRENCH DETAIL BROWN CLAYEY SAND SC OS ��D ,� (NOT TO SCALE) $0 Tc)WN OT SO 30.7 SFO SCP ALQ'l� X � '� 20.82 vi �J GE O3� n Q o mo �4N' �• GTT - PALE BROWN - S 6 Lathan T "° aft Corwin III ... ....... Land Surveyor _21.................. •�y�p^_' .�^ t Successor To: Stanley J. Isaksen, Jr. L.S. l Jose ph A. Ingegno L.S. Title Surveys - Subdivisions - Site Plans - Construction Layout PHONE (631)727-2090 Fax (631)727-1727 `,: �o a� �LTfYLCx4lY3 09Ym9NWGCiIY.WEy�ii:fLLII4PGSf4.:.SbP+3IDfi�.'..'$^..t'.AY'KQ RAS.�3'AtlSKl83'S'@Ydlg4ii93�A4T �f/gq'ttry= - .iL ti xa OFFICE.* WITH DESIGN AND �k"...�E'°1_J"`t9"��� ( M� ��i�.� I �'? CUTCHOGUE, NY MORTON BUILDINGS GENERAL SPECIFICATIONS Do i4OT F)ROCEED FRA%11NG3 UNTIL SURVEY - JOB�l OF FOUNDATION LOCATION 1.) SITE PLAN PROVIDED BY: 128-056 12 LAMINATED COLUMNS- NO. 1 OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S 0 T c t ! - hAS SCrrI�APPROVED. NATHAN ,Ai T CORwI�•I it COLUMNS NAILED W O.C.STAGGERED ON EACH SIDE WITH 4" NAILS. LAND SURVEYOR 1586 MAIN ROAD MFS PRE-CAST CONCRETE COLUMN -MORTON BUILDINGS FOUNDATION SYSTEM IS A PRE-ENGINEERED, OCCUPANCY OR PHONE:1631RT, NEW 27 YORK 1 1947 � 0 10,000 PSI,STEEL REINFORCED COLUMN FOR BELOW GROUND INSTALLATION. DESIGNED TO BE USE IS UNLAWFUL PHONE. ,631` 727-2p9� MECHANICALLY FASTENED TO ABOVE GROUND NAIL LAMINATED COLUMNS. THE SYSTEM IS DESIGNED TO MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY Li�ILEaS IN~t�..JTED RESIST BOTH AXIAL AND BENDING FORCES. WITHOUT CERTIFI �Tl!.)DIFFERENTLY ON SPECIFIC JOS DRA.%gINS OR SUPT=LE"JiENTA,I.INF-OPMATION. �� OF OCCUPANCY M Lr, I MINIMUM w ' 't 3. NO 0 111 E MAY AI.TER ANY t.I�EG'��1EER1NG ITYN'A UI✓I.i�SS ACT!NG L.INL:ER THE in FOOTINGS AND ANCHORAGE-COLUMN HOLES ARE DUG A MlhIM�Jti, DEPTH OF 4'-a' BELOW GRADE } (SEE PLANS FOR DIAMETER AND DEPTH). MFS PRE-CAST CONCRETE COLUMNS ARE PLACED IN T;-IE HOLE. DIRECTION OF Ti"i:E LICENSED / RFGiSTE RED ENGII`4EFR . € � CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSI) IS POURED IN PLACE TO THE SPECIFIED THICKNESS Lu 4.) THE F'RECDilvia SYlv':E,'OL IDENTIFIES I!Ef�iS THROUGHOUT THE PLANSTHAT ARE 2w SEE PLANS FOR REQUIRED THICKNESS ABOVE AND BELOW T HE COLUMN).THE COLUMN !S THEN BACKFILLEDn ` O ( ) rJ )� �' ! NOT PROVIi":=D BY MORT Eli tt,t^ A�,.��t -y ui t I r- r A P dOVED AS N 'ED IILD!NGS, INC:. Oi� OR t�N B t,.t_1I,�G ' WITH SOIL AND COMPACTED AT 8"INTERVALS OR BACKFILLED WITH CONCRETE (SEE PLANS). � S7 BCONTRACTORS AND ARE THE OWNER' . RES}O'NSIBIL ITY. DATE: 8.P.p TREATED LUMBER-- PRESSURE PRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE NO. 1 FEE: BY: OR BETTER SOUTHERN YELLOW PINE AND CENTER MATCHED OR NOTCHED AND GROOVED OR S4S. NOTIFY BUILDING DEPAR0, T AT 765-1802 8 AM TO 4 PM FOR THE ELECTR'CAL � (` t , � PRESERVATIVE � t i PRESSURE TREATMENT TO GROUND CONTACT RETENTION WITH TREATMENT COMPLYING WITH FOLLOWING' fNSPECTIONS: COMPLY WITH ALL CODES OF � .- I USE CATEGORY UC4B A` PA OR ICC-ES) AI,ED IN CON4PLIANCE WITH USEPA GUIDELINES AND STANDARDS. 1. FOUNDATION - TWO REQUIRED ���S��CTIO�� fo�QUDr"�� �w ( FOR POURED CONCRETE NEW YORK STATE F� TOWN CODES AS REQUIRED AND CONDITIONS OF • 2. ROUGH - FRAMING � PLUMBING FRAMING LUMBER -SIDING NAILERS ARE.2x4 S4S OR 2x6 SPF NO. 2 OR BE17ER SPACED APPROXIMATELY 36" 3. INSULATION ,,v rtV6 .,titcrrn ! �_4;" O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURLINS ARE 2.X4 S4S NO.2 OR 4. FINAL - CONSTRUCTION MUST TRUSS PLACARD:NG REQUIRE COMPLETE FO" o i ' DTOt � Irt,:,, � , RD BETTER ON EDGE SPACED APPROXIMATELY 24"O.C. ALL OTHER FRAMING LUMBER IS NO. 2 OR BETTER. 8E COQ t :t C.O. r ALL CONSTRUCTION SHALL MEET THE I"-LI REQUIREMENTS OF THE CODES OF NEWi z � ROOF TRUSSES - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL.TRUSS PLATES AS REQUIRED YORK STATE. NOT RESPONSIBLE FOR " '°' t al i AND KILN DRIED LUMBER AS SPECIFIED IN-PLANT QUALITY CONTROL INSPECTION IS CONDUCTED UNDER THE DESIGN OR CONSTRUCTION ERRORS. DRAINAGE INSPECTIONS ARE REQUIREDw G � :, ' AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH CURRENT Contact TOS Engineering at 765-1560 before 3: STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. � A� Backfill,OR Provide Engineer's Certification i =I ''�if`�E �� * GTI® v that the drainage has been installed to Code. g CJI - %. REOUIRE-0 BEFORE. SIDING & ROOFING PANELS (FLUOROFLEX 1000 TM� -0.019"MIN., G90 GALVANIZiwD OR AZ55 GALVALUME OPENING` STEEL WITH AN ADDITIONAL BAKED-ON 70% PVDF FINISH WITH A NOMINAL 1 MIL. PAINT THICKNESS ON - =' EXTERIOR. BUILDING DESIGN CRITERIA BUILDING CODE 2010 NYBr; ZD i � TRIM-DIE-FORMED TRIM OF 0.017"MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES, RIDGES, USE GROUP S-.1 - CORNERS, BASE WINDOWS,AND DOORS WITH SAME FINISH AS ROOFING OR SIDING PANELS. Ck*N dSTRUCTION TYPE VB � B1tA.DING AREA 4608 SQ. FT. •= GUTTERS-5"K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, 70% PVDF FINISH TO MATCH TRIM, ON BOTH Fi_ .OR LOAD 125 PSF C` SIDES OF THE BUILDING. MEAN ROOF HEIGHT _ 21.5 FT. O 2x4F1 F1 02/12 BUILDING CATEGORY IV O ' GROUND SNOW LOADi �_�.._._. 20 F.S F t� MAXIMUM DESIGN ELEVATION 10010 Fe. WIND SPEED (V3S) 120'hAPH WIND IMPORTANCE FACTOR _ 1.15 EXPOSURE CATEGORY B INTERNAL PRESSURE COEFFICIENT +0.118 -!� 00 .. w BUILDING DESIGN CONDITION ENCLOSED _ j I ........ ALWIND LOAD DESIGN ASCE 7 ti�.ETt•IC?D 2 � 4 ZONE i E 24,24 PSF ZONE" 2E -31.56 PSF ZONE SE- 211.54 PSF �� a ZONE 4E _-�-20.15 PSF RESISTING ZONE SE 19.?�1 E'SF ���VY'r��Y. tL �, �. .� MAIN WES ACT N R ATOESSYSTEM ZONE 6E -X15.40 FSF-r (ALL FORCES ACT NORMAL TO THE SURFACE) DA,TE.- 2110/2016 ZONE 1 17,5 4 r,zF ----- (FOR ZONES SEE MWFRS ON ELEVATIONS PAGE) � '�; , ('(/�•,,K�'11 iQ�. V. !�t��1CRr7 $ (MAXIMUM VALUE SHOWN) -- ---------- .� -r v. ZONE 2 -21.46 PSI-- ZONE SFrZOd=3 16.37 PSF PATE, 2/16/? O1 ti-- ZONE 4 -15.0? PSI;:------ 11AR .. 2 201 P,I'VIStiD LDATE: 2/29/2016 U CRRENT LUMBER SPECIFICATIONS (06-01-2013) ZONE 5 1 A.64 PSF �,PEOISC-D DATE, __- SHEET INDEX �� _... SIZE: DESCRIPTION BENDING VALUE Fb ZOh:E b -i 1.87 PSF »� SHEET# DESCRIP T IC)fI 2x4 NO.2 SPF 1313 PSI F -2_,,�F� WN OFSOUTHO. [R�E /s �n,�T : --_ ZON� 1 17.2, -<. 3 PS= TOWN OFSQUZ'HOLD F_J RTE - G1 OF G1 SPECIFICATIONS &SHEET INDEX 2x4 NO. 1 SYP 1500 PSI ZONE 2 17.2, -47.5 PSF ,D 2x4 2100f MSR SPF 2100 PSI COMPONENT&CLADDING WIND LOADS Si OF$7 COLUMN PLAN (ALL FORCES ACT NORMAL TO THE SURFACE) ZONE 3 1 7.2, -70.2 FSF S2 OF S7 TRUSS/BRACING PLAN & DETAILS 2x6 NO.2 SPF 1 138 PSI (FOR ZONES SEE ELEVATIONS) r_ 2x6 NO. 1 SYP 1350 PSI ZONE 4 29.8, -3',..3 PSF ��„Olt- S3 OF S7 TRUSS DRAWING, PURLIN LAYOUT, &DETAILS ZONE 5 29.8, -39.9 PSF ®' ` 2x6 2100f MSR SPF 2100 PSI �' 0 S4 OF S7 ELEVATIONS . '.D L. , �r 2X6 2400 MSR SYP 2400 PSI ! HEREBY EEY CEkIFF T4Tv, IE Si'RUCtTUt�AstDESIGN FOR S5 OF S7 SECTION & DETAILS S6 OF S7 ! BUILDING V,/AS PREPARED Bt, ME OR UNDER MY ' � , �� 3���� •t• � � TH1S 8:111..... '� � , � �'`- °� 2x8 NO. 1 SYP 1250 PSI � ° C) SECTIONS DIRT. T„ Rb I..Iv At,,-!DTHAT 1 AM A DULY � dw ��: � .��° "Ir ut _t 2x8 2400 MSR SYP 2400 PSI , ,C - � � „& LI ". +�: ,s/pEz,ISTE` .D P, Oi'EaS.GN:gL Et'�G.!`EER. � £ S7 OF S7 O.S.B. ROOF STITCHING DETAILS : 2x10 NO. 1 SYP 1050 PSI1 �; 2x10 2400 MSR SYP 2400 PSI ► \ lov ct r� CS�' 2x 12 ��q NO. 1 SYP 1000 PSI 2x12 2250f MSR SYP 2250 PSI ' E�C.fI�r�I.D L.SLJTTt�PJ, P.E. 1 1/2"x16" LAMINATED VENEER LUMBER 2800 PSI rfSulicllt\c.�ite .� S,�gnc,P,.corn $ 15" GLU-LAM 1650 PSI DAREG."__ 5 /4"x16 1/2" GLU-LAM 2400 PSI eC`ALE'AS NOTED 5 1/4"x19 1/2" GLU-LAM 2400 PSI SHEETNO, G 1GF G 1 . _ `AivEfKii]LQ£a'93TL48WL9TT.i6 P9YA,19F3 "iTB. .':1!4F8'63SRlY'@i')sN3WiVR'..4SflNVY?A.'ST-iBRTiT /Y:•RA+I]FYFJOB _UTCHOGUE, NYO. 128-0-56612 - - - N e IT Mco �3 i '+ � r� CC)o M M -6ON 1212_03'-6" 12'-0" 3-0 12-03 -0"VENTED SIDEN'A`_L.OVLI?I-;A„NC,F , 3'_8 114' 3'-2 1/4!' 3'-2 1/4" 3'-$ 1/4" 1'-0" N Jam=VE;-iTED L'ND'l/A!.L OVERHANGS N ' CN 7 � � 4 I 1—911 1 8' S C ® ® �� !d �a --�- " �P ;-. 1? LW •_— ---- �p _ t 24"141 30"M 24"m 30"M 24"M I ,O<DI 30"M 130"M O 24"M 30"M O 24"M 3G"M--�- 2 ",M D D D y Lu D >D' © "� Lu S6 I S6 S6 cb w ED { O 39'-10 1/2" i - I .18"M I 18"M -- - -- - 39'-10 1/2" b ff i 31'-10 1/2" - I 18"M I 18"M - ---tet- 311-110 1/2' 23'-10 1/2" - --�-I. 18"M 18 P.4 ( -- - - 23'-10 1/2" n ;� � „ I! 48 ATTIC DRAFT STOP71 i i� S6 I g r? I S5 �h 1 O 15'-10 1/2" - T���18"M I 18"F,�S� -�---- - —�- 15'-3 0 i/2"' D! IR"- 0 Co I I 9 ! I- 7'-10 1/2" - LLJ 7'-101/2" - 18"M I I8'°M �--- _ -`K- 7-10 112" Y E I A II Co 18 M 30"M 30 M 30"m 30"M 30"M 30 M 30'M 30"M 30"M 301,m 30"m 18"Pvlll -Oft 8—0n G 1,�a10 1i2" si_ ee a'— , 8— 8,_ " 8t— a,-0" 8-0" — O ---71— U-1 G N N N CN CN N N N '• Q O 4 O O O O O O , , , r u7 N M M Lo 10 N co � ._.. COLUMN PLAN 2' 8' SCALE: COLUMN PLAN LEGEND RAWNa;:' MILICH � - 3-2x8 LAMINATED COLUMN LOCATION D4 - 2/10/2016 s - HEADERED TRUSS LOCATION CHECKED 8Y.• V. D E V E R A 0 - (2) 3068 PLAIN FLAT LEAF FIBERSTEEL WALKDOORS, IN SWING, LEFT HINGE FATE. 2/16/2016 WITH CLOSER, LOCKSET 0 - (6) 12'-2"x 14'-1"OVERHEAD DOORS WITH 8" DIAMETER JAMB PROTECTORS R.EV,SED DATE.• 2/29/2016 - (2) 30x30 ATTIC ACCESS PANELS (VERIFY LOCATIONS) RE-V,'SED DATE' -- - SNOW RETAINERS REVISED DATE.' - - ALL STEEL FASTENED WITH STAINLESS STEEL SCREWS ._--- - PERIMETER SEAL PACKAGE (COMPLETE BUILDING) F,EVISED DATE.' --- HC - CONTINUE OVERHEAD DOOR HEADER'THROUGH THESE BAYS ROUGH OPENING SCHEDULE 18"M- l8"DIAMETER FOOTING WITH 4'TO BOTTOM OF 21"THICK CONCRETE PAD (2500 PSI MINIMUM).20" BELOW BOTTOM OF UNIT SYMBOL xsaa PRECAST CONCRETE COLUMN AROUND EXPOSED REBAR CAGE AND FROM LEGEND WIDTH HEIGHT s�' 87: Ed �'` ° 3/4"x14"THREADED ROD WITH AN ADDITIONAL MINI,%4UM 1" °� ABOVE BOTTOM OF PRECAST CONCRETE COLUMN. PLACE CONCRETE 38 1/4" 81' • rC,�,, '�^,� BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. �� � pwl ` +• s 24"M- 24"DIAMETER FOOTING WITH 4'TO BOTTOM OF 21"THICK 1 $p' CONCRETE PAD (2500 PSI MINIMUM). 20" BELOW BOTTOM OF PRECAST CONCRETE COLUMN AROUND EXPOSED REBAR CAGE AND ` 447 3/4"X14"THREADED ROD WITH AN ADDITIONAL MINIMUM 1" ABOVE BOTTOM OF PRECAST CONCRETE COLUMN. PLAC , E CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. Lo � ° :t � 30"M- 30" DIAMETER FOOTING WITH 4'TO BOTTOM OF 21"THICK CONCRETE PAD (2.500 PSI MINIMUM). 20" BELOW COTTOM OF PRECAST CONCRETE COLUMN AROUND EXPOSED REBAR CAGE AND 3/4"x14"THREADED ROD WITH AN ADDITIONAL MINIPAUM 1" ABOVE BOTTOM OF PRECAST CONCRETE COLUMN. PLACE CONCRETE S:RLE:AS NOTED BELOW AND ABOVE. BOTTOM OF LOWER COLUMN IN OIIE OPERATION. SHEET NO. - •. :ai7L4iT"-e—" •."" K^l/[' .L'fl®'PlMdl4'1Q3NYATiA% TldYtEi•k LY.+YaCa4L'D8.[VY9LLit^ (!Rl"Y ` GRlS3S]IP' f5 OFFICE. CUTCHOGUE, NY t� CV N ZV CV ZV ig CV _ L�J�OB �r2 8-056612 Cd N o a o 0 0 0 o 0 0 0 0 _ - - 10 co 0 7'-10 1/2" ` 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" $'-0" T-10 1/2" c�cl- S2 3 B j S2 a I UJI I Q............ . .......................... , I .. .. .. .. .. .. .. .. .. .............................. .. f ,R .. .. .. .. .. .. .. .. .. . C3> rq I� I La € L°' 0Lu $ I 0 03 II i I p 0 TRUSS/BRACING PLAN 2 8 z SCALE: LLJ 5E 14' 16' CL 8 TRUSS/BRACING PLAN LEGEND I i -48' 2090 R.C.TRUSSES @ 8'-0"O.C. z -48' END RAFTER ASSEMBLY - - s -2x6 DIAGONAL END BRACES ` (TO EXTEND TO FIRST TRUSS IN FROM ENDWALL) C?FAV1.N Bv* MILICH (2) 20d R.S. NAILS IN O-2x6 FLAT TRUSS TIE CENTERED IN BUILDING DA.TE' - 2/10/2016 OVERHANG FRAME f --------- 2x4 BEV. PURLIN `\! / 'yECKED BK V. D E V E R A TOE NAIL OVERHANG JATE= i 2/16!201 b RAFTER TO OVERHANG ---'1 RcVl3-D DATE° 2/29/2016 NAILER WITH (1) l6d R.S. 48 '-2x10NO.1 SYP NAIL EACH SIDE ( I END RAFTER ASSEMBLY K'EVI;�F-D DATE. PE ISI I-- 48' -2:10 (NO.1 SYP) � • I y ��� of NZi, ,�� OVERHANG FRAME END RAFTER ASSEMBLY I . I ' I � ° � ,�✓�4. 6-20d R.S. NAILS .. ,e• PER CONNECTIONS ° '" 0 2x6 OVERHANG NAILER �- (7) 20d R.S. NAILS r '�= "' 2-2x8 END COLUMN EXTENSIONS OR UPRIGHT ASSEMBLY NAILED TO END RAFTER ASSEMBLY AS • --- 3-2X8 CORNER COLUMN SHOWN AND TO EACH INTERSECTING WEB. FASTEN TO r - !'q � HEADER AND FRAMING MEMBER d WITH (2) 16d R.S. NAILS INTO EACH END DETAIL A DETAIL B MEMBER OR LUMN UOPRIGHT.XTENSION ,,r •F,$NOTED SCALE: 1 1/2'= 1'-0" SCALE: 1 1/2"= 1'-0" SHEET NO. F/CU CIJTCHOyUE, NY TRUSS SPACING 8'-0" Q.C. JOB NO. LIVE LOAD 25 PSF 128-056612 DEAD LOAD 6 PSF CEILING LOAD �- 2 PSF ,...., TOTAL LOAD 33 PSF c� 9-3-0 CL°`_ c^ z Lu � `. , I 0 --- ._ 0- 47-9-0 48' R.C. 2090 TRUSS - SCALE: 3/8"= V-0" M 4.8' WIDE LLJ (ZONE 2 &3) - cx = W R' C �: �I V LSI � 2x4 PURLINS @ 23"O.C. u LID s O - INDICATES PURLINS TO BE FASTENED w/HEADLOK .19"x 6.0" FLATHEAD LAG p SCREW Wi USP RT4 HURRICANE ANCHOR, r C,pS�O�s ALL OTHER PURLINS TO BE FASTENED w/ vc HEADLOK .]9"x 6.0" FLATHEAD LAG SCREW 4.8' WIDE ` cj (ZONE 2 &3) g, g�s�- p USP RT4 HURRICANE ANCHOR 4 ' WIDE BUILDING PURLIN LAYOUT SCALE: I/2"= V-0" DRAI"IN EY: MILICH 10 DATE' 2/10/2016 )^ ) CHECKED EKY: V. DEVERA DA TE. 2/16/2016 2X4 PURLIN 2x4 PURLIN '`�!/fSEDDAT ' 2/29/2Ci6 HEADLOK .19"X6.0" FLATHEAD LAG SCREW ;!• ° ii i I REVISED DATE' -- (ICC-ES REPORT ESR-1078) HEADLOK .19"x6.0" FLATHEAD LAG SCREW \ — ---- USP RT4 HURRICANE ANCHOR (ICC-ES REPORT ESR-1078) \ ,4EL'lSEt1 DATE' --- FASTENED TO TRUSS AND PURLIN ` RE4ISED DA,'E W/(4) 0.131 x 1 1/2"R.S. NAILS 20 GA. GALVANIZED TOP CHORD q PURLIN CONNECTOR -- 20 Ga.. GALVANIZED OF TRUSS TOP CHORD q PURLIN CONNECTOR OF TRUSS Cj ` tr' .. F PSE ✓`�4: 0 \ < oe � ° •\ \ / '�, w-`! y, 'U trop � e� (1) #9x1"HWH SCREW ON PEAK SIDE AND (1) #9x1" HWH SCREW ON PEAK SIDE AND ° (2) #9x1 HWH SCREWS ON EAVE SIDE OF ,�f (2) #9x1" HWH SCREWS ON SAVE SIDE OF PURLIN WHOLES SHOWN (JOINT MUST BE PURLIN IN HOLES SHOWN (JOINT MUST BE TIGHT BEFORE FASTENING CLIPS) TIGHT BEFORE FASTEN;NG CLIPS) 2x4 BUTTED PURLIN DETAIL 2x4 BUTTED PURLIN DETAIL (PURLIN CONNECTED WITH 6"HEADLOK �CAL� E. AS NOTED FLATHEAD LAG SCREW AND USP RT4 CLIP) (PURLIN CONNECTED WITH 6' HEADLOK FLATHEAD LAG SCREW) • SCALE: 1 1/2"- 1'-;?" SHEET NO.SCALE: 1 1/2"= 1'-t3" -- - OFFICE*- DESi°.N N ��'I_At-,i TORY �`O"FES CUTCHOGUE, NY JOB NO, 1. FOOTINGS ARE DESIGNED FOR A 2000 PSF S0;L EEARI�'~ .• CAP�,ClTY. LO:,Ai. �12i1�05c.61:? CONDITIONS MAY REQUIRE MODIFICATIONS. 2. CONCRET:: FLOOR NOTES: � © a. 35 .0 PSI, 5 1/2 BAG hvIIX CONCRETE. b. SLOPE GRADE AWAY FROlvl. BUILDING @ 1" FFR FOOT FOR A �ViiivlP.",UtG; ® TRUSS IN COLUMN DISTANCE OF 10` PLUS OVERT SANG WIDTH. SADDLE c. A VAPOR RETARDED IS NOT MANDATED PER !BC SECTION 1910 EXCEPTION 3. ci LAMINATED COLUMN UNLESS THE FLOOR WILL BE COVERED BY MOISTURE SENSITIVE FLOORING � MATERIALS OR IMPERMEABLE FLOOR COATINGS OR WHERE THE F=LOOR VVdLL BE IN CONTACT WITH ANY MOIS7:.3RE SENSITIVE E^UIPMENT OR PRODUCT. W d. CONTRACTION JOINTS UNIFORMLY SPACED T8' O.C. OR LESS. ::k z FLUOROFLEX'rm 1000 H1-RIB STEEL 3. PRIOR TO PLACING THE CONCRETE FOOTINGS, HAND TAMP THE BOTTOM 2."-3'OFz 2x4 PURLINS @ 23"O.C. LOOSE SOIL TO CONSOLIDATE. IF THE GRILLED HOLE CONTAINS MORE THAN 3"OF � (2100 MSR SPF) LOOSE SOIL, REMOVE EXCESS SOIL TO A UNIFORM THICKNESS OF 2"-3", HAND USP RT4 HURRICANE ANCHOR TAMP AND PROCEED WITH CONCRETE FOOTING PLACEMENT. INSULATION STOP/AIR DEFLECTOR �/- 2x4 BEV. PURLIN 4. DO NOT PLACE CONCRETE FOOTING THROUGH MORE THAN 3"OF STANDING WATER. IF MORE THAIRI 3"OF STANDING, WATER IS PRESENT IN THE FOOTING !-COLE FILLER STRIP -- HEADLOK .19"x6.0" CONTACT THE STRUCTURAL ENGINEE€� OF RECORD FOR INSTALLATION �" 2x6 BEV. FASCIA o FLATHEAD LAG SCREW INSTRUCTIONS. 5"O.G. GUTTERS T#144 & 146 FASCIA TRIM 48' 2090 R.C.TRUSS �- SOFFIT r - FLUOROFLEXTm 1000 HI-REB STEEL �-- 2x4 BLOCKS BETWEEN FURLINS - 12" (R-38) BLANKET INSULATIONLJJ f HI-RIB/SOFFIT CAP " �i I'll BLACK 4 P�.!L VAPOR RETARDERn_ ,�, I z k _.._._..._._ 2x6 OVERHANG NAILER 1 ACOUSTICAL HI-RIB STEEL [vy Lu 2x4 TOP BLOCK &T#11 Lam, (2) 1/2"x5 1/2"M. BOLTS & ti � (� 3 (8) 20d R.S. NAILS 1 � /y R.C. Ute. 4c©' 20.90 RTRUSS 0 F%l. 16" DEEP UNFACED FIBERGLASS CONTINUOUS 2x4 PURLINS P*q G YY INSULATION UTILIZED AS FIRE BLOCK 6" (R-19) BLANKET INSULATION 401 W/4 MIL VAPOR RETARDER �! • — 2X4 BAtii:l G 0j 4' O.G. FLUOROFLEXT"' 1000 HI-RIB STEEL �' �F ¢...- E ��•� O --- INTERIOR HI-RIB STEEL ij� ,l- - 7/16"OSB p i E Ix 12" (R-36) BL�`.hlKET INSULATION Q 2x4 STRIPPING Q 16'-Q" GRADE TO HEEL =/QA 3-2x8 LAMINATED COLUMN uj uj ( 4 ) ROWS 2x6 NAILERS (2100 MSR SPF) �L— P.LACK 4 MIL VAPOR REARDER 8 -- ACOUSTICAL I HR,1B STEEL 2x2 VERTICAL BLOCKING AT COLUMN LOCATIONATTIC DR �� FT ( O P S E ( I O � z T#167 TRANSITION TRIM SCALE: 1"= V-0" !� y� FILLER STRIP —� 2x6 NOTCHED L-NAILER FLUOROFLEX 1000 HI-RIB STEEL WAINSCOT 7/16'OSB PROTECTIVE LINER DRAWN'SY.• MILICH (32) 1/4"x2 1/2"POWER LAG WASHER HEAD DA TE: 2/10/2016 YELLOW ZINC SCREWS _ 2x4 NON-TREATED BASEBOARD CHECKED 5Y.• V. DEVERA 1 1/2"xl" BLOCK &T#109 BASE TRIM ---- ------�- T#167 BASE 2x8 TREATED BOTTOM PLATE DATE' 2/16/2016 TRIM 8"CONCRE*I E FLOOR REVISED GATE 2/29/2016 2"x2'-0"WIDE R-10 PERIMETER INSULATION PRECAST CONCRETE COLUMN LO'WER COLUMN, � -- � 3 BLACK PLASTIC _ _ _ _. -- 8" -��q, 14N m ' ' (I�S ! o �_LAT 3�.".�N REMISED DATE• . •'" ,•••, •'• `.�- � 3/4"ADJUSTMENT ROD w � -- FINISH GRADE r �;_,:~.: - .•..: ,.y��bk. ,;:'.�t.•.:'...�1 ..: :�•.:';w''�•:,3:t��•,:Y.:.,�.•< WITH BASF PLATE ., �;°.•" ...., t. INSTALL PRECAST ;OR`TE �.•�. COLUMN W/ADJUSTMENT ROID x 4"MINIMUM COMPACTED GRANULAR BASE 'f: I UNDISTURBED SOIL �::.••.. ' BASE PLA?a IN iHIIE AUGERED i;: I: OR IN SITU GRANULAR SOIL :r,. ,:' I HOLE.' 300M BRACKET FASTENED TO MFS W/(2) '''; I +;:,r &�'``d° L C% A, HUS-P 6x4;3/5 SCREW ANCHORS :' ! •' i 2. PLUMB PRECAST CONCRETE c, 1 POW 2X3 TREATED SPLASHBOARD FASTEN TO :? �. I ' E-C " I.' ( ) '.' COLUMN r� BOTH E�lR: TION' _-- r> ,d G• x 300M BRACKET V"J/(6) #T 4 A x i 1/2"MILLS SC�'E`1NSZ�0 r MFS PRE-CAST CONCRETE COLUMN �i`:1,�:• r`•`'•s' _ D .. HEIGHT n � DOWN � •. �''`�- 4 • • �' I 3. AD BUST I IGT.T tJ, C�.. 0 21"THICK CONCRETE PAD(2500 PSI MINIMUM). .�'I ',...`..a',L:; ; WlTH ADJUSTMENT HEX ROD . . I 29"BELOV; BOTTOM OF PRECAST CONCRETE COLUMN ,�_��«` AROUND EXPOSED REBAR CAGE AND 3/4"x14" 4. POUR READI-MIX C. CRETE INTO J 30"0 THREADED p OD WITH AN ADDITIONAL MINIMUM 1" THE HOLE AS SPECIFIED. 0 2 ---7' ABOVE BOTTOM OF PRECAST CONCRETE COLUMN. PLACE CONCRETE BELOW AND ABOVE BOTTOM OF 5. BA..,KFILL Ate' ^' aD COMPACT THE LOWER COLUMN IN ONE OPERATION. ANNULAR SPACE UND THE LOWER COLUMN COLUMN TO GRADE TH SOI d S I D EA L L SECTIOI°� IS 0 E =T I AUGEPED FROM THE S!TE. ("'SCALE,AS NOTED SCALE: T/2"= 1'-fl" � - SHEET NO. S5 OF S7 OFFICE.• CUTCHOGUE, NY JOB NO. 128-056612 7/16'O.S.B. HEADLOK .19"x6.0" FLUOROFLEX 1000 HI-RIB STEEL FLATHEAD LAG SCREW 2-PIECE GABLE TRIM 2x4 PURLINS Q 23"O.C. (4) 0.135"x 2 1/4" R.W. (2100 MSR SPF) NAILS OR 16d R.S. NAILS A 2x6 FASCIA c± 0. (1) 20d R.S. NAIL THROUGH 8 T#194 TRIM `,� STRAP & INTO BRACE �6, SOFFIT FILLER STRIP 2' END BRACE STRAP W/ HI-RIB/SOFFIT CAP TRIM / PRE-PUNCHED HOLES z i (BEND TO FIT) FASTENED W/ � �, (3) 0.140"x 1 1/2" R.S. NAILS z 48'-2x10 (NO.1 SYP) 0 i 0 END RAFTER ASSEMBLY �'� 2x6 DIAGONAL BRACING ir 2-2x8 E.C.E. �-'�r FASTENED TO COLUMN tL W/(4) 16d R.S. NAILS FLUOROFLEX 1000 , / 48' 2090 R.C.TRUSS - HI-RIB STEEL Offi I 5 CX ACOUSTICAL HI-RIB STEEL i T#1 1 &T#I%q,6 Y� ..,.t �.� . Lug _ rG I (2) 1/2"X5 1/2" M. BOLTS & -_� . LillI 1 8 20d R.S. NAILS 9) Ale %0 O 03' 2090 R.C.TRUSS t ti 0 12 2x10 HEADER (NO. 1 SYP) 1 2x4 TOP BLOCKa &T#11 HEADER N�JUNG SCHEDULE I (3) 2x12 HEADERS (2250 MSR) _ L-FADER_ STUB ; JAMB !� (3) 2x8 STUB COLUMN ACTUfi�L ME:�1KEP COLI;rAN COLUMN FILLER STRIP HEADROOM 2x10 _ E�E 6 I2x8 BLOCK -'- FLAT STEEL EA.2x12 �10 �11 T#124 T#15 I NOTES: CL T#129 O.H.D. 1.NUMBERS ABOVE ARE 20d R.S.NAILS r"°� vi REQUIRED PER CONNECTION. 2x2 BLOCK �. ALUMASEAL 2. FRE-DR",L HEADERS AS REQUIRED T#151 TO PR VENT SPLITTING. T#154 T#153 3.IF NUMBER OF NAILS REQUIRED FOP R - T4105 14'-3" HEADER TO JAMB COLD N4N CONNECTION 2x3 JAMB (BEYOND; ~-- iIS EXC'SSIVE TO CAUSE SPLITTII\IG, BOTTOM 2'TREATED) GRADE TO BCTTOA� THE:EXCESS NAILS MAY BE INSTALLED (3) 2x8 JAMB COLUMN (BEYOND) OF 2x3 BLOCK IN, HEADER SUPF07T BLOCKING. 2x6 TRACK BLOCK (BEYOND; - BOTTOM 2'TREATED) OHC) HEADER SECTIO F �v'Nf3Y MILICH TE: �i 2/10/2016 ' SCALE: 1"= 1'-0" Ct(ECKED BY.IV. DEVERA DATE: 2/16/2016 RE REVISED DATE: 2/29/2016 y RE's;;SED DA TE* --- 8„ id. TREVISE;;DATE. FINISH GRADE r R' 4 • avt, TEV1,5ED DA TE.' Of N J.q� b r •. O a . ee MFS PRE-CAST CONCRETE COLUMN `• • N ��, A, 21 THICK.CONCRETE PAD(2500 PSI MINIMUM). °a 20" BELOW BOTTOM OF PRECAST CONCRETE COLUMNg�r " . AROUND EXPOSED REBAR CAGE AND 3/4"x14" 18"0 THREADED ROD WITH AN ADDITIONAL MINIMUM 1" . sq , I ABOVE BOTTOM OF PRECAST CONCRETE COLUMN. PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. EI V i�J Y�f q L..L SECTION IOC SLE.'AS NOTED SCALE: 1/2"= lam'-0" 9 S�H,EET NO. �'1' .�I!'OYhCa A11I� S�e9' OF S 7 FOFFICE.' CUTCH0GUE, I`1Y =JOBNOL. 56612 - j FLUOROFLEX 1000 HI-RIB STEEL 2x4 PURLINS @ 2,CO.C. (NC. 1 SYP) FASTEN 7/16"O.S.B. WITH 0.113"x2 3/8" (8d) GUN NAILS @ 6"O.C.ALONG PERIMETER FRAMING @ PURLIN T#16 GABLE TRIM LOCATIONS & 12"O.C. ALONG INTERMEDIATE Lo FRAMING 2x6 BEV. FASCIA c� c� 2x4 BLOCKS BETWEEN PURLINSLu BUILDING END RAFTER ASSEMBLY ' BUILDING TRUSS � u,z 7/16" O.S.B. ROOF STITCHING SECTION SCALE: 3/4"= 1'-0" U-1 u Lu rO;n lu la UJ >- ' ILL Lu FASTEN 7/16"O.S.B. WITH 0.113"x2 3/8" (8d) s - = --u GUN NAILS @ 6"O.C.ALONG FASCIA AND 4i BLOCKING ABOVE END RAFTER ASSEMBLY U " Lu o u 0 e p� v�•' O • 2x4 PURLINS @ ?24" O.C. � � zY.(NO. 2 SPF) vs - La C. DF.AWN EY: MILICH • DA TE-.' 2/10/2016 BUILDING TRUSS CHECKED EY: V. DEVERA DA TE: 2/1612016 REVISED DATE: 2/29/2016 REVISED DATE' --- I;EVlSED DATE' ---- • �EVlSED DA T'E'L-.- 2x4 BEV. PURLIN �d IlkQ ° FASTEN 7/16 O.S.B. WITH 0.1 13x2 3/8 (8d) GUN 2x6 BEV. FASCIA 0 NAILS @ 12"O.C.ALONG INTERMEDIATE FRAMING FASTEN 7/16"O.S.B. WITH 0.1 13"x2 3/8" (8d) A,• E GUN NAILS @ 6"O.C. ALONG PERIMETER FRAMING @ PURLIN LOCATIONS 7/16" OSB ROOF NAILING DETAIL SCALE: 3/4"= V-0" �SCALE.•ASS•NO D SN,EF;NQ. S7QFS7