The URL can be used to link to this page

Home My WebLink About29575-Z FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-30506 Date: 12/21/04 THIS CERTIFIES that the building NEW DWELLLING Location of Property: 365 WILLOW DR EAST MARION (HOUSE NO. ) (STREET) (HAMLET) County Tax Map No. 473889 Section 31 Block 3 Lot 11.24 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated JULY 15, 2003 pursuant to which Building Permit No. 29575-Z dated JULY 15, 2003 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 SINGLE FAMILY DWELLING WITH HOT TUB AND ATTACHED GARAGE. The certificate is issued to WILLOW DRIVE, LLC (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-00-0035 10/13/04 ELECTRICAL CERTIFICATE NO. 1051387 05/13/02 PLUMBERS CERTIFICATION DATED 02/25/04 GARY CONSTANTOPES Autliegized Sig ture Rev. 1/81 FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-30507 Date: 12/21/04 THIS CERTIFIES that the building ACCESSORY Location of Property: 365 WILLOW DR EAST MARION (HOUSE NO.) (STREET) (HAMLET) County Tax Map No. 473889 Section 31 Block 3 Lot 11.24 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated JULY 15, 2003 pursuant to which Building Permit No. 29575-Z dated JULY 15, 2003 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 ACCESSORY ABOVE GROUND SWIMMING POOL WITH DECK AROUND, & AS PER CERTIFICATATION OF MUZAFFAR JAMAL, P.E. The certificate is issued to WILLOW DRIVE, LLC (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL N/A ELECTRICAL CERTIFICATE NO. 2036733 12/14/04 PLUMBERS CERTIFICATION DATED N/A Au orized Silrature 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. 29575 Z Date JULY 15, 2003 Permission is hereby granted to: EVANGELOS KARAKOSTAS 8335 159TH STREET JAMAICA,NY 11432 for CONSTRUCT A ONE FAMILY DWELLING WITH ATT. 2 CAR GARAGE, DECK & I/G SWIMMING POOL WITH FENCE TO CODE AS APPLIED FOR. THIS PERMIT REPLACES BP#26953 . at premises located at 365 WILLOW DR EAST MARION County Tax Map No. 473889 Section 031 Block 0003 Lot No. 011 . 024 pursuant to application dated JULY 15, 2003 and approved by the Building Inspector to expire on JANUARY 15, 2005 . Fee $ 1, 397 . 80 C Aut o ized Signature ORIGINAL Rev. 5/8/02 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) IL_A-Q LVt-4 o C)v�T PERMIT NO. 26953 Z Date DECEMBER 1, 2000 Permission is hereby granted to: EVANGELOS KARAKOSTAS 8335 159TH STREET JAMAICA,NY 11432 for NEW CONSTRUCTION OF A 3 BEDROOM SINGLE FAMILY DWELLING WITH ATT. 2 CAR GARAGE, DECK AND INGROUND SWIMMING POOL WITH FENCE TO CODE AS APPLIED FOR at premises located at 365 WILLOW DR EAST MARION County Tax Map No. 473889 Section 031 Block 0003 Lot No. 011 . 024 pursuant to application dated JULY 17, 2000 and approved by the Building Inspector. Fee $ 1, 397 . 80 Authorized Signature COPY Rev. 2/19/98 1�e? 2. 2; 37- 5/ 66 Form No.6 TOWN OF SOUTHOLD 142004 BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. ,F ees 1. Certificate of Occupancy-New dwelling$25.00,Additions to dwelling$25.00, Alterations to dwelling$25.00, Swimming pool$25.00, Accessory building$25.00, Additions to accessory building$25.00, 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: v Old or Pre-existin Buildin : check on g g ( e) Location of Property: 3 �j� �,►/j LlQ k� LJ/G-) �� r1 f/ House No. Street Hamlet Owner or Owners of Property: \Al/ Suffolk County Tax Map No 1000, Section Block Lot . 01_`7 Subdivision LB'T 3 - G iA� ��/� led Map. Lot: Permit No. Date of Permit. Applicant: Health Approval:Dept. A ��—��"�? PP l: _ J Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: �_ (check one) Fee Submitted: $ 2 S^ Applican ignature ca 2--305 4 ` - Q✓7tiG��-81'�,a _ Form No.6 3�- 516 D 142004 BU TOW D NG DEPARTMENT F TOWN HALL 765-1802 V APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled i b typewriter or ink and submitted to the Bu idin D •_ P. Y g 1ftt with the followin 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. *ees I. Certificate of Occupancy-New dwelling$25.00,Additions to dwelling$25.00, Alterations to dwelling$25.00, Swimming pool$25.00,Accessory building$25.00, Additions to accessory building$25.00, 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. Q L New Construction: v Old or Pre-existingBuilding: (check one) Location of Property: //''3 l�,�; w1aakI .Da, yr House No. Street Hamlet Owner or Owners of Property: VV/L•lo� I,/ pp_)y1' L Suffolk County Tax Map No 1000, Section � Bl /— Block_ _ Lot Subdivisionr 32 "AjW led Map. Lot: Gam! a Permit No. Date of Permit. Applicant: Health Dept. Approval: ;e4 (D— _CQ 3A Underwriters Approval: l d J_�g Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ 2 S^ w. n YApplican ignature C6 2 3 LIS 07 ... C.n CnGl�G1�G1�GlrJ'G1Gf� GlC1�C.tGI�C.nrJGnC.nCJ'Gn[.t[.l7ClC.I�C.n[.@.n[.nC1C1@.nCJ'CJ'[1�C.n[.nr.1C.tC1�[1C1C1�C1@1CJ'C.n[n[n r1�PC1�CJ'� 0 SBY THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF FIRE UNDERWRITERS 5 BUREAU OF ELECTRICITY S S 40 FULTON STREET -- NEW YORK, NY 10038 S 5 5 CERTIFIES THAT S 5 5 5 Upon the application of upon premises owned by 5 5 5 5 JIM SAGE ELEC. INC. KARAKOSM NICK 5 5 EET G EE PORT, NY 11944-0038, JAMAICA,5-35 tNY 1R1432 5 e5 e5 5 Located at 365 WILLOW DRIVE EAST MARION, NY 11939 5 5 5 Application Number: 1051387 Certificate Number: 1051387 5 5 5 Section: Block: Lot: Building Permit: BDC: NS11 5 5 5 5 Described as a Residential occupancy,wherein the premises electrical system consisting of Selectrical devices and wiring,described below, located in/on the premises at: 5 5 Basement,First Floor,Second Floor,Attached Garage,Outside, �5 S 5 5 was inspected in accordance with the National Electrical Code and the detail of the installation, as set forth below,was 5 5 found to be in compliance therewith on the 13th Day of May,2002. 5', 5 Name QTY Rate Raring Circuit T e 5 5 Appliances and Accessories 5 Air Conditioner 2 0 48.000 BTU 5 5 Air Conditioner 1 0 36.000 BTU 5 5 Air Conditioner 1 0 30.000 BTU 5 5 Dish Washer 1 0 1.2 KW 5 5 Exbaust Fan 3 0 F.H.P. 5 SFurnace 3 0 Gas 5 5 Pump/Motor 1 0 1 H.P. 5 Hydro Massage Tub,Residential 2 0 5 SPanels S 1 50 15 5 5 Wiring and Devices 5 5 Receptacle 55 0 General Purpose 5 5 Switch 60 0 General Purpose 5 Fixture 56 0 Incandescent 5 Receptacle 10 0 GFCI 5 5 seal Receptacle 1 0 20 amp Laundry 5 l ddle Fan 3 0 5 ,5 Continued on Next Page 1 of 2 5 5 5 This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. 5 5 5 111 08-m- �� M��NMMRPLPLPLPLP� o © CPCPCn CJ@.J�C.TLTCPC.I�CPCP C.�CnCnC.I�L�CILTLnLIr�iPC.I�L�CnL�C C C CIC.C.I�LI�CnCECIC.�LJ�LnL�C�C rL3rL3L3rEEJffla 5 BY THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF. FIRE UNDERWRITERS 5 � 5 BUREAU OF ELECTRICITY S 5 40 FULTON STREET — NEW YORK, NY 10038 5 CERTFIES THAT 5 5 �I5 5 Upon the application of upon premises owned by 5 5 5 5 JIM SAGE ELEC. INC. KARAKOSM NICK �5 5 P.O. BOX 38 85-35 159th STREET 5 SGREENPORT, NY 11944-0038, JAMAICA, NY 11432 5 Located at 365 WILLOW DRIVE EAST MARION, NY 11939 5 S 5 SApplication Number: 1051387 Certificate Number: 1051387 5 5 5 5 Section: Block: Lot: Building Permit: BDC: NS11 5 5 5 SDescribed as a Residential occupancy,wherein the premises electrical system consisting of S electrical devices and wiring,described below, located in/on the premises at: 5 Basement,First Floor,Second Floor,Attached Garage,Outside, S 5 Swas inspected in accordance with the National Electrical Code and the detail of the installation, as set forth below,was 5 Sfound to be in compliance therewith on the 13th Day of May,2002. [5 5 Name OTTY Rate Rating Circuit !Me 5 Service 5 5 1 Phase 3W 5 5 Service Disconnect: 1 200 ch 5 5 Meters: 1 5 S 5 5 S S S 5 5 S S 5 5 5 5 555 5 seal 5 5 � S 5 2 of 2 5 5 This certificate may not be altered in anyway and is validated only by the presence of a raised seal at the location indicated. 5 5 5 LPCPC.ICPLPEPEPEJ�EPE PEPEP CPE.�C.I�E I�CJ7CPEPC.I�EPEJ7EPGPE.PLPEPL�LPEPEPEPEPEJ7EPE,""UPLLPL PE.rE.PGPLPcJ r�EPLnCPE17CPE�LPLTE�EIGPEPE.IBI�En M Muzaffar Jamal 86-16 60th Ave. Apt# 5P Rego Park, NY 11373 Phone: (718) 335-9393 To Whom It May Concern: This letter is written to confirm the pool and surrounding deck at 365 Willow Drive, East Marion,NY 11939 meets all applicable NYS Building Codes. Thank you. NEIN Since 'J �� Muz ar Fo • # 0'1 tib' �° GhrL3 C.h Enr I o I Filee BY THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF FIRE UNDERWRITERS 5 S BUREAU OF ELECTRICITY S �j 40 FULTON STREET — NEW YORK, NY 10038 S 5 S SCERTIFIES THAT S S5 C, Upon the application of upon premises owned by 5 C� 5 JIM SAGE ELEC. INC. GARY CONSTANTOPOLOUS 5 S5 P.O. BOX 38 365 WILLOW DR 5 GREENPORT, NY 11944-0038, EAST MARION, NY 11939 S S c 5 Located at 365 WILLOW DR EAST MARION, NY 11939 5 5 rj Application Number: 2036733 Certificate Number: 2036733 5 5 5 Section: Block: Lot: Building Permit: BDC: nsl1 S5 5 Described as a Residential 0-599 square ft. occupancy, wherein the premises electrical system consisting of 5 electrical devices and wiring, described below, located in/on the premises at: C, 5 Outside,Pool/Spa, 5 5 A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed Sherein, was conducted in accordance with the requirements of the applicable code and/or standard S 5 promulgated by the State of New York, Department of State Code Enforcement and Administration, or other S authority having jurisdiction, and found to be in compliance therewith on the 14th Day of December,2004. S 5 Name SL Rate Rating Circuit Twe 5 5 Appliances and Accessories I� Pool/Spa Bonding 1 0 5 5 Wiring and Devices Receptacle 1 0 GFCI 5 5(Swimming Pool):This certificate covers compliance at the date of inspection only. Because of unusual environments it is advisable to have 5 frequent test and/or repairs made by a qualified person. S 5 5 S 5 5 S j S seal j S all 1 of 1 5 5 A This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. 5 5 �L �� I 19 • fF0 co Town Hall,53095 Main Road Go • Fax(631)765-9502 P.O. Box 9 Southold,New Yorkk 11971-0959 y?f�! � �a� Telephone(631) 765-1802 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATION Dater s �1 Building Permit No. Owner: ; .- WI �La 1�2� vr� GLS (Please print) Plumber: r.)RY AZ ,% V-PoC (Please print) % i I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. (Plumbers Sig re) Sworn to before me this day of MARCIA SITARAS Notary Public,State of New Yorks No.41-4994398 Qualified in Queens County Notary Public, 0iee'k-P County Commission Expires April 6,20. Muzaffar Jamal P.E. 86-16 601h Ave. Apt# 1M Rego Park, NY 11373 718-335-9393 Jul. 20, 01 Via Fax(631)765-1823 & Mail Southhold Department of Buildings P.O.Box 1179 Southhold,NY 11971 Ref: Property at Wilow Drive & Ceder Drive South, East Marion,NY Attn: John Boufis Dear Sir; I have done rebar inspection at above referenced property on 7/11/01 and found all the rebar installation as per approved drawings dated 11/12/00. Thank you. , Sincerely, iOffarJamal P.E. AR P BUILDING PERMIT REVIEW CHECK LIST DATE REVIEWED: /?4/00 APPLICANT NAME: DATE SUBMITTED:—/—/ SCTM# --- DISTRICT: 1,000 SECTION: 3 / BLOCK: 03 LOT: //2 PROJECT LOCATION STREET: 36 S CITY: SUBDIV. NAME: ARCHITECT/ENGINEER: I-Ld u j 4vA_ FAST TRACK: YES ORNO SINGLE & SEPARATE CERTIFICATION-REQUIRED: YES ORONOTES: wk- 4tok ZONING: PERMIT PIAMATE AMOUNT:_$ .00 ZONING DISTRICT 4 R80 AC CONFORMING: YES oR NO REQUIRED LOT SIZE: SQFT. WHERE ACTUAL LOT SIZE FROM?TAx CARD A4,1491-30)00 ACTUAL LOT SIZE: '9_ O9'16 SQFT. REQUIRED SO REQUIRED REQUIRED FRONT:-,,re) 'PROPOSED:_0.4' SIDE YD: 15-'/3u�' ' PROPOSED: '/ REAR 'PROPOSED:/td' LOT COVERAGE: ALLOWED: % EXISTING: sf % NEW: sf % TOTAL: sf % CORNER? YE R NO WAT ER FRONT? YES o NO DESCRIPTION: LOTS 40,000SF --100-24. Lot recognition. (CREATED before June 30, 1983), UNDERSIZED LOTS FROM JAN.1997 100-25. Merger. (A nonconforming at any time after July 1, 1983.) PROJECT DESCRIPTION: ADD ALT ACC OR iD: V AGENCY PERMITS REQUIRED FOR REVIEW NEEDED / Q / TOWN SPETIC PERMIT: Y r NO bc.-I - 711; Cd SUFFOLK COUNTY HEALTH DEPT: ES or NO, (BED #): 1% DTE:.3 /Z pct PERMIT#:R10-00--0Q_365' NEW YORK STATE DEC: PRE-DEC 9/1/75 YES or SOUTHOLD TOWN TRUSTEES: YESo TOWN ZONING BOARD APPROVAL: YES or TOWN PLAN. BOARD APPROVAL: YES or FLOOD COMPLIANCE ZONE: PRE-FIRM 3/18/80 PANEL #: ef 43 FLOOD ZONE:_, NYS ENERGY:ObR NO EGRESS: VENT: - LIGHT: NOTES: z ec r,v,O15.,v-c 5. /��/oc- - �o��Tr� f1..� ,f•-�O SIC a77C FEE STRUCTURE: FOUNDATION: 2 3&o SF FIRST FLOOR : 3 -2,,& SF SECOND FLR 4 al SF INIT OTHER TOTAL TOTAL: �_T p SF FEE FES FEE TOT( (�',7rcS SF)- $( S<3 SF)= O.SF X $ -2-0 =$ 1" $ +$ $ ? •� j BUILDING PERMITRFVII�W C�HEC Us,f Applicant/ Date Owners Name: & ('� S Reviewed: Architect/ Date Engineer: Submitted: SCTM #: ' I District: 1.000 Section: Block: 3 Lot: a'1 Project , I , � Subdivision Location: �� W I I ky3 LamA -- — Name: Single& separate Required 1� certification: (Yes/No) //f-.JC) cycr -fo coo S l_ .. Rcq Req. } Zoning District Lot size: Actual 'f-0`, f/,6-SFl (Lot coverage ��/D Proposed Req, Req Req / L [Front Yard �_Proposed. ) [Side Yard Proposed: I [Rear Yard Sd Propos '¢ l7/"�jj�cr_�t_,J t✓ra"'.� �d C� /S 1 n Project Description: ✓"�� nx: s— �c L /-' i-�'�r �©�22e,--s AGENCY PERMITS REQUIRED FOR REVIEW N.A. NO YES Number Suffolk County Health Dept. New York State D. E. C. ✓ ``s 3/ �`� , c.�r Town Trustees ✓ �:rJr s.�„�> r=�,s��t Town Zoning Board approval: •� Town Planning Board approval: Flood Plane Elevation ??? Flood Zone: �� Notes.: S 2j' /jam, c Y� /"'art /�.F/s+Kc��Tif3- � �r� DC7 ��c-.c c.'"I`c i5r/ - GICe' d G c4eG C�rlsr e c ec vq i FAY.-.io / 3* //SACK .r.- e y�� 6 i • 2, ;'/.''1 it C Crit' �_ y� t T � � _ �/j �C c� 1, ��.'� / � ?�� 365 Willow Drive East Marion,NY 11939 L July 10,2003 1 Town Of Southold Building Dept. P.O.Box 1179 Southold,NY 11971 , -64 IS S Re: Building Dept.Permit#26953Z 365 Willow Drive East Marion,AT 11939 To Whom It May Concern: Please renew permit#26953Z for the above referenced address. Enclosed is check#6018 dated July 10, 2003 in the amount of$1,397.80 If you should have any further questions, please do not hesitate to contact me at (718) 357-8900. e 1 , ngelos Karakostas i JAN C Z 2003 365 Willow Drive East Marion,NY 11939 January 17, 2003 Town Of Southold Building Dept. P.O.Box 1179 Southold,NY 11971 Re: Building Dept. Permit#269332 365 Willow Drive East Marion,NY 11939 To Whom It May Concern: Please be advised that I am requesting a 6-month extension from the Building Dept., for permit#26953Z covering the above referenced premises. If you should require further assistance or any additional information, please do not hesitate to contact me at(718)357-8900. Sincerely, /1 Evangelos Karakostas BUILDING DEPT. INSPECTION ] FOUNDATION IST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FIN/LL [ ] FIREPLACE & CHIMNEY EMARKS• // D DATE / O/ IN8PECT0 / M.isos suu.niNc DEPT. INSPECTION [ ] F UNDATION IST [ ] ROUGH PLBG. [ FOUNDATION 2ND [ J INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE 8 CHIMNEY R A KS: ol 00, DATE o`� � I148PECT0 ��,,ti-e� X2575 M-11W2 suu.ciNa DE". INSPECTI [ ] FOUNDATION 1ST ] ROUGH PLBG. [ ] F NDATION 2ND [ ] INSULATION [ FRAMING [ ] FINAL ] :FIREPLACE & C4-M--NI REMARKS: DATE IN8PECTOR, D9 M-1802 BUILDING DEPT. INSPECTI7O FOUNDATIO �fiSTROUGH PLBG. [ ] F ATION 2ND [ ] INSULATION RAMING [ ] FINAL [ ] FIREPLACE 8 C IMNEY(w^�^-� � REMARKS: — dewD Ole DATE / D INSPE� M-1802 ,n � l!'✓� UILDING D /Ce 1 106 N FOUNDATION IST [ ] GH PLB6. [ ] FOUNDATION 2ND INSULATION [ ] FRARM FINAL [ FIREPLACE 8 CHIMNEY eel DATE m IN8PECT0R*� �� 765-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION IST [ ] ROU PLBG. [ ] FOUNDATION 2ND SULATION [ ] FRAMING [ ] FINAL [ � FIREPLAC CHIMNEY REMARK DATE Xo, 110,oAp —INSPECTOR lY BUILDING DEPT. P INSPECTION [ ] FOUNDATION IST ( ] ROUGH PLBG. [ ] FOUNDATION 2ND [ j 1 CATION [ ] FRAMING [ FINAL [ ] FIREPLACE 8 CHIMNEY REMARKS: DATE INSPECTOR�� M-1802 .�^ G INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] SOLATION [ ] FRAMING - [ ] FINAL [ ] FIREPLA E A CHIMNEY t EMARKS: X lleaivvaxt� oar-z-e ;��404e 17a e lk DATE �[ �� INSPECTOR 5, 7�� suiLDiNa oEr+r. INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSU ION [ ] FRAMING AL [ ] FIRE CFIIM REMAR 12t, IZ4 Al IL DATE I N S P 1 I WO Alill MW _ �l►>,.. � r i � 1 f ' i i - //IFV , mmw_ i �� _ FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION(1ST) ------------------------------------- FOUNDATION(2ND) z 0 _ z ROUGH FRAMING& PLUMBING t.• INSULATION PER N.Y. STATE ENERGY CODE -_ FINAL — - — ADDITIONAL COMMENTS -- 060 -- m lot 0-4 - y _ b _ - - T - 3 BOARD AF. HEALTH . . . . . . . . . . . . . . . FORM NO. 1 3 SETS OF PLANS . . . . . . . . . . . ... . TOWN OF SOUTHOLD SURVEY . . . . . . . . . . . . . . . . . . . . . . . . BUILDING DEPARTMENT CHECK . . . . . . . . . . . . . . . . . . . . . . . . . TOWN HALL SEPTIC FORM . . . . . . • • SOUTHOLD, N.Y. 11971 TEL: ,765-1802' NOTIFY' CALL Jl / Exami ned..$,l� ........., , MAIL T0: . . . . . . . . . . . . . . . . . . .. Approved.At ?-1........... Permit Nov .. . ............................... . Disapproved a/c .................................. .................................... R U L5 _) 15 � � Q J• ......... •Building•Irmspector) i � APPLICATION FOR BUILDING PERMIT 7 WDate. . . . . . . . . . . . . . . . . 19. . . . I LD3. :ZPT. INSTRUCTIONS fObV?,Ji=SCOTHOLD_ a. This application must be completely filled in by typewriter or in ink and submitted to the Building Inspector vii 3 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 giving a detailed description of layout of property rust be drawn on-the diagram Which is part of this application. c. The work covered by this application may not be oatmenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector Will issue a Building Permit to the applicant. Such permit shall be kept oo the premises available for inspection throughout the work. e. No building shall be occupied or used in Whole or in part for any purpose whatever until a Certificate of occupancy shall have been granted by the Building Inspector. APPLICATI(N IS HERESY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building ?.one Ordinance of the Town of Southold,--Suffolk County, New York; and other applicable Laws, Ordinances or R�ilaricxus, 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, GYdiri reG: building cMe, hcxmsing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. R.STEVE ANDUJAR,AIA •(S •tur.•of•• icent,•or. name,•if. a corporation) 245 HUNTER AVE. X31_piup_Mltll .. WEST ISLIP, NY 11795 ••' " " •• • • (Mailing address of applicant) State whether applicant is owner, lessee, agent, azchitect engineer,-general contractor, electrician, plurber or builder .............................................................. MK-+MRf?. Ic.4 !°;�to`?.TAS ....... 83:'55,..... tT.................... Name of owner of premises .. ..( .. '-'AMAI4A �Y' 11432 (as on the tax roll or latest deed) t If applicant is a corporation, signature of duly authorized officer. ......................................................... (Name and title of corporate officer) Builders License No. ......................... Plumbers License No. .........Pi 4........... Electricians License No. ..................... other Trade's License No. .................... II 1. Location of land on which proposed work will be done...3llJ�.•.• 1 .[)w.��11�.l'.. .b .................. . 5........... .pRiv .. . ................... .�r..►�a �o ..µY•..�.i� ►..... House Number Street Hamlet O'.S 1 Block 00 3 . Lot J�'�.......... County Tax Map No. 1000 Section .... _ . Subdivision N14HR71PlT,Aj t�+,4TfZ1 � Filed Map No. .1,.�.�....__Lot .�. .......... (Name) TKO �.' 2. State existing use and occupancy of premises a:d intended use and occuPam*','b'fTprdpbNA�konstzuction: Yah-�?►�lr, fw�r ?�� rw ............ •• .i.R a. Existing use and occupancy .. ........................ .... �-,,., It V i ? ............ fee .......... ............................. . . .:. • Cstirreted Cost ..(to be'paid on filing this application) IE APealling, nurber of dwelling "nits .....!...... U.mber of dwelling limits on each floor If garage, rxnber of cars ....?!:......... . specify nature and extent of each type of use.....N/.'. .• •• ••. •• • • • If business, cormrercial or mixed occupancy, t�ec fy Pront...tYA. . Rear ...rye6•......... Depth .. �t`s .... ... ... . Dimensions oft1(Iexisting structures, ,if arty: `•1•••••• l I lleiglht ....1�/ib�................ Rnboer of Stories ....J��ib`........:.,,% .. 1Y�/�1...... ... Dimensions of same structure with alterations or additions: Front .. ►�"1 Rear Depth ....N�f?............. Beigtht ....N,lr4 ur .......... Nber of Stories ..f ,:4........ .��; Rear �*......... Depth �Q .... .... Divensions of entire new construction: Front •• •• .•••••• Ileight ..... :1..N{ta`�........ NuQber of Storiesnn .. I Size of lot: Front ....7.► ........ Rear ...fr�t ........ Depth .:y Y•'�� l%li 'LQ Name of Former Owner .�'} ': T• ':.t}6 ''........ 0. Date of Purchase 1.....�.� �... ..�l4K.. ....................... I. Zone or use district in which premises are situated .. ..................•...."' 2. Does proposed construction violate any zoning lass, ordinance or regulation: .. ••••• •.ti�`.�:�;� `.y/ .. Will excess fill be re8 e35frlom q.sea: NO 3. Will lot be regraded ••••••••••• 71$; 17' .4. dame premises htMi kssP•.��,4, �..... Address .ZKr'°�1�• .C+Y L107*......... Phone NO - :4. of owner of Ave �'(�1lE.4ubU�AJL �1I�h ....... Address .'�EF`s�?.=��Ir•IJx IJ�`jaf',...... Phone No. Nave of Architect R.... .�. ...........Phone No Name of Contractor .......................... .......... Address ......... .. : IS. is. property •�.' within 300 feet`of a* tidal wetland? * YES ..........� ........ Chis *7 YES, SUTI11rI.D ma; T1dJS ms PGRIIT HAY W. PLOT DIAGRAM ° and distinctly all buildings, w hatlher existing or proposed, end icdicabR' L1?ate clearly Y fin property lines. Give street and block m ober or description-aceording to deed. cads Whether interior or corner lot. 3 , { 3 srntr o. N;w Yom, ,,/� �S U"IY U[' ... 11! :r'•........... .. CVe,�(�EjrQ�j �L,,h.�a{G��✓'��5 ..............being duly sworn, deposes and says that he is the appl.icanl (Name of individual signing contrac& above rkzrW, Ileis Clre ....��{��.................................................................................... (Contractor, ngent, corporate officer, etc.) of: said owner. or owners, wx) is duly authorized to perform or have performed the said work arhd to make and file this applicatirnr; that all statements contained in this appl.icatiorr are true to the best of his knowledge and belief; arxl that the writ will be performed in the marnher set forth in the application filed therewith. Sworn to before me this ...........J.......day of ... Y L •...ctl G Notary Public ... (Signature of Applicant) UMM WARAB i.: :, Noary Public,slate of tJaM►l�b�lc-�JK 4140 -ate ., .. .: SEALED WOOD TRUSS DESIGNS for CONSTANTOPES RESIDENCE East Marion, NY prepared for: I/ li GKC Industries 150-27 12th Avenue Bio-Whitestone, NY 11357 prepared by; NASSAU SUFFOLK LUMBER & SUPPLY CORP. TRUSS DIVISION 517 LONG ISLAND AVENUE, MEDFORD NY 11763 Attn; Brian Mooney (631) 289-6900 FAX (631) 289-6907 EXECUTIVE OFFICES LOCATED AT 2000 OCEAN AVE.,RONKONKOMA.NY 11779-6534 PURCHASER IS AD l4SED TO OBTAINAND FOLLOW TPI-IIIB91 BRACING AND ERECTION RECOMMENDATIONS AND TO DISTRIBUTE TPl-HlB91 TO ALL PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. TRUSS SHOP DRAWINGS WILL BE THE SOLE SOURCE FOR TRUSS FABRICATION, PURCHASER HOST SIGN FOR APPROVAL TO FABRICATE AS PER NASSAU SUFFOLK LU.M1IBER TRUSS SHOP DRAWINGS. MiT_e_ k- MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield. MO 63017-5746 Re:constan Telephone 314'434-1200 Constantopes Residence East Marion,NY Fax 314.'434-5343 The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Nassau Suffolk Lumber Pages or sheets covered by this seali1663500 thrul166359) My license renewal date for the state of New York iDECEMBER 31, 2001. �P OF NCIV Yo CO Qa�14 W. C �� y 7; -A w RCFFSaI November 16,2001 Gabler, Stephen W. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI-1995 Sec. 2. Tb —�--Truss �russZype Ory�pr__TConstantopes Resldence�st Manoq NY 11663500 ONSTAN C700 ROOF TRUSS !11 1 IASSATTSOFFOLY CUMBER.-MEDFORD:NV 71T6�" 4. O�R7 5 Oct 29 20ol-MiTee Indose s-,TnTueN&-f316-07:61 200TPage 1 7g za-0 7a-0 15.4 ✓ Sasle=1274 3 600112 E9 of z I 4 V 3.4 = 15s4 - I 7AU rile O sets )ADING(psf) : SPACING 2-0-0 CSI DEFL in (loc) /deft PLATES GRIP :LL 30.0 1 Plates Increase 1.15 TC 057 Vert(LL) n/a - n/a M1120 197/144 :DL 100 Lumber Increase 1.15 BC 0.27 Vert(TL) -015 21 >577 :LL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a :DL 70.0_ Code BOCA/ANSI95 —_ 1 s[LC LL Mln I/deft=240— Weight 33 Ib CH 1 BRACING )P IP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 7-8-0 or:purlins, except end verticals. IT CHORD 2 X 4 SYP Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing -D 2 X 4 SPF Stud 12XGE R 2 X 4 SPF Stud --ACTIONS(lb/size) 4=36910-1-8.2=54010-3-8 Max Hoa 2=385(load case 3) Max Uplift 4=.192(load case 3),2=-194(load case 2) )RCES(Ib)-First Load Case Only 1P CHORD 1-2=29.2-3=0.3-4=-295 ,T CHORD 2-4=0 )TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5 0 psf top chord dead load and 5 0 psf bottom chord dead load,0 ml from hurricane cceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 192 Ib uplift at joint 4 and 194 Ib uplift at joint 2. This truss has been designed with ANSlrTPI 1.1995 criteria AD CASE(S) Standard 1 t*S6 OF N fW y0 QY1,E,N W, A Ci h � 063030 Off3s10Hl'%- November 16,2001 1 A WARNTNO VerVy dill prs.tera and READ NOTES ON THIS AND REVERSE SIDE BEFORE VSE. Dell,n 1.1d lo,use only.,1. Moet COnnecbrs. TM1k derlIn Is based only upon palameles 010wn and 6 for an Ina M1laual bu0tllnp compJnenl IJ b2 Inslallen and caaec vslticalry. ApWf ablllly or design palamelels ana proper Incormralon of compunenl K Iesp ntblillr of buil ing aeslpnel not LIws � aetdner 5rd Cing 11.e'R tai glelal Supp011 of Indi,xt..l WeD members only.Additional t.,hic Y bracing Ia Insure Sla.,Ia,inuring Can111uclbn s , r et conSbdllr of the elec'., SCallgllal perTanenl bracing of he a.eiall tr—w,ss is The IespantlDillly of the luldng Cetpner Par geOera. gV dance :egoraing toc;,coldn.qua If control.storage,delivery,mecian and bracing.consult OST-SR Ouainy Standard.DSR-89 Bracing Specification,and HIB-al M:Tek© Handling Installing and Brac'ng Reamnm mkb cmohdancna,,al,ane oTruss GIcle Insute,583 D'CnoDJae.m.dlson..153714 1 russ russ Type �Olyy�y onstantopes Reser-Eaas non,Nle 11663507 rNSTAN C101 ROOF TRUSS 4 1 _. S° a�--f-- :SSALYSUFFOLKLUMBER.MEDFORD, - 11703 d20i—SR1��9100fT.1, e n ustnes, na Tue Nov IS 7�f2001 Pagel zea sea 15x4 11 Scale=l2UI 3 LI i 600112 // 2 a i /;fit J 3A u I 3,t4 1.5s4 11 ` sae I sea I — — — teCiffs—esZK,V)=F_0-b-60-1-Or12L-5-3."0-1 --FD ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def/ PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.58 Vert(LL) n/a - Na h11120 197/144 ! DL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) 0.04 1-2 >592 LL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 DL 10.0 Code _BOCAIANS195 1st LC LL Min I/dell _Weight25 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-8-0 oc purlins, except end verticals T CHORD 2 X 4 SYP Ir BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IBS 2 X 4 SPF Stud DGE :.2 X 4 SPF Stud ACTIONS(Ib/size) 4=269/0-1-8,2=440/0-3-8 Max Horz 2=304(load case 3) Max Uplift 4=-143(load case 3).2=-175(load rase 2) RCES(Ib)-First Load Case Only P CHORD 1-2=29.2-3=-0.34=-215 T CHORD 2-4=0 ,TES This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top Nord dead load and 5 0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building.of dimensions 45 If by 24 It with exposure D ASCE 7-93 per BOGAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the plate grip increase is 1.15 j Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of W ss to bearing plate capable of withstandng 143 Ib uplift at joint 4 and 175 Ib uplift at joint 2. 1 This truss has been designed with ANSI/rPl 1-1995 criteria AD CASE(S) Standard S*SV OF NEW YO 5 EN W. dryQ'i' h4r e(� 0 �j a s �2 06,3030 �OFE3SIONh'� November 16,2001 1 WARNINGsf1m para.meten and READ NOTES ON THIS AND REVERSE SIDE BEFORE De",,♦dud tar use only w1Th MBek connectors Tnh afar h based arty upon parameters sepwn,and is for on Inawlaual bulldmg cpmppnenr Installed era loaded verncaVy ApPPdool1111 of design paromelers aria proper Incorpocron al component h respons'brinV of DY4ding desi°cer-nal lms: designer. Bracing shown s ai oieral supoorr of Inalvioual web members only Additional temporary bracing to Insure slatl111y Curing ccnsnucrgm h me resr acmubilry of the eh Additional permanent bracing of Ire overall slruPu,e h Ire responslbllur of me bubo' cecNner For general gultance regarding ta131lar3 ,quay conhol,storage.ar ry,erection and btocing,consuit OST.ae Quality Standard,DSB-80 Bracing Speclllcptien.and HIB-91 MiTek0 Handling Installing and Brac'ng Becommendatbn ararwble from Truss Plate In:Wute 583 D-Orgnb Dnre,Modrtpn,wl 53714 r russ russ yT pe [y Ply - onstanlopes est erlce Eas�Aan'on. �(T —I Q 11663502 NSTAN �C102 h10N0 TRUSS 4 1 — _ _ _ optlonalj SSACTSl7FF LKLUMBER,-MEDFORD, Y 11783 - - — -- - SRf s Oct 29 1 1 e ndustnes, nTc=rue Novi07:001 age t iU-0 JE-0 j Srak=1:14.3 1.5ki II 600 12 j b sa / 3.4 = 15s4 II Jd-0 ce—D ets ADING(psf) SPACING 2-0-0 1 CSI DEFL in (loc) ydell PLATES GRIP L 30.0 Plates Increase 1.15 TC 037 Vert(LL) Na - n/a l' 197/144 X 10.0 Lumber Increase 1.15 BC 006 Vert(TL) 0.04 1-2 >592 L 0.0 Rep Stress Ina YES WB 000 Hofz(TL) 0.00 4 n/a X 100 Code BOCAIANS195 list LC LL Min Udell=240 Weight: 18 lb NBER BRACING --- - _ ---_ -- -- P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-8-0 oc purlins, except end verticals. T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing BS 2 X 4 SPF Stud OGE 2 X 4 SPF Stud ACTIONS(lblsize) 2=340/0-3-8,4=169/0-1-8 Max Horz 2=223(load case 3) Max Uplift 2=-156(load case 2),4=-95(load case 3) RCES(Ib)-First Load Case Only CHORD 1-2=29,2-3=0,3-4=-135 F CHORD 2-4=0 TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf tap .hord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I inclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist.they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2 and 95 lb tplift at joint 4. his truss has been designed with ANSI/TPI 1-1995 critena AD CASE(S) Standard IS OF OF NEW y0 S�QaEN W. LP �� 063030 �X1V �OFESSIONn� November 16,2001 j A WARNING-VerVy deefpn parameters and READ NOTES ON THIS AND RE VERSE BIDE BEFORE USE. Deskjn V.,d t.. uie only MH, M,tek CanneCtars. The design h acted only ur)on Parameters snown.and h for an Ina.dual bulicina component IJ be Insaitea and added vetlkalry ADalkabrlRy of tleSlpn patamelels antl pgpet Incotpotatbn of cpm poneol h Ies�ns alllls of bblldlna tlesXjnet-nal Imss designer Bracing shown is for lateral support of halrldual woo members only.Adtlnbr.al temporary bpCing to insure stab1111V cunna ConrhmClbn 4 Ins r esoon4Guly of the erector ACcitanol cetmanenl bracing of the overall structure is no lesponslblllty of Ine bulsd'nJ Ces'gner.For general -guidance regdryno toorbalan.quart,cc,ia storage,dell.ery.erection and bracing,consult OST-38 Quality Standard,DSO-Ba Omcing Specmcatlan,and HIB-91 MiTek® Handling Installing and llydclnp VecommMtlabb horn PU31rYss ate Institute, 3 D'Ononad p Drl+e.Mhon,W15371v b• �liuss Truss type ry ly Constanfopes Res�cee Mario 11663503 )NSTAN �C103 (MONO TRUSS 4 1 L ophon"' ASSAIfSQFFOLICCUMBERwiEDFORD, fi3 -- - 6201—SFTt s�d 01 Mire ndustnes, nc. ue ov 13 1a7�1 200�age t ! 244 Ido 3 1.5t4 a Scale=19e I 60052 i 2 � / - i 3611 � 4 r1 3.4= 5x4 1ba Ire 0 setZX.S�. AIDING(psf) SPACING 2-0-0 GSI DEF in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 1 TC 0.34 Vert(LL) Na - Na M1120 197/144 LL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) 0.04 1-2 >690 1 LL 0.0 Rep Stress Ina YES WB 0.00 Hom(TL) 0.00 4 n/a DL 100 Code BOCAIANS195 — 7st LC LL Min I/dell=240 Weight101b MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-8-0 oc purlins, except end verticals. T CHORD 2 X 4 SYP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing EBS 2 X 4 SPF Stud DGE L 2 X 4 SPF Stud ACTIONS(lb/size) 2=237/0-3.8,4=75/0-1-8 Max Hoa 2=142(load case 3) Max Uplift 2=-139(load case 3).4=47(load case 3) ,RCES(lb)-First Load Case Only P CHORD 1.2=29,2-3=0,3-4=-60 T CHORD 2-4=0 JES This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level.using 5.0 psf top fiord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist.they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1 15,and the plate grip increase i5 1.15 Provide mechanical connection(by others)of truss to bearing plate at)oint(s)4 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 139 Ib uplift at joint 2 and 47 Ib uplift at joint 4. This buss has been designed with ANSI/TPI 1.1995 criteria AD CASE(S) Standard IS OF Nek,YO h�Q'WA W. 9 I,<C 2144 y p n Bw! M`e w s X33 r li 063030 2V OFESSI0N�� November 16,2001 WAR NG-V.,Vy deeiyn p.,ru, re wd READ NOTES ONTHIS AND RE VERSE SIDE BEFORE USE. Gesl,n vara bl ase only wlin MSet wnnecicn.Tbk tle;lan n bawd on,upon parameters Nawn,and 6 for an Ind vlavai buircing compOnenl to De � ms'aied antl mooed vmticaly. AppflCoOillty of design parameters antl proper Incorpaatbn of componend K respcn;aility of Guiginp aespr',er nor[mss aespner.Enpng"ow'r a for q[erol support of rndNldua]weD memoew only Additional temporary bracing to Insure slaoirly curing conshaclipn Is Ine resooniibAry OI the erec'Of. AGOlbnar pPmar.rt brao", of the overall snuGure 1r the re;oon;iblify al the b,idng dasyner For generar pubance regarding tabeOa ron. uo",conhol.sloiage,deiivery.erection and bracing,consun OST-88 Quality Standard,DS889 Bracing Specalcatlon,and HIS 91 M iTek° Handling Instailing and Bracing 8en le m commendatloavailabLabass Plata 1101rite.583 o-On.'r.prl.rf,IAaahan,W153719. b•-- n tins ussType ry P� -Constantopes Res�rice East Marron,WS- Q 11663504 )NSTANC104 �OOFTRUSS 2 1 (optional) %SSAUSUFF LIC CUMBER�vIEDFOFFD;W1'i-T7fi3 x.201—SR7 s�c�J-2 1 Mi e ustneTc�uel�1316�7:023001�age 1 t— 2915_- r -__ S 13 2-9-15 54-13 -_---- 5-3-13 -- ----� 15x4 a Style=126 9 4 I � / 424112 3A19 T = / 33 1----- - -- — — 19 - - - sa 1I L,- / 3.4= 2x4 .; 4A = 54 109-10 _ 5A 13 5-3-13 rADING(psf) SPACING 2-0-0 CSI DEFL in (roc) UdeflT'D ATES GRIP LL 30.0 Plates Increase 1.15 TC 086 Vert(LL) -004 5-6 >999120 197/144 OL 100 Lumber Increase 1 15 BC 0.86 Vert(TL) 0.17 1-2 >209 LL 00 Rep Stress lncr NO WB0.61 Harz(TL) 0.01 5 n/aDL 100 Code BOCA/ANSI95 1slLC LL Min Udell=240eight:58 lb MBER BRACING IP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. IT CHORD 2 X 6 SYP No.2 BOT CHORD Rlgrd ceiling directly applied or 10-0-0 oc bracing SBS 2 X 4 SPF Stud .ACTIONS(lb/size) 5=939/0-1-8,2=716/0.4-15 I Max Horz 2=-167(load case 2) Max Uplift 5=-332(load case 3),2=-423(load case 2) RCES(lb)-First Load Case Only )P CHORD 1-2=33.23=-958,3-4=-0.4-5=-0 IT CHORD 2.6=891,5-6=891 -as 3-6=707,3-5=-959 )TES (5) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanllne,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 332 Ib uplift at joint 5 and 423 Ib uplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria Truss C101 intersecting bottom chord at 24"o c.to be connected with Simpson SURL26.2/lply/2x6(SYP/DF 1.15Dn 1.33Up)or equivalent This connection supports a maximum download of 785 Ib and a maximum uplift of 710 lb Follow Simpson installation recommendations for hanger connection IAD CASE(5) Standard Regular.Lumber Increase=1.15,Plate Increase=1.15 SE OF Nf(y Uniform Loads(plf) y4' N W ypP Vert: 1-2=-80 0 �1sE .j. Trapezoidal Loads(pli) Q Vert.2=-1.6-to-5=-2711 !� • A n h bIn � C 2tP �� X853030 y�[1V\ I �0 Q9SIOt0r� November 16,2001 WARNING-Verify deelyn Parnmerere and READ NOTES ON TNIS AND RE VERSE SIDE BEFORE DSL. — Drlgn valyd tat use Orr conn .'Tek connector.The esir Is posed Jnry upon Dalomelws mown,oN is fol an In,,.,a.l mul,,,, mgn component slaloo Ono co0ea velllcall r. Appllcorallly of des [bramorelers and propel Incorpolalgn cl coph IespcnPDlrlly of bru[Idinq tlespnel nJl ubss ae,,,rel Bracing s'lown Is for plelal supiaoll of Ind,rouel weD membew only.Additional temporary Mating,1J Insure tractor dunnp construction a me lelsta lrty of me eItr Addltnnol permanent bracing of the overall structure k Ine feaponobrllly of Irre bu110'ng designer.For general guidance regrnang Iapltoclon,qua'ty control.storage.Oelbely erect,on and bmcing.CGnsJB Osb98 Quoit,Smndard.DSB-BO Bra Unq Spe fflcanon.and HIS 91 M iTek' Handlkng Installing ane Braclnp Yemn comeridallon Ovallable from Truss Rote Institute Sa3 D'Onorrro Dn.e.Madison,W153719. Jb russlType ry�y Consfanloesldence�ast atilt non.RY 11663505 ONSTAN IC105 ROOF TRUSS 1 IL _ 0 'ona� IASSAITSUFFOCKiUMBER-MEDFOR X763_- ___ — 4.2 l S ct 011 Mr e n u�strles Tuee�3 to 07 ZOII1-Page 1 �2-0-tf }ll-0 7--0 12-_16 17--0 227 27--0_ 31-5-0 354-0 3744 2-0-0 }i 14 }9-0 54-14 4-11-2 4-11-2 54-14 }9-0 }11 14 24-0 Scale=1 65 3! 6.8= 2,14 II 48= 2x4 I: 6x8= 600112 ///4 5 6 ] B 4x4 O / ---- 4x4 J \\ %% \\9 2 / — % j \\ 10IV w e f- o V 5 18 17 16 15 14 13 12 5x5\1{a 2x4 n 4,4 = 48= 7+8= 48 = 4.4= 2r4 3114, 7--0 _ 12-_14 1744-- 22 7-2 2'--031_5-0 354-0 3-114 3-94 5-0-14 4-11-2 4-11-2 5-0-14 3-9-0 }11L ate 0 sets _ _;0-3��8�5=a;0=7-8Cj157-- .0-4=8) -- ----- )ACING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP :LL 30.0 Plates Increase 1 15 TC 0.28 Vert(LL) -0.23 15 >999 M1120 197/144 ,DL 700 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.39 15 >999 ;LL 0 0 Rep Stress Incr NO WB 0.62 HOrz(TL) 0.11 10 n/a )DL 10�_Code BOCAIANS195 1 sl LC LL Min Vdeft=240 Weight:479 Ib JMBER BRACING )P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 5-7-3 or;pudins. )T CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 9-5-1 oc bracung EBS 2 X 4 SPF Stud :ACTIONS(lb/size) 2=4030/0-3-8, 10=4030/0-3-8 Max Horz 2=-70(load case 2) Max Uplift 2=-1641(load Use 4). 10=-1641(load case 4) )RCES(lb)-First Load Case Only 3P CHORD 1-2=35.2-3=-7813.34=-7524,4-5=-9001,5-6=-9001,6-7=-9001,7-8=-9001,8-9=-7524, 9-10=-7813, 10-11=35 )T CHORD 2-18=6898. 17-18=6898, 16-17=6772, 15-16=9729. 14-15=9729. 13-14=6772. 12-1376898. 10-12=6898 EBS 3.18=77.3-17=-200.4-17=1398.4-16=2810 5-16=-176.6-16=-929.6-15=958.6-14=-929, 7.14=-176.8-14=2810,8-13=1398.9-13=-200.9-12=77 )TES (8-9) This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level.using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 If by 24 It with exposure D ASCE 7-93 per BOGAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1641 Ib uplift at joint 2 and 1641 Ib uplift at joint 10. This truss has been designed with ANSI/TPI 1-1995 criteria. 2-ply truss to be connected together with 10d Common(.148"x3')Nails as follows: SSE OF NEIy Top chords connected as follows 2 X 6-2 rows at 0-9-0 oc. } YD Bottom chords connected as follows-2 X 6-2 rows at 0-9-0 oc. h EN W 9 Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Special hanger(s)or connection(s)required to support concentrated load(s)788.Olb down and 371 61b up at 27-8-0,and 788.Olb down and 371 616 up at 7-8-0 on bottom chord Design for unspecified connections)is delegated to the building y • • A designer. Truss lent intersecting bottom chord at 24"o c.to be Connected with Simpson maximum p lift of 90 lb. F /low Si 1.33Up)or equivalent This connection supports a maximum download of 9201b and a maximum uplift of 490 lb. Follow Simpson installation recommendations for hanger connection y ~ v W Truss C104 intersecting bottom chord at joints 13 8 1710 be connected with Simpson SURL26/2ply/2x6(SYP/DF 1.1513n S \_ 1.33Up)or equivalent. This connection supports a maximum download of 920 Ib and a maximum uplift of 720 Ib. Follow 063030 S1V Simpson installation recommendations for hanger connection. Dili SIONS- )AD CASE(S) Standard Regular:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) November 16,2001 Vert 1-4=.80.0,4-8=40.0,8-11=-80 0,2-17=-20.0 13-17=-194.4 10-13=-20.0 IF Pw'd WARNING VsrVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. —�H Detpn Yalitl IOr ute Only with MITex connecl_rs The dds h k taxed only upon paramelan thcwn.and k far an Ind.rlaaal DWbing..,.Pon, IG Ce designer antl Bracing ea v]rllm for leaf SaPlacI at tl22pn pal web is b Groper la Additional a l l of oan bracing rad k to Insurer So Ot ,Cur'ng Const er nor rine aevpner Bwof a ere 5 r. cit al su perm al intlb oci web members only. wre . h lempomry bracing b Insure slobuily awmq genera Pkn k Ir,e reg rd,gfy Or me r.gCOL 4'Crlpnal perms nen, ry.drn,7 io the overall g.ccUre 6 he 11 Quality t o1 fine DSB 89 Bracing Far general nMoan 91 re�rntlma laprra,bn.a ro ly Recommendation storage tln o.oll erectbn and bracing.ccnsvlt D-on Quality .1.1.o rtl..Wl53 Btu Cnq sex Micatron and NIB 01 M iTek° Handling Installing and!Bmcirp YecommmOalbn a.albcle from Truss%ate InsululG SeJ D'Ondrb Dnce.r.,atl4rn,W 153'1 J Job f Tuuss — Truss Typz- — ---Toty Ipiy TConstantope�s'i�ce-East Flanon,Ny 11663505 JONSTAN C105 (ROOF TRUSS t 2 o tional KAS3A0 SUFFOLlCLT1MBER.-Iv1EDFOR0,N1r1-1763 4.3�-SRT s Oct��60i(dTe n ustries, n�ueNov>�6�07:0a�01 Page3 LOAD CASE(S) Standard Concentrated Loads(lb) Vert 17=-788 0 13=-788.0 I AIVARNfNG Ver(fy dee(y parameters and READ NOTES ONTMS AND REVERSE SBDE BEFORE USE. BlBeree • C"skin Oldl for use on:y with Mitek connectors Rik aesl7n k basea Jnly upon paameten sno xn.and h for an Im,ouol,bullding component to be �� inl aiMattp d and co-ea vealty AppINa .N111,of deign prmto aelee and ppm InabrpOalti n of ccr rocnert h tespcns bull/Of bulla Ing designer.not rii cespne,. Bmcmg snows h tai aleral support of Individual web members only.Additional lemborpry bacing to Insure rabdlly curing cantiwalion a the rel.r.1t rly of me erez of Aecdbnal permanent bracing of the overall dmcture k Ine responslblluy of Ine bulldmg designer.For geneal gutaan.-e regordn'fabrgallon,a'Ja'Yy COMal,storage,derlyery,erection and bracing.consun CSM186 Oualdy Standard.DSB 89 Bracing Sp Klcauon,and HIB-91 M iTek® Handling Installing am Brac'rig Becommendatlonavollable from Truss Rate Inallule.583 D'Onofi Dile.Madeon,w153I19. >� suss ru�ype_--- -----_ - ryry — pLy onstanlopes ResidenceEast Manon,NY 11663506 ONSTAN C106 ROOF TRUSS 7 1 oplio��nal) IP:SSAlTSOFF CKLUMBER;T4EDFORD, Yf )6� SOct 29 2001 MI a ndustnes.fnc 7ueAov 13 16 07- M -Page 1 -24� a-1 to 98D t7b-0 25E0_ 30.5-0 351-074 120-0 4-114 4-9-0 BOO 8-0-0 4-0-0 4-t1-0 2-0-0 Scale=165 J 7x8 = 4x8 = 7+8= 4 5 6 600112 _ 2x4 2x4 7 W 2 4a6 12 11 10 4x6 - 4.x8= 7.0 = 4,8 = 548q-. 1748-0 25&4 5S4d_ ".0 8-0-0 8-0-0 98-0 ate sets ___ )ADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Ildee PLATES GRIP ;LL 30.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.15 11 7999 M1120 197/144 ;DL 10.0 Lumber Increase 7.15 BC 0.64 Ved TL) -0.26 11 >999 ;LL 0.0 Rep Stress Ina YES WB 0.63 Horz(TL) 0.09 8 Na ;DL 10.0 Code BOCA/ANS195_ _ 1st LC LL Min /tleft=240Weight 229 Ib )MBER BRACING )P CHORD 2 X 6 SVP No.2 TOP CHORD Sheathed or 3-116 oc purlins. )T CHORD 2 X 6 SVP No 2 BOT CHORD Rigid ceiling directly applied or 8-9-2 oc bracing EBS 2 X 4 SPF Stud WEBS 1 Row at midpt 5-12.5-10 _ACTIONS(lb/size) 2=1924/0-3-8.8=192410-3-8 Max Hoa 2=-85(load case 2) Max Uplift 2=-649(load case 4),8=649(load case 4) )RCES(lb)-First Load Case Only )P CHORD 1-2=35.2-3=-3165.3-4=-2770,4-5=-2496,5-6=-2496.6-7=-2770.7.8=-3165,8-9=35 .)T CHORD 2-12=2801, 11-12=3127, 10-11=3127,8-10=2801 EBS 3-12=-358,4-12=719,5-12=-744,5-11=157,5-10=-744,6-10=719,7-10=-358 )TES This truss has been checked for unbalanced loading conditions This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level.using 5 0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1.15.and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 649 Ib uplift at joint 2 and 649 Ib uplift at joint 8. This truss has been designed with ANSIRPI 1-1995 criteria )AD CASE(S) Standard SrtV OF N£k,i C3 rim;q W. Z w 063030 �U OFE9SIOW%'- November 16,2001 WARNING Verify design parameters and READ NOTES ONTMS AND RE VERS�9DT-HEF6AE U$C. 0-,,, valb 1 ..Se on lv calm Miles,connectors This drii is hosed onry upon pammelers shGw'n.and Is for an Inc rcuoi Doping component to be Installed and sco so verllcapy. Apppcabillty of de6gn paramelen dna proper Incarporolbn of Component 6 resW.Vor lr al oulldrna designer-no,Muss despne, Branny sndwt a for ateral support of Individual web members only.Additional fempomry bracing to Insure stability during canitrudlpn 6 In. r espor.zcelr, w trq erectus Additional permdnenl tracing of ms,overall FV UCture is the resioaril llity of the bolding designer For generai guicance regarding berical on.quality corral,storage,dell,ery,erection and orocing,consult OSFBB Oual4y Standard,DSB BJ Bracing 5peclIcation,and s,IB.91 5d InslrlW e. M iTek° Hondling Installing chat Bmctng Recommendain te tionavalbole LoPuss%a3 D'Onsi DtlW 1 ,e,Madison, 53714 "--,Truss ----- russ Type- _ rQty P� onstantopes�2e�ence�asTMai,N 663507 )NSTAN IC707 7IP 1,1 1 tSSAtTSOFFOLIZLUMBER;MEDFORD-RY 17-163------- b1�Rf-s-0T2 001 Mild n ustries.Tnc.Tue?Tovi3 18.0>:053001e 1- - 1 6@-4_ 11-5-0 1]8-0 23a4) 25012 6-3 5<-12 600 600 5-412 6-34 2-0-0 Saeie-1.62 3 6x0 2,,4 11 &B- 3 4 5 600112 --..__—__ ___ _ \\ \\ 2x4 i 2 \ / \ / w a 4.5= 11 10 9 445 �I 4x4=- ).B '- 4.4 =_ 11-9-12 23Z4 119-12 510, 5-104 11-912 to se s AIDING(psf) SPACING 2-0-0 Ti CSI DEFL in (loc) trdel PLATES GRIP LL 30.0 Plates Increase 1.15 TC 035 Vert(LL) -0.12 10 >999 Mil 20 197/144 DL 10.0 Lumber Increase 1.15 BC 0.65 Verl(TL) -0.20 10 >999 LL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 DL 10.0 Code SOCAIANS195 1st LC LL Min ldell=240 Weight 228 lb MBER BRACING P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-4-0 a pudms. T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-6 oc bracing [BS 2 X 4 SPF Stud ACTIONS(Ib/size) 1=175210-3-8.7=192410-3-8 Max Hoa 1=-162(load case 2) Max Uplift 1=.497(load case 4), 7=-649(load rase 4) RCES(lb)-First Load Case Only P CHORD 1-2=-3035,2-3=-2564.3-4=-2599,4-5=-2599,5-6=-2564,6-7=-3035,7-8=35 ,T CHORD 1-11=2692. 10-11=2301,9-10=2301,7-9=2692 .BS 3-11=387,5-9=387,4-10=-468,2-11=-453.3-10=418,5-10=418.6-9=-053 TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top :hard dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanlme,on an occupancy category I,condition 1 enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 497 Ib uplift at joint 1 and 649 Ilo -plift at joint 7. This truss has been designed with ANSI/TPI 1-1995 criteria. AD CASE(S) Standard .*V- of NEk' C2 Q�EN W. �e ti� C� I 063030 �rV OFESSION�'� November 16,2 01 --- FO --— wnRmNc-verjfy a.rdy..yarar.iel.r.a„a ree.w xores ON THIS AND RelzRse sine BeeoRe use. ---- "---- -- ��—-� Design 1.16,1 lot use onN w1rif Mr1ek canneclors ink design 9 based onq upon parameters sno.n,and is lot an Indllb,ol b,lbing component to be ralred and oadee lwricalP, Applicability of dedgn parameters and pbper Incorporolon of CompanMr a rsnia n,cilly of ouluing oesrgner-nor'ir s7 desbner. Bracing riow.i a for facial support at me,.bual web members only.Aadlibnol tempalary bracing to Insure slatailr diving aan,hu Clon k me resconsio.try of me erector. Additional permanent bracing at the overorl,imclare 4 1ne respcnnblllly of me building designer For general gufonoe rHandlliing Installing andlrxirrp Yecomimendglbnla.abbie ran,Gus,Floe in��'silw.,S6J0'cm.nic D,..Maaeon Ow153)J`cin95pecmcanon.and HIB 91 MiTeko r -dross -- russ ype TPIy ConstanTopes Residence East Maiibn�, 11- 11663508 /NSTAN C108 ROOF TRUSS 1 1 o tional \SSAU SUFFOLK-LUMBER�y1EOF ORD, 9 77763 4 fGt�R�cl 2J�200t MI e n ustnes. n i3i6 67�63061�age 1-� 2-3-5 7-1111 138-0 2"b0 28411 351-0 374-0 23-5 Sd-5 5-9-5 6-0-0 64-12 7-31 2-0-0 Style=1 62.6 7x9= 6.8= 4 5 6 00 12 4x4 5x12-1 7x8= 5x6 II 6 16 15 14 13 - --- 11 10 2x4 1 5x5 = 4x4 = 419 = 4x6 = 4x4= 2x4 n 3.5 2-3-5 7 1111 _ _ 13.8_-0 21E-0 _ ______28.0_-12_ 32bd_ _354-0 1 23-5 5-8-5 5d-5 9-0-0 64-12 4-58 2 9-12 atee Offsets _Y)- [503-4�1== _ -- __ _ -� ADING(psf) SPACING 2-0-0 C51 DEFL in (loc) VdeFl PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0 67 Vert(LL) -0.09 13 >999 M1120 1971144 DL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0 17 11.13 >999 1 LL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.05 9 n/a OL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdef=240 Weight.245 Ib MBER BRACING P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-5-9 oc purlins, except end verticals T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 of:bracing, Except: EBS 2 X 4 SPF Stud*Except' 9.5-11 ors;bracing:14-15 1-15 2 X 4 SVP No 2 6-0-0 oc bracing 7-9. WEBS 1 Row at midpt 5-13 2 Rows at 113 pts 6-9 ACTIONS(Ib/size) 16=160910-3-8,9=207010-3-8 1 Max Hoa 16=-153(load case 2) Max Uplift 16=-444(load case 4),9=-805(load case 4) RCES(Ib)-First Load Case Only P CHORD 1-16=-1589. 1-2=-2487.2-3=-2639,3-4=-2038.4-5=-1828.5-6=-1861.6-7=1054, 7.8=34 T CHORD 15-16=0, 14.15=2662 13-14=2363, 12-13=1666, 11-12=1666. 10-11=1617,9-10=1617,7-9=-940 9BS 1.15=2914.2-15=-1452,2-14=-306,3-14=180,3-13=-659.4-13=367,5.13=217.5-11=116.6-11=53 ,6-10=113.6-9=-3244 TES This truss has been checked for unbalanced loading conditions. l This Wss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline.on an occupancy category 1,condition I i enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANSI95 If end verticals or cantilevers exist.they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the Nate grip increase is 1.15 provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 444 Ib uplift at joint 16 and 805 1b uplift at joint 9. This truss has been designed with ANSIfrPI 1-1995 criteria. S*SV OF NEW y0 AD CASE(S) Standard y�Q1`E"N W. C%}�C P'/' ` 'al 063030 �OFESSION�'� �- November 16,20011 d wARNTNO-Verify deeipn parnmeterz and READ NOTES ON THIS AXD REVERSE SIDE BEFORE USE. �r•L� C.,f n vald far use only cairn Mdek connectors Tnrs tledgn a based only ul%in Palarn eters shJ nn,and k rot an ntlbK]uai binding compone]t to ae infrared and added ve,tcairy Appldowity of design parameters and proper Incorporar,on of component n fesaonibulh of balldlnq oaslpner.nor huss 3e:pner 9r]Unq stoat star ia'eral support of ral.duol web mem Gets oniv.Adtlllbnoi lempdrary bracing to Insure sla Dllrfy duffing CcrrVF efbn k fire erb in LLrliv of the ereCfaf. Adaionai permanent bracing of the overall structure Is I,ne Iesp,nsicilrir of 1ne building derl ner For general gubon�e r egardrng fo D,oallon,qua",con'f ol,sf Drage,tleii:er.,erection and bracing.consult OST-64 Quality Standard.05899 Bracing Sped11cation,and HIS 91 M iTek° Handling Installing and facing 9ecommendoliona.aldnPd bre from Truss le institute 50 n 3 D'Onod I bfoo4an.W153716 b s s N55 N59 ype -- - Dry Ply Conslantesi ed ice est Marson,NY 11663509 )NSTAN C109 ROOF TRUSS 1 1 - _ optional _ J SSSA LIFF LK lOtv18ER,MEDFORD, 1 I 1 4.201 s� 91401 MTe rw s nes.Ic.1-ue vv�13 07.07 20 1 age 1- 4-M &11-11 15-8-0 195-0 2E-04 328-0 34dJ 4-35 585 585 444 644 67.12 2Jo 7x8 = 8cale 116"=1 &B= 4 5 600 12 3x4., 3 \ 3x4 6 6 y 7x8= SxB I, Y III 2 \5x5= l: 7 31 16 15 14 13 12 11 10 9 2x4 a 5.5= 3,4= 3x8= 4x6= 30= 606 = 2x4 a X35_ 1 9-11-11 15-84 1984_ 266 325-0 4J-5 585 585 4-04) boa 6-7.12 ate-0 If se IV -0-5-4.0-3-8] )ADING(pst) SPACING 2-0-0 CSI DEFL in (loci III PLATES GRIP ;LL 30.0 Plates Increase 1.15 TC 043 Vert(LL) -0.10 14 >999 M1120 1971144 ;DL 10.0 Lumber Ina, 1.15 BC 047 Vert(TL) -0.16 13-14 >999 ,LL 0.0 Rep Stress Ina YES WB 0.87 HOR(TL) 0.04 9 Na :DL 10.0 Code B( 1st LC LL Min Udell=240 Weight 244 Ib 1MBER BRACING )P CHORD 2 X 6 SYP No 2 TOP CHORD Sheathed or 4-7-14 oc purlins, except end verticals. )T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9.0-13 oc bracing EBS 2 X 4 SPF Stud*Excell WEBS 1 Row at mil 5-13 1-15 2 X 4 SYP No 2 -ACTIONS(Ib1size) 16=161910-3-8,9=179010-3-8 Max Horz 16=-165(load case 2) Max Uplift 16=460(load case 4),9=-61 O(load case 4) )RCES(lb)-First Load Case Only )P CHORD 1-16=-1579, 1-2=-2560,2-3=-2458.3-4=-1843,4-5=.1655,5-6=-1774,6-7=-1999,7-8=38. 7-9=-1725 )T CHORD 15-16=-0, 14-15=2648 13-14=2201, 12-13=1590, 11-12=1590. 10-11=1788.9-10=0 -BS 1-15=2929.2-15=-1327,2-14=-080,3-14=290,3-13=431,4-13=440,5-13=148,5-11=249. 6-11=-250,6-10=-270,7-10=1832 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5 0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per SOCAIAN5195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water pondmg Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 460 Ib uplift at joint 16 and 610 Ib uplift at joint 9 This truss has been designed with ANSI)TPI 1-1995 criteria. S*SE of New yo )AD CASE(S) Standard SN W- • rn C) = bPl I �� 063030 �0FC3SI0HI`�" November 16,20011 y WARNING Verify dselQn parnmstem and READ NOTES ON Tffi5 M'D REVERSE SIDE BEFORE USE. ----- --_54JI Desgn vara Icr use cnly with Mriex connectors. Ink design abased only upon pararnelets mown and K far an Ina caUdl tUIarng component to ce In9alle,]and dodea vertia ly ADpliZoodil of I palamelers dna proper In Ca r pa r a;on al]omrgner.l K reconsblllly of bulid Ing designer-nal vu4 � diff;,, Br]Cing siax�K IJI'gleral I.Pildypl o,l of al web merl only.Additional tern[OrarY bracing Ia VnUle fioolllt*Culing conSlrUallon 4 line resporil of Ire erepar A.'cnlan]l permanent bracing of Tne over r fill k fne lesponslbinly of me bulld'ng devpner Far general gulaanu regprdmg latFilling quant'con'rol.sfaage,deBvaly.fill and brotlng.consulr GST-34 II IBy Sari DSB-B9 Brading Specllcaflon,and HIB 91 M iTek® Handling Instaland Bracing Becommendolbn ovarbble tram Tf,SS Fonir u u le.re I3 0 Ono•io Drtl .e. adKon.'Al.xl 53719 �-&--TTruss1-ru�ype - Constan[opes Reesldence Eas[ anoF NY— 11663510 ONSTAN Clio IROOF TRUSS 1 1 optional)__ __-_ IASSAl7SUFF�LICCOMBER:-NIEDFOA�NYT7763 �SR1s0�9�6tff 1e nustnes,Inc uTuie-No—vT3 16t7708200iPagei -_.—-625 111-11-11 1]E-0.. -_ 25II432A-0 �U0 6-35 541-5 5a-5 744 74-12 244 5.5= Scare 3116"=1 4 600'12 3x4 / 3x4 \ 5 W7*8 / 7.8 = 12 11 10 9 8 2x4 ii 4x10= 7A = 6x6= 2x4 635 t7b4 2504 _ _32A-0 63-5 114.11 744- - --- _ 7-7-12 ate Offsets(X.1)1_110.0,4"-d-1_-_-- )ADING(par) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP )LL 30.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0 11 11 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.29 10-11 >999 )LL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.03 8 rural :DL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl=240 Weight 234 Ib 1MBER BRACING )P CHORD 2 X 6 SVP No.2 TOP CHORD Sheathed or 4-3-14 ad purlins, except end verticals. )T CHORD 2 X 6 SYP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing EBS 2 X 4 SPF Stud'Except' WEBS 1 Row at midpt 3-10,5-10 1-11 2 X 4 SYP No.2 ZACTIONS(lb/size) 12=1619/0-3-8,8=1790/0-3-8 Max Hors 12=171(load case 3) Max Uplift 12=-459(load case 4),8=-610(load case 4) )RCES(lb)-First Load Case Only .)P CHORD 1-12=-1559, 1-2=-2457.2-3=-2833,3-4=-1638,4-5=-1638,5b=-2004,6.7=38,6-8=-1715 )T CHORD 11-12=0, 10-11=1959,9-10=1792,8-9=0 EBS 1-11=2789,2-11=-1742,3-11=330,3-10=-719.4-10=943.5-10=-101,5-9=-199,6.9=1826 JTES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5 0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOGAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 459 Ib uplift at joint 12 and 610 Ib uplift at joint 8. This truss has been designed with ANSIITPI 1-1995 criteria )AD CASE(S) Standard S*t� OF 1i y0 S�Q�EN W. 6 rd • - `t^ �1 F� 053030 �2V II �OFf3SION�\" ' November 16,2001 WARNING-Vru-Vy deBfpn parameter and READ NOTES ON THIS AND RE VERSE SIDE BEFORE VSE. .w Cespn ,cold for use on,wnh Mier,connecrars.Tms design k based onlr upon paramelefs ih..n,and is for an Indwlduor ouwbrng comaoneN 1. be in,d,ed and oxi retlgai', oPpr=car,,,JI cession paromelels antl proper Incorporalbn of component Is ieiponsbrilr of bul4Uinj ceslgner-not Irust � d e scan er Eac.11,nowt IS for of eror su boa r of Inds,dual web members only.Addn anal temporary bracing to Insure sfoblial awing con If clic in a Ine reap 11..M'al IFe ereC'ar Adallan.l permanent booing of Ire.,Hall sluci,,. k I.,.IBSpan,lCllliy of Ine build ng ceslgner Far genelal gumonce rega,vn,1a.,kat an,dua'ry cor.tr ol.Ilam e- oeli.e ry,election antl CroCIng.consult CST-3a Quoin Sl andard.058.89 Ira c Ing S,000ncatlon,antl NIB.91 M iTek� Handling Inanng arta Bloc i ng Gia Te am manual ion av ollabie from Truss le Inslaule 583 D'Onoub Dn.e,M.Zircon,W 153]19. )B- Truss Truss Type TQf FP y onstantopes Reslden�ast Man`on�7`r 11663511 ONSTAN iC111 ROOF TRUSS 1 11 o tionalL _ FASSALTSUFFOCKCUMBER.MEDFORO�lY�763 — -- 301 SR1 s Oct 29-2001 MiTe n�tries.Inc.�ue Nov 1�6.-O7.09 20SPage 1 - 434 8-}5 12.11-11 17-8-0 253)a 3280 11-8-0 4-17 }1115 4$5 485 744 7-7-12 2-0-0 5x5= Scale N16'=1 600F12 5 3x4 9 \� 4 j \\ \3x4 6 2x3 'I 3.5= 7.8 = \ 14 1 2 3 m fc� \\ 13 12 11 10 9 4.4 3,00 = 7xB == 4.10= 2.4 8}5 17-8-0 254lut 32-8-0 83.5 9-411 744 7-7-12 _ ae0 sets JADING(pst) SPACING 2-0-0 CSI DEFL in (Ix) Ildefi PLATES GRIP :LL 300 Plates Increase 1.15TC 0.53 Vert(LL) -0.09 12 >999 M1120 197/144 IDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.21 11-12 >999 :LL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.04 9 n/a IDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/dell=240 Weight 238 lb JMBER BRACING IP CHORD 2 X 6 SYP No 2 TOP CHORD Sheathed or 4-7-12 oc pudlns, except end verticals. DT CHORD 2 X 6 SYP Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2 X 4 SPF Stud WEBS 1 Row at fir 2-13,6-11 l JICTIONS(lb/size) 13=1619/0-3-8,9=1790/0.3-8 Max Horz 13=176(load case 3) Max Uplift 13=-459(load case 4),9=-611(load case 4) )RCES(lb)-First Load Case Only JP CHORD 1-13=-166, 1-2=0,2-3=-2313,3-4=-2642.4.5=-1638,5-6=-1638,6-7=-2004,7-8=38,7-9=-1715 DT CHORD 12-13=1349, 11-12=1884, 10-11=1792,9-10=0 'EBS 2-13=-1925,2-12=1430,3-12=-1533,4-12=810,4-11=-718.5-11=983,6-11=-001,6-10=-199,7-10=1826 RTES This truss has been checked for unbalanced loading conditions. r This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level.using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load.0 mi from hurricane oceanlme,on an occupancy category I,condition I enclosed building,of dimensions 45 it by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 459 lb uplift at joint 13 and 611 Ib uplift at joint 9. This truss has been designed with ANSIrrPI 1-1995 criteria. )AD CASE(S) Standard S'.1E OF NEJ1. YO ShQ�Ett, W. �OFf9S10N�� ' November 16,2001 ASVARNING-VerVy design parameter and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. sessCI Desi'jn valid for rife onq wlln Musk ccnne<Iars. Ilia detpn 4 Wsea only uPOn teamsters shown.and is f.,an Inan'qual i,fdrn,Component p be instgvea and coded optcally 4oaRca Dlliff or design barometers and proper mcorporatlon a component is iefponsbirrr or gj,airg aeslgner.r.c,puss aefgnel [,ao J Snow's for greial su,raci of IndI.VjUal Web member Only AddllbnOl lemparaly blaCA9 Ia k sure stobllity curir,,C.h Sllu C,Un 6 Ire responso,ay of the ereCl-jr. haClti nal ,ern-anenl bracing of the overall structure k the IesbansiDllily or Ine budding aessgner For general aula]n„e re,ora.ng Laa,laatgn.oualle convol slo age.deliver,erection and bracing,consun QST-38 Qual6y Slandara.050 89 Bracing SpeeiOcation,and 1,IB.91 M iTek� handling Inslaurng and Brecrng aemr, oomendation aallbble from Truss Pale institute.5630'Onoylo Da- Msg e. aan.W153719 Jo��russ �rusZype ty Py onstantopes Rzsl�nice�ast Manon,NY 1663512 �ONSTAN C112 (ROOF TRUSS 1 1 o bonal NASSAUSUFFOIICLUMBER.MEDFORD,NYIf 763— --�� SR1 01—Im- 0"1, " a ndustnes—Inc.TueNoiiv-1 Y16.07.10_2001�age 1 6415 � t0t-1] 1]41-0 25-04 _ 3241-0 J4EL 5-015 5_0 1- 7413 744 77-12 240 5x5 = sine 3/16"=1' 6.00 F-12 4 i 7x8 = 2.4 1 7x12= 3x4 1 2 J T I \5 6 13 12 11 10 9 8 2x4 11 4x10= 2x4 11 7x8 = 4x10 = 214 u 10-1-13 11E-0 T 25-04 �3241L 5415 5-0-15 7413 744 74-12 'ate sets , X903-0,0-2-0�10A_4-0,0-0-8 -OADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP FCLL 300 Plates Increase 1.15 TC 0.85 Vert(LL) -0.09 11 >999 M1120 197/144 FCDL 100 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.17 10-11 >999 3CLL 0.0 Rep Stress Ina YES WB 0.82 Hoa(TL) 0.04 8 n1a 3CDL 100 Code BOCA/ANSI95 1st LC LL Min Vdefl=240 Weight240141 _ _L -UMBER BRACING FOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4.8.2 oc purlins, except end verticals. 30T CHORD 2 X 6 SYP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NEBS 2 X 4 SPF Stud WEBS 1 Row at mldpt 1-13,3-12,3-10.5-10 2EACTIONS(lb/size) 13=1619/0-3-8.8=179010-3-8 Max Horz 13=182(load case 3) Max Uplift 13=458(load case 4),8=-612(load case 4) =ORCES(lb)-First Load Case Only FOP CHORD 1-13=-1569, 1-2=-1313,2-3=-1313,3-4=-1637,4.5=-1638,5-6=-2004,6-7=38,6-8=-1715 30T CHORD 12-13=-0. 11-12=2180, 10-11=2176,9-10=1792,8-9=0 VEBS 1-12=1900,2-12=-397,3-12=-1233,3-11=126,3-10=-861,4-10=868,5-10=-401,5-9=-199,6-9=1826 DOTES I) This truss has been Decked for unbalanced loading conditions ?) This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5 0 psf top chord dead load and 5 0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 R with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding it Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 458 Ib uplift at joint 13 and 612 Ib uplift at joint 8. i) This truss has been designed with ANSIrTPI 1-1995 cnteria. -DAD CASE(S) Standard SrSE OF NEk,YO 5 QaEN W. N V � A in �J b a i ~� s w SFO 063030 0 JESSION�'� November 16,2001 WARNING-VerVy design partmeters and READ NOTES ON TMS AND REVERSE SIDE BEFORE VSE. Des✓)n valid for use only wlln Mlfek c.--nnecltri InK design h Dosed only uLVn POdMelea sM1oxn,and a rof an Ind,, YOuol bulging Camporenl Ic be ksglle[1 Dna oaded Y1,11coll, APPI`]Calllly al deslpn palamelels and puael Incolpclolpn of comoonenl n IesoonslGWly of bulWing desynef-nJl Irvss � aes'vj,n2l filocin-J Plon'I a lot btelal suoaall Of Indlddual web membefs Jnq Additional IBmpJlyy Dfocin,to In,u,e sloblllly abfins]CJIISLUUbn s Ine IespCn9bAlfy at the ill ACCIIIJrial pefMa'snl blazing of me ave,al Simcfule k me Iesuansiblily of Ine DJildinQ deiynel For general guidance mgafding aual,ly can col,sbwpe,oen.efy.efeclion and moving consull 05638 Gualey Sland.,d,0S8.89 fill SpecBlcanon,and HiB-91 M iTek° Handling Inaallin,,and Im9lng Necommendallon maliabla flJm truss Rb ale Inslltule.503 D'Ono4Dll.e.Madsan,w15371 J r6--- Truss cuss ype City PlyJIConstantoWR&S`,cTe`riw Eas�rion,}4Y �11663513, 9O7-Min ustnesTnc Tue ovt 16a)T020-Oi-Pag�- 418 11.7_12 19-3A 21-3A1 418 744 7.7-12 2441 600 12 4x4= Brale=158 1 2 5x5 1 \343 55� I ti _- 9 8 ] 6 1 5.4 13x8= 3.5 = 15x4 II 4341 11-]-12 19-3-3-- 4" -3418 744 74-12 )ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) III fl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.64 Vert(LL) -003 7 >999 M1120 1971144 :DL 10.0 Lumber Increase 1.15 BC 0.43 Ved(TL) -0.11 7-8 >999 :LL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 6 n/a AL 10.0 _ Code BOCA/ANSI95 1st LC LL Min ytlefl=240 Weight. 1191b 1MBER BRACING )P CHORD 2 X 4 SYP No.2'Except* TOP CHORD Sheathed or 5-5-0 or:purlins, except end verticals 2-5 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )T CHORD 2 X 4 SYP Not WEBS 1 Row at midpt 2-8,3-8, 1-9 EBS 2 X 4 SPF Stud*Exmpt' 1-92 X4 SYP Not .'ACTIONS(lb/size) 9=950/0-3-8,6=1122/0-3-8 Max Horz 9=206(load case 3) Max Uplift 9=-264(load case 4),6=426(load case 4) )RCES(Ib)-First Load Case Only )P CHORD 1-2=-380,2-3=-380,3-4=-896.4-5=38. i-9=-909,4{=-1047 )T CHORD 8-9=0.7-8=801,6.7=0 EBS 2-8=-120,3-8=-572.3-7=-26, 1-8=666.4-7=820 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 P.above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanhne,on an occupancy category I,condition I enclosed building.of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 264 Ib uplift at joint 9 and 426 lb uplift at joint 6. This truss has been designed with ANSVTPI 1-1995 criteria. )AD CASE(5) Standard 6 OF NEW YO 5 EN W. 9pt ti r � bE1 053030 �OFE9SION�'� November 16,2001 AjSWAFtNfNG-V.,Vy deslyn parnmet,ire and READ NOTES ON TRIS AND RE VERSE SIDE BEFORE USC. - Des✓]n v.lp to,yse an:y with MIIek connect=rs Th,s des,,n Is based Only urban parameters Snown.and Is for On hodual puid,na component 10 Ce nsbuetl and baaed ve.lo.111. Appilo.bIIry dl aest,h pdrOhI and pincer IncarpoloI*n of component k responslblJty of butona designer-not Ill designer Bracing&sown 5 for lolCar supadit N Individual web members only AOdnbnal temporary bracing to Insure slabxlly clung contlru VIon k[he esoonubrlrl/of the elec'or Ado(Anal pelma n en bl acing at the overall str uCi ule 6 Ine IespGnsIVIlly OI the build Ing des,,;nor For general 9u do�e regarding Iabrbaf ar.gaal,lI cannot,storage.del lery,erection and aaang.ConsWl OST-S8 0uallty Standard,DS6-S9 Bracing Sp Rlcatlon and HIB-0I M iTek° rq nt Handling Installing and 9raclRecam endarron ovalq bre from Luse Pla le Ins[Ilute.583 D'chair I Dr.e.Madlidn,W 153719 bb -'Trussruu�ypePlyConstantopes Residence Eas�,fariori-NY— I 11663514 .ONSTAN C114 ROOFTRUSS 1 I1 — `` ojllianalj_ _ dlCS5AUSUFF ❑ZCUMBFR;MEOFORD, Y11, 4. 1 SRI ss CF29 01 MiTek ndusbrl tnc, l 160711 2001 el 0-141] a-}8 11-7-12 19-341 21-31_ 0-,0.13 33-11 734 7-7-12 2-1 6 0052 41r4– Scale=1.5a 1 J 4.5 I! 1.5x4 n / 1 2 C� 34 \\or \ 5x5.� 10 9 — — a -- 3x4= 3.8= 3.5= 15,4 11 - 4-3A 11-7-12 — _ 19-3b 1 4-3E ]di _7-7-12 OADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Ildell PLATES GRIP CLL 30.0 Plates Increase 1.15 TC 0 71 Vert(LL) -003 8 >999 MII20 197/144 CDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.11 8-9 >999 CLL 0.0 Rep Stress Ina YES WB 043 HO¢(TL) 001 7 1 ' CDL 10.0 Code BOCAIANS195 1 st LC LL Mm Vdefl=240 Weight: 128 Ib UMBER BRACING OP CHORD 2 X 4 SYP No.2'Excil TOP CHORD Sheathed or 5-5.0 oc pudlns, except end verticals. 3-6 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OT CHORD 2 X 4 SYP No.2 WEBS 1 Row at ni 1-10,2-10,3-9,4-9 IEBS 2 X 4 SPF Stud'Excl 1-10 2 X 4 SYP Not .EACTIONS(lb/size) 10=950/0-3-8.7=1122/0-3-8 Max Hors 10=208(load case 3) Max Uplift 10=-263(load case 4), 7=427(load case 4) 1 ORCES(lb)-First Load Case Only OP CHORD 1-10=-30, 1-2=0,2-3=-380,3-4=-380,4-5=-896,5-6=38,5-7=-1047 OT CHORD 9-10=90,8-9=801,7-8=0 'EBS 2-10=-883,2-9=597.3-9=-90,4-9=-572.4-8=.26.5-8=820 OTES I This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level.using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,cond�1ition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist.they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 1 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 263 Ib uplift at joint 10 and 427 Ib uplift at joint 7. This truss has been designed with ANSI/TPI 1-1995 criteria. OAD CASE(S) Standard Srt� OF New YD S�Q�EN W. ;5 j +9� r r bE0 1 r� will up 063030 ��V\ �OFf3S10N�`�' ' November 16,2001 A WARNING-Verify deAgn partxmetill and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. �s�D Design volly for use only wlln Miller,connectors Tnh Berl is based only upon parameters morn,and a for an Indlvleual bwbinq:omponern to be Ideli lre ana batl rl .l.1 1 Appll_ablrlly Gt aespn poro sl ni antl proper rncorpora if OI coTponeRr k 1.Jnr Dis of[PWUmq c.nrrer mol lWss � detlaner, &acing enawo a to Idles/mppon of Int Di e'r web mem bea only Au,.1,Additional temporary bracing Ip Jnsme sJil l0ly Canna oill Nl k ce r etpdnsbdny cl Int n,Quo ..nranol pernld al l pl ere of the dural/ g,came r Lie res nary st of me DSI-8 g Designer.For genera nulaance wgaaing lsarbalan,dully R000t slo ndart deal al ere rom and doe Inst cansu0 OSP98 FF10 or,Madisoandard.n, ,Wl53 Raclnq SpecXlmllan,and NIB-91 Mil Handling Installing and Bracing Recommwtlolbn quaYdple M1Jm Luss Rale Institute.5d3 D'OnaM1b Dnve.MaoSon,W15])10. •�—Truss russ�- Ory — Ply onstantopas Res-den East ant non.N' 11663515 JNSTAN C115 ROOF TRUSS �11 — o bona) ASSAIISDFFOLK LOMBERTMEOFORD,TI`T1�76] -d0�SR1s a2 01�y1iTe nduslnes, nc ue731b.07.723007 a -- 210.13 438 114-12 - --19-M 21-33 600112 4x4= scale=159 1 15x4 Ii 45 II 3 I r I \ 3.4 C 4 r it i 5x55 \ I 10 9 8 7 3.4 = 36= 3,5 = 1 5x4 . 438 11-7712 1938 _ 743E 744 7-7-12 JADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defi PLATES GRIL ;LL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.03 8 >999 MII20 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.11 8-9 >999 )LL 0.0 Rep Stress Ina YES WB 0.56 Hoa(TL) 0.01 7 n/a :OL10 0 Code BOCA/ANSI95 1st LC LL Min Udell=240 Weight. 131 Ib )MBER BRACING )P CHORD 2 X 4 SYP No.2'Except` TOP CHORD Sheathed or 5-5-0 cc puffins. except end verticals 3-6 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )T CHORD 2 X 4 SYP No.2 WEBS 1 Row at mldpt 1-10,2-10,3-9,4-9 EBS 2 X 4 SPF Stud'Except* 1-10 2 X 4 SYP No.2 LACTIONS(lb/size) 10=950/0-3-8,7=1122/0-3-8 Max Hoa 10=213(load case 3) Max Uplift 10=-261(load rase 4),7=429(load case 4) tRCES(lb)-First Load Case Only )P CHORD 1-10=-110, 1-2=0.2-3=-380,3-4=-380,4-5=-896,5-6=38,5-7=-1047 )T CHORD 9-10=263.8-9=801,7-8=0 -BS 2-10=-841,2-9=469,3-9=-10,4-9=.572,4-8=-26,5-8=820 )TES This truss has been checked for unbalanced loading conditions This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5 0 psf top chord dead load and 5.0 psf bottom chord dead load.0 mi from hurricane oceanline,on an occupancy category I.condition I enclosed building,of dimensions 45 It by 24/t with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers r exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 261 Ib uplift at joint 10 and 429 Ib uplift at joint 7. This truss has been designed with ANSlfrPI 1-1995 criteria )AD CASE(S) Standard t*S6 OF k£W y0 5 14 W. ti LP • A r10 063030 ��v\ �OF£3Sl H, November 16,2001 1 WARNING-Vcr-Vy design parameters and READ NOTES ON THIS AND RE TERSE SIDE BEFORE VSE. 0,,,n r.11ol for use Only xltn Mlrek canneclors Tne design 4 based.Illy upon palamelels shb.n,and k for an Ind,vid,pulbrng Gomponenl la be Insb ned and o.ded eertkaUy. Appllaabillty of deign paramalars and proper Incorporalbn of cam pJneN a respons blr0r oT b,ion,deign er not lmss � aespnel BraClnp shown a for alerar supWrl of Indiabual weo mamceR only.Adauronal IemporoK bracing 10 Insure stociilr curing consli,ron 6 Ins espcnaolny oT The eFecl.F. Additional permanent bracing of The oveiall structure k she Tesponsibiuty of the bulbrng Designer For general gubance Handling r.g laorkalbn,dually aangal,storage.tleurery,erector,and orocFiore Institute, consult D On Co lityDri, .klaa,so .W153 Braang BpK`Xlcallon,and HIB-91 M iTek° Xantlllna Inrtalllrlg and lmclrp 9ecommentla,lan oralbble ham truss Pala InsluaTe.523 D'OnoM1b Drbe.Moa Son,W1 53714 Truss TNSS Tp2 01y rPly Cons5aWpes Residence�st Wro,N NY 11663516 NSTAC116 ROOF TRUSS �1 7 r I�HI optronaq_ SSAITSQF OLTC COMBERTriEDFOAD,NI'�b7 4.2019-2b 1 Te ndustries. n�Tue ovi315b7 £OO i�agel 38d 7-7-15 T 7-11-7 2-0 5x5= 5x5 = Scale=15:9 2 600`2 \\ 3xa C 3 1 I 0 \ w i,. _ 5 \-l71 5 6J ] 6 1514 k 3,8 = 3x5= 1 5x4 11 JAJ 1141 19JE 383 7-7-15 7-11-7 esets q: -8 0-23� —_. %DING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft PLATES GRIP .L 30.0 Plates Increase 1.15 TC 0.87 Vert(LL) -003 7 >999 M1120 197/144 )L 10.0 Lumber Increase 1.15 BC 046 Vert(TL) -0.14 7-8 >999 .L 00 Rep Stress tna YES WB 045 HOrz(TL) 0.01 6 Na )L 10.0 Code BOCAIANS195 1st LC LL Min Vdef1=240 Weight. 125 Ib OBER BRACING 'CHORD 2 X 4 SYP No.2*Except` TOP CHORD Sheathed or 5-2-5 oc purlins, except end verticals. 2.5 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpl 1-9.2-8.3-8 BS 2 X 4 SPF Stud'Except' 1-92 X 4 SYP SS %CTIONS(lb/size) 9=950/0-3-8,6=1122/0-3-8 Max Hort: 9=223(load case 3) Max Uplift 9=.265(load case 2).6=432(load case 4) i ACES(lb)-First Load Case Only 'CHORD 1-9=-916. 1-2=-280.2-3=-319.3-4=-883.4.5=38,4-6=-1044 CHORD 8-9=-0,7-8=790,6-7=0 BS 1-8=824.2-8=-306,3-8=-619.3-7=-9,4-7=807 TES his truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf lap hord dead bad and 5.0 psf bottom chord dead load,0 mi from humcane oceanline,on an occupancy category 1,condition I nclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers msl,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the )late grip increase is 1.15 'rovide adequate drainage to prevent water pending. 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 265 Ib uplift at joint 9 and 432 Ib rplift at joint 6. his truss has been designed with ANSIIrPI 1-1995 criteria. %D CASE(S) Standard (rt5 OF N fly y0 h�Q�EN W. @`q'F Ira ' `' w �� 063030 ��•V\ �OFfS510N�� yam— November 16,2001 y W ARNING-V.,Vy darripn par¢met<ra and READ NOTES ON TMS AND RE VERSE WDE BEFORE . Dessgn valid Ial use Only 1I111 Wek COnr.<CIOrs. T"design 6 based only upon parameters shown.and p for on Ina.xrual bulging aonconent Ib ae Inslallea and badeal vvtleCly. Applicabrllly of design parameters and proper IncOrpOrdbn of component k iesponncrnty of bolding designer-not truss designer Bracing slow,6lo,ratedl support of Individual web members only.Aatlubnal temporary tracing to Insure slabitav curing conurycrlon 6 me responso,sl,of Ilse erecbr Addnbnal perm]nent brad,,, or In.over.,stmaure 6 the lesponflbJny al me Dultd-ng designer For genera gulaance regoo ng Iobrbalpn.qua'fy control,stodge,Delver ,ere it h and bracing.consun csr-u quality Standard.DSB89 Bracing spar Xlcolicn,and HIB-91 M iTek® Handling Installing and Brodng Bee , m % aommndatlon a.aable train Truss ate e Intutu .583 D'Onofr,o Drive.Madison,W 153719. b -(Truss Tru�ype pry P� �onstantopes Residence �t Marion.N I i 11663517 )NSTAN C117 ROOFTRUSS 1 i op0onal >SSAUSOFFOCKLDMBER7v1EI) R . \117€3 --- a�0i SR1 ct 29 20`01-F1iTek n ustne�nc—TueT 3 76 0 007 Page 1 2-5-11 ]-11-1J 1J-5-14 l"a 2t- 5525-11 5.5 _ 582 5E 5 -0-0 -2 910 2 9 — Scale=165 0 1 22 6ML_ I 3xa I3 3W C % 4 354 5 I 5x56 is 7 3X4 11 1 ANT-- 12 11 10 9 a as c 3,8 = 3.4 -. 3,4= 2-5-11 7-11-13 13-5-14 153E 2-5-11 56-2 5E-2 5-9-10 tte 6Hsets ,,5� —2-4 ACING(psf) SPACING 2-0-0 GSI DEFL in poc) Vde8 PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.03 10 >999 MII20 797/144 OL 10.0 Lumber Increase 1.15 BC 0 32 Vert(TL) -0.07 9-10 >999 LL 0.0 Rep Stress Incl YES WB 051 HOfz(TL) 0.01 8 Na DL 10.0 Code BOCA/ANSI95 1 st LC LL Min /dell=240 Weight: 197 Ib MBER BRACING P CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 5-5-5 oc puffins, except end verticals. 'T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2 X 4 SPF Stud"Except" WEBS 7 Row at midpt 1-12,2-11,3-11 1-12 2 X 6 SYP No.2 HERS 2 X 4 SPF Stud 'ACTIONS(lb/size) 12=946/0-3-8,8=1118/0-3-8 Max Horz 12=235(load case 3) Max Uplift 12=-262(load case 2),8=433(load case 4) 1RCES(Ib)-First Load Case Only P CHORD 1-12=-925, 1-2=-176,2-3=-200,3.4=-671,4-5=-940,5-6=-940.6-7=3S,6-8=-1061 T CHORD 11.12=0. 10-11=600,9-10=841,8-9=0 -BS 1-17=854,2-11=-221,3-11=-683,3-10=307,4-10=-310,4-9=-131,6-9=875 )TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline.on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek 'Standard Gable End Detail" Provide adequate drainage to prevent water ponding 41I plates are 1.5x4 M1120 unless otherwise indicated. Gable studs spaced at 2-0-0 of;. Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at Ills)12 and 8. This truss has been designed with ANSI/TPI 1-1995 criteria S*tE OF N cw Y O SAD CASE(S) Standard yN W. rin nIn r p C _j 2N � 063030 0Ff9SION�k' November 16,2001 A WARNING-VerW seely,i parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. 3 Design valyd for use only Min MRek connectors R.e despn k based only upon parameters snown.any a for an Inonpual building component io be � nsbiredl and caped y9rIKa11y. Appllcabrllly of desgn ppramelers old proper Incorporation of Component is iespor liar of building,designer not Truss desyner.Bracing mown a for lateral FuppOrt of Indlvbual web members only Adalipnpl temporary bracing to Insure stability awing consbucton'4 ins esppr iry at The erec'or. Additional permonenl bracing of the overall structure is the respar-Slbary cl the building designer For general gwdance regarding fabicauan,quo it,conhol,storage,delivery,erection and bracing,consult OST-38 Ouall Standard,DS9-99 Bracing Spxmcatlon,and HIS 91 MaMiTek° ndling Im allinme g chat 1r..'W R.ismndab tn araibR bb from rrUss ale Insltvle,593 D Onorrio Drl,e,madman.'A 153 rl i o cuss Truss T pe ty��. ly — onstantopes-onsEasl -a?A non,N� 11663518 )NSTAN C118 ROOF TRUSS 1 O o bona) 4SSAUSOFF LRTUMBER;Tv1EDFOR NY 11 — — �2ti1 SR�Aug 20 20 SMI e n us nes, n�Thu Nov 119b3�320Jl�aga Z1-12 76-0 0-M 6x6= 6x3= Scale=1 53 0 2 3 4 i so so i 2x4 II N/ 2x4 II 11 10 9 8 7 6 5 3x6 II 3x8_ 3x9 I: l 1-12 680 31-12 76-0 tteOffsets .0- -8 -ADING(psf) SPACING 2-0-0 CSI DEFL in poo) gdefl PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.98 Vert(LL) 0.02 10-11 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) 0.07 3-0 >733 LL 00 Rep Stress Ina YES WS 049 Horz(TL) 0.00 5 Na DL 10.0 Code BOCA/ANS195 (MaInx) 1 st LC LL Min I=240 Weight: 126 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 10-0-0 oc pudlns, except end verticals IT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directlyy applied or 10-0-0 oc bracing, Except EBS 2 X 4 SPF Stud 6-0-0 oc bracing' 1D-11. HERS 2 X 4 SPF Stud WEBS 1 Row at midpt 3.5, 1.10,2-10.3-10 -ACTIONS(lb/size) 5=458!1-0-0, 10=688/0-3-8,9=7r7-0-0,8=41/7-0-0,7=4717-0-0,6=-139/7-0-0 Max Horz 10=711(load case 3) Max Uplift 5=-1089(load case 3), 10=-514(load case 2).8=-5(load case 2),6=-670(load case 2) Max Graff 5=458(load case 1), 10=688(load case 1),9-21 l(load case 2),8=41(load case 1), 7=54(load case 2).6=585(load case 3) ,RCES(lb)-First Load Case Only P CHORD 1-11=23, 1-2=11,2-3=11,34=0,3-5=-294 T CHORD 10-11=-2,9-10=29,8-9=29,7-8=29,6-7=29,5-6=29 TBS 1-10=-25,2-10=-555,3-10=E0 'TES rhts truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top Nord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I anclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the olate grip increase is 1.15 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MITek Standard Gable End Detail' '>rovide adequate drainage to prevent water ponding. 3JI plates are 1.5x4 M1120 unless olhermse indicated. Sable studs spaced at 2-0-0 oc. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1089 Ib uplift at joint 5,514 Ib iplift at joint 10,5 Ib uplift at joint 8 and 670 Ib uplift at joint 6. SE Of NfW chis truss has been designed with ANSlrrPI 1-1995 criteria. hSr N W. yO9 AD CASE(S) Standard SFO 063030 �0 3SION11"V li November 16,20011 A WAR.YING-Yerj fy rlsaipn pnrnmeten and READ NOTES ONYXIS AND AEYERSE S7DE BEFORE USE. ��O DeA)n volid far use only wlln Mitek connectors rhk design h bored onry upon patamelert moan,and Is for or.Ind+!duo Wildlnp component to be nstalled on,1 foaJeo vanlaplrY. Appllcabllity oI aeMJn caram¢bll and goMt Incorporation of Component k Iesponsbillly of bulUing oestpnel-nal hues a¢tpner BnCIr.J tndwl Is lar lateral{vppdn of Inarvxdual Aeb memlxi:only Additional arnors cry tracing to Intuit,tlabllliv during construction n the ret^✓.nyGirr of me eiecror. Adatbnal ,_.manen1 tracing of the ove,.0 shuame Is ins,raspers1bliIIy of Ine omldno despnei Far general qubance regammg faaticalan,quo'Jy control,varoge.dell.ery.erection and bmclng.consult p57.88 Quality Standard.DSB.89 Bracing specification,and HIB.91 M iTekc u Hanang Installing and Bracing pacommendatlona.allobie from Russ Plate Insntuse.583 D'Onoffo Dn.e.Madison,WI 53719 ab russ ITrotiuu�ype — – � a --– ty Ccnstantopes Res'I –n— st Marion.NY 1663519 .ONSTAN C119 (ROOF TRUSS 1 1 ��((op6onal)_ JASSAUSQF LRLQMBERw1EDFOR�NY11T63 4.. O�sKi sOct£9��MTek lndustnes,Tnc:Tui—'Jdv 1313.0T13T0-0t�age i---� at-1z 7s3 oao 5x5 = 1 5x4 11 5,,5— Scale=t 55 5, 2 3 4 J 1 \\ \11 7 6 5 15x4 11 fixe= 1 5.4 I. 3-1-12 168-0 3-1-12 7E3 OADING(psf) SPACING 2-0-0 C51 DEFL in (roc) Iden PLATES GRIP ;LL 30.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.01 6-7 1995 M1120 197/144 CDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -008 5-6 1999 CLL 0.0 Rep Stress lncr YES WB 0.62 Horz(TL) 000 5 n/a CDL 10.0 Code BOCAIANS195 1 s[LC LL Min I/tlen=240 _ Weight:92 Ib UMBER BRACING DP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 10.0-0 are,purlins, except end verticals. OT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'EBS 2 X 4 SPF Stud'ExcepC WEBS 1 Row at midpt 3-5, 1E,2E,3E 1-72 X4 SYP SS.3-52 X4 SYP SS EACTIONS(lb/size) 5=373/0-3-8.6=730/0-3-8 Max Hoa 6=776(load case 3) Max Uplift 5=-591(load case 3),6=-363(load case 2) ORCES(lb)-First Load Case Only DP CHORD 1-7=30, 1-2=50,2-3=50,3-4=0.3-5=-299 OT CHORD 6-7=0,5E=0 /EBS 1-6=155.2-6=415,3-6=-79 OTES This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top chord dead load and 5 0 psf bottom chord dead load.0 mi from hurricane oceanllne.on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding I Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 591 Ib uplift at joint 5 and 363 Ib uplift at joint 6. This truss has been designed with ANSVTPI 1-1995 criteria. JAD CASE(S) Standard SrtE OF Ii YO III fig�QaEN W. CC, SFO 063030 �v OFESsION�'� November 16,2001 y 14ARNFNG-Verify dselgn parameter and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Despn -v.a to use only .,m k1Rel can,ec,,, IhIs design Is band only upon pammelers shown and a far an Ina.rbval bullding comp:nenr fa De IfJJ¢a an.]baJeC Y1rt Cpl'r Applicaplllty of design broamelers and proper Incorpolatbn of component a respCni bl,lty of pu,Idlna detbntr r1.Jl Ir �� tlssgnel Bracing I,.,s to bier.'support of InalvCual web member onry Addltpnal lemadaly bmclrrg b ensu a StObiury cwing conifm[ucn h Ir.e IetMnLorllry al ma eI.Car. Aaoltbnal permanent Dmclnp OI Ire Overall shucNfe k Ire respanalcriny of me bmlaing despnel.Fa gsnera gubanae regarding abrbalbn.qua 1,cor.h01,I101age.dell.efy,erection and bracing.consul)QST-38 Quality standard.DSB-119 Bracing SpecMlcatlon,and HIB-91 M iTek0 Handling Installingc'. and Brarp Recammendwfonaralbb fr bam Pa Truss le Instlluls.5a3 0 Onwrb Dllve.Moos.,M15371v b russ Tru�ype-- Residencemast tilanon,N`T 1663520 )NSTAN C120 ROOF TRUSS �1 '1 — I I(Topolwnal �CSSAO SOFFOLI(LOMBER�yIEDFORD—']Y i-1763 �O7—SR1s X92001 A1iTek n ustries, nc ui�7ov-13-167.7�0oi Pagef— �3-1-12 10-84_ 111144 3-1-12 7b 08-0 5xa = 1.50 II 5x9= Scale=1614 1 2 3 4 -----ter l 7 6 5 2x4 11 6.8 = 2,,4 1 I- 3-1-12 1043-0_ __-__--y 3-1-12 E< AIDING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft PLATES GRIP LL 30.0 Lumber lnvease 1.15 TC 081 Vert(LL) -0.01 7 >999 MII20 197/14 L L 100 Lumber Increase 1.15 BC 041 Vert(TL) -007 5-5 >999 O 00 Rep Stress Inv YES WB 0.65 1 st LCL) 0.00 5 n/a DL 10.0 Code BOCA/ANSI95 1st LC LL Min /deft=240 Weight 11410 MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 10-0-0 oc pudins, except end verticals T CHORD 2 X 4 SVP No.2 BOT CHORD Rrgid ceiling directly applied or 10-0-0 oc bracing. :BS 2 X 4 SPF Stud'Except* WEBS 1 Row at mldpt 3-5, 1-6.2-6.3-6 1-72 X 6 SYP No.2,3-52 X6 SYP Not ACTIONS(lb/size) 5=378/0-3-8,6=715/0-3-8 Max Horz 6=862(load case 3) Max Uplift 5=-715(load case 3),6=-353(load case 2) RCES(lb)-First Load Case Only j P CHORD 1-7=29, 1-2=43,2-3=43,34=0,3-5=-305 rT CHORD 6-7=0.5-6=0 `BS 1b=-152.2-6=-408.3-6=-72 TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead bad and 5 0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I =.nclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist.they are exposed to wind If porches exist.they are not exposed to wind The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 715 to uplift at joint 5 and 353 to uplift at joint 6. This truss has been designed with ANSI/TPI 1-1995 criteria. AD CASE(S) Standard S*S6 OF keW YO 5 Q�EN W. op ti� el Lp �3 063030 �V\� ti OFfSSIONh'�" November 16,2001 p WARMNG-Verify derlyn Farnmererr and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Desgn •al,d for use on, with MiTek connecicrs The aenn k oases only upon parameters mown,and 4 for an Indy.rduar building comps to be InVarrea and baaetl venrcolly. Applicability of design parameleis and proper IOCorparaloh of component a respans'binry of Ourch,Cespr,e, not nuns des¢Jner Bracing snown Y for rateral supavtl of Individual web men.bes Cnit AddllsChV temporary braclnp to Insure staorlliy during conslruclpn h 1he Tso..nybAvy of he erec'or A.011011.1 perm]nenl bracing at Ine overall structure 5 Ine resoonslblity of the owfa,g despner.For generrn qu Ua'Ce r egor-ng fabrication.qua-if Control.sl Crdae,delivery erector,and bracing.Consul,OST-88 Quality Standard.OSS-89 tracing Speorllcation,and HIB 91 MiTek° Handling Insialling admm nd Bmc'ng flecendalbnra o..,oblefm Truss Rate Inslnute.5a3 D'Ono'rb Dtl1N re,Aladkon,W1537 . 1 r Truss �Tiuls Type ty Ply Constantopes rsTdence Eas��anlon.NY---- '�O 11667521 NS C721 ROOF TRUSS 1 1 optional �SSAU SUF LY.LUNIBER,-MEDFOR I; IT76] -�a1 SR�ct 19�OOi-MT ndustnes,Inc-7ue Nov 1 07.16 2001�age--- <o 1-10-1n1410-10 �1oad� 1-10-10 B-0-0 0-96 6=12 041-0 4z = 4A5 11 Scale=1:74 51 5x8 2 3 15x4 45 I 1 J V ! r/ o�w I 9 8 7 6 2A4 0 3X4 JA= 3A6= 4 = 1.lo - .—r _____ ._____..__-I 1-10-101-3-2 7L< to els 2.0- -8.0-24]_ ADING(psf) SPACING 2-0-0 CSI DEFL in (roc) VdeH PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) 0.02 9 >93' MII20 1971144 DL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.08 6-7 >999 LL 0.0 Rep Stress Incr YES WB 0.61 Hoa(TL) 000 6 n!a DL 10.0 Code BOCAIANS195 1st LC LL Min Iden=240 Weight 144 lb MBER BRACING P CHORD 2 X 4 SYR No 2'Except* TOP CHORD Sheathed or 9.8.5 oc pudins, except end verticals 2.3 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing T CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 2-7, 1.9, 1-8,4-6,3-6 .BS 2 X 4 SPF Stud*Except' 2 Rows at 113 pts 3-7 1-92 X 6 SYP No.2,4G 2 X 6 SYP No 2 4CTIONS(lb/size) 6=38410.3-8.7=70910-3-8 Max Hoa 7=894(load case 3) Max Uplift 6=-742(load case 4),7=-385(load case 2) Max Grav 6=411(load case 6),7=709(load case 1) ICES(lb)-First Load Case Only >CHORD 1-2=14,2-3=67,3-4=0,4-5=16, 1-9=17,4-6=-94 i CHORD 8-9=0.7-8=-12.6-7=11 BS 2-8=105,2-7=-501.3-7=-148.1-8=-77.3-6=-217 IES 'his truss has been checked for unbalanced loading conditions. chis truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5 0 psf top :fiord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy,category I,condition 1 inclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers ixist,they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.15,and the )late grip increase is 1.15 1 >rovide adequate drainage to prevent water ponding 1 lour RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)6 and 7. This truss has been designed with ANSIlrPI 1-1995 criteria. 4D CASE(S) Standard of NEIV y0 5 F-N W. rte OP. h air b(3y p _W NFO 063030 c�V 1 OFE3SION0, November 16,2001 WARNING-VsrVy design parameters and BEAD NOTES OX THIS AND REVERSE SIDE BEFORE - �� De:✓Jn♦slid for use only Min Wes conned, Th.deign is eased oniy upon palaR.elln sh.,and a 4]r an Intl.dual butelh,cJmponenl to be nso,ea and boaetl vernaal'y A DpilDocliny cl aef,n palomelels and plJpel Incor�;oibn of component 4lesponi burly of buibing oesr,ner.nor Muss despner Bnunp 11ow1 rs I.,laleral wpWn of Incr.dic,web memoers Only Adonbnol rem Darcy orating to Insure sloonur aunnJ consilucrklh S line resoOrSlMNr/al the erec'aL AOGlonal Dermcnenn Gocing al ine overall slualure nine Iespcnetlllj of Ne turpna despner Fol slenewl gudonze re0dra,ng labrrcalgn,qua'ty can'tbl.storage.dell,., erecllon and bracing.consult OST-44 Quality Standard.DSS e9 Bracing Spxlncauon.and HIB.91 MiTek° Handnla ng lnslling and Bracing Yecommendanona.albbie hom Luss Pale lIntule,M3 D'0n.1,Jo 00.e M.an.n.M5371v 1 r russ �T�us�-ype Oty;Ply- Constanlopes est ince a-st Mann,N� 116635222 �NSTAN C122 ROOF TRUSS 1 1 opnotri l ,SSAUSIIFF LICLUMBER.-LUMBER. t 1767 4. 07 SR1 s Oa 19-2bb�MiT�c n ups,inc use Nov 13 07 7_70V e 1 15d 56-9 9-7-fib 13-10-0 17-10-5 19841 1.54 4-1: 4-1-5 42-1 4-0-5 1-9 11 5.5= Scare=1 70 2 _ 3x4 = 1.5.4 111,T12 = 600112 4 5 6 7 56 = 3X4 j 54 4,6= as Co 4x6 13 1. 10 9 66 12 5.5 = 3.B = 8 3.5 tl30<> 600 12 5x12 = 1-117 9-7-14 18¢1 198-0 1-11-7 78A 843 1-7-15 tem ses .PL(Sb-2-e, -2<, 7.0-3-80-3- 1 -5.0-2-355 4DING(psf) SPACING 2-0-0 CSI �DEFL in (Ix) War PLATES GRIP -L 30.0 Plates Increase 1.15 TC 0.67 VerttLL) 0.04 9-10 >999 M1120 197/144 )L 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.11 9.10 >999 .L 00 Rep Stress Ina YES WB 0.75 H=(TL) -004 13 n/a X 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min I/deft is 240 Weight: 18516 ABER BRACING a CHORD 2 X 4 SVP No.2 TOP CHORD Sheathed or 6-0-0 pc purlins, except end verticals. F CHORD 2 X 4 SVP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing BS 2 X 4 SPF Stud*Except' WEBS i Row at midpl 1-12.7-8.3-11,3-10,4-10,5-9.6-9 7-8 2 X 6 SYP No.2 -ERS 2 X 4 SPF Stud >CTIONS(lb/size) 12=950/0-3-8, 13=962/0-3-8 Max Hoa 12=853(load case 3) Max Uplift 12=-219(load case 2), 13=.509(load rase 3) RCES(lb)-First Load Case Only o CHORD 1-12=-953, 1-2=-327,2-3=-389,3-4=-641.4.5=-504.5-6=-121.6-7=-119,8-13=44,7-13=-918 r CHORD 11-12=24, 10-11=511,9-10=394.8-9=-14 BS 1.11=984,2-11=.374.3-11=-501.3-10=-12.4-10=-67.5-10=279,5-9=-670,6-9=.159.7-9=831 TES "his truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf tap hord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,conditipn I ;nclosed building.of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed lig wind. If porches exist.they are not exposed to wind The lumber DOL increase is 1.15,and the Mate grip increase is 1.15 'rovide adequate drainage to prevent water ponding. 3eanng at joints) 12, 13 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula Building designer .hould verity capacity of bearing surface rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 509 Ib uplift at joint 13. :our RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)12 his truss has been designed with ANSIlTPI 1-1995 criteria. OF N fw y0 1D CASE(S) Standard 5 QarLN W, /` C� A rr � to 063030 �0FE9s10Nh'� November 16,2001 WARNING-Ver(fyde elfin p msrsetem and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. emirei Desrgn tarp lar Use only r,ir Wet connectors firm design is based only upon parameters shr and is or an Indn4ual building component to qe mr anea antl code.vertlCalr6 AppllCd.119,al design paromefers ang proper Incorporation of c mpanenl k respons;.lint of bilking despnar-not huss a es.jn e Er acing 0owt is for Ia t eral sup Dort of Ince youal wet,members only.Adon To n of tem par o f I or aclr.g to Insure if aclluy au ring con if ton s,the espcnsC1I1lr of In.erg ,. Ad.,ronal permonir bidding of fine 0Je.11 rl,cti,a Is Ile respor.:bllltr of Ine building designer For general guiddnae regarding fabrication,quaIr orJnl......ge.dell.er/,erection and bracing.consult OST-88 Quality Standard,DSB-89 Bracing Specification.and HIB 91 M iTek® Handling Initialling and trocing Recommendation a+oirabre hom puss Rale Insnle tu .583 D'Ononlo -e.CritAaarsan.W,53719. I ?Truss �7russ Type -- - Ory fy-�Constanropes Resl�ence ast aTA non,N9 r 11663523 NSTAN C122PB HIP PIGGYBACK 1 1 (optional) 1. .SSAO-SUF LKLi7MBER,MEDFOR)S NP t�6S-- 4.201 �Rf s�ct3 Oii IAITeTc IndusfriesTTue�7�6:07i1830 1 Page 1 15.12 7 LQ 1061) 1 &5-12 4-24 24.14 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION Scala_'1751 DETAIL FOR CONNECTION TO BASE TRUSS 5.5= 4.8= J60012 /� ..__ \ 4 1 I 4 Y a o 2.4 = 15x4 II 3.4= 2x4, 0-ltb 2417 --- 7100 -- to6-10 - -- --� __--_ - y____._ -_ 0-111 2b2 3-106 2b-10 \DING(psf) SPACING 2-0-0 GSI DEFL in (loc) Vtlefl PLATES GRIP .L 30.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.01 7 >999 MII20 197/144 7L 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -002 6-7 >999 .L 0.0 Rep Stress Incr YES WB 0.04 Holl 001 5 n/a )L 10.0 Cade BOCAIANS195 1 st LC LL Min Vdefl=240 Weight.36 It, ABER BRACING ' 'CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed of-6-0-0 oc purlins. r CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2 X 4 SPF Stud I 1CTIONS(lb/size) 2=503/0-3-8.5=442/0-3-8 Max Horz 2=41(load case 3) Max Uplift 2=-179(load case 4).5=425(load rase 4) ?CES(lb)-First Load Case Only ICH QRD 1-2=10.2.3=-666.34=-575.4.5=-655 F CHORD 2-7=584.6-7=591,5-6=567 3S 3-7=64.4-6=69.3-6=-17 rES -his truss has been checked for unbalanced loading conditions. 'his truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5 0 psf top hord dead load and 5.0 psf bottom chord dead load.0 mi from hurricane oceanline,on an occupancy category I,condition I inclosed building,of dimensions 45 ft by 24 it with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers xist.they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1.15.and the ,late grip increase is 1.15 'rovide adequate drainage to prevent water ponding our RT7 USP connectors recommended to connect truss to bearing walls due to uplift at It(s)2 and 5. -his truss has been designed with ANSIt 1-1995 criteria. \D CASE(S) Standard t*S6 OF NEW 5�QaEN YO W. � ti � - bBy A EP �� 063D30 �aVr 0 SS10Nr� November 16,2001 KA fl-Verify derl5rn parvme[erif and READ NOTES ON THIS AND RC VERSE WDE BEFORE USC. Despn va T] ICr use only w,lh Kill conneclon Ink despn h bol only upon paraml leis sM1onn.antl Y for on l burlarng camponenl lu Ce o f 1plptl antl batletl YenlCal'y. Apallcoblllty of oe51Qn WIOm.eters and propel lncorpomlbn of ocml a resaansrbJllr or bulltllnJ ae,vn,, not Vmc aespner Br aUnJ sown If of oleml support of Intln bual web members only Adon4nol tempc.ary or]Urq to ORGre sloblllly ,^-urinD conslm Can 5 ire esponuauly of lme ergc br Adc,cont pem.aneM bracing of me J'.ewll f ruclule 6 11.responi blf, of Ire told Q tletpner Far generor qu1ol regomlrq fobFootbn,auo'Ty col sloroge.aeiiery eraolbn ono bmcing.consu,051-90 Ouall Standard.DSB-09 Bmcing 5peaMcatron,and NIB-91 M iTek° Handling Installlr)g and Bmc Mg Bn ecomm,rdaon avolloble nm ss cTruRole ll.583 D Ononfl Drl,e. KI 53710 V1j' STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY MiTek lndusti Inc. AUGUST 16,2000 2 x_x 6'-0'SIZE TO MATCH TOP CHORD OF PIGGYBACK. Pa)a t of 1 ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d NAILS SPACED 6-O.C.AND STAGGERED 1 PIGGYBACK TRUSS j ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-16d NAILS TOENAILED. 1 ATTACH EACH PURLIN TO TOP 1 CHORD OF BASE TRUSS WITH ,0 Pr 2-li NAILS. bric tri .__ Ir BASE TRUSS /i SPACE PURLINS ACCORDING TO THE MAXIMUM / SPACING ON THE TOP CHORD OF THE BASE TRUSS(SPACING NOT TO EXCEED 24"O C) ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2-16d NAILS. NOTE. FOR PIGGY BACK TRUSSES WITH SPANS<12 A PURLIN TO BE LOCATED SCAB MAY BE OMMITED PROVIDED THAT: AT EACH BASE TRUSS JOINT ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN.AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 6 x 6"x 1/2"PLYWOOD(or 7/16"OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. / - -L— ATTACH WITH 3-6d NAILS f: INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) FOR LAR CONCENTRATED LOAD O GEC S APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS EXTEND THROUGH MUST MATCH IN SIZE.GRADE.AND MUST LINE UP BOTTOM CHORD AS SHOWN IN DETAIL. OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD _ TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK - - -4t, - AND THE TOP CHORD OF THE BASE TRUSS -`- - 3) CONCENTRATED LOAD MUST BE APPLIED --- CTO BOTH THE PIGGYBACK AND THE BASE TRUSS / 4) ATTACH 2 x x 6'-0"SCAB TO EACH FACE OF r TRUSS ASSEMBLY WITH 2 ROWS OF 10d NAILS AT 3'O.C.STAGGERED (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS(@1.15) REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 3700 LBS. r AWARNINO Vii deefyrs parameter and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. urs i 0esgn Ial, to use only wun MTe, aonnecmrs Ti desgn Is based only upon Dmam eters sna+n,and is N(on Ino,duar bmlaing con Ponent to i rnstarba and boded venlcarY ADPI'cobllny of eetpn Pordmelen antl PIOPer IOWrPcorbn of Wmoonenl a tesoonsaiii of anldfinq aes! rer-not Luts eestgner.9tacing shown k for rater.,su Daon of mdbh]uol web membew only Aooripnai Iem Pomry bracing to Insure slabriny curing cony uctlon k the roncbllly Of the Ili Ad Gltpnal Pennnner.t Dd_ng of Ine a,ri SluCli k 11. IetDJntiE1111,of lne Dulldrng despnel. Fal genef(]I guldan=e Zimrng ca,c.,,d ,quality coi slaage,aeu.er/,e,clbn and oroali consult OS1JL Quality Standard.1 89 Bracing SPecmcatron,and Ni0 01 M iTek� Handling Installing and soc!ng eeoommendmlm on ollobre from Tmss iInsls.:n,uute,593 0'011 D,li MadlWl5371a. 3 Truss "ussType -- ply�Pfy �onstanl esdence�ast�:lenon,A`7 11663524 INSTAN iC123 ROOF TRUSS 1 1 (o�lhe al 185AUSUFFOLKCUMBER-MEDFOR ;NV-t-i763----- a.2 1�SR1 s cT29 �MiTe lndusmesTnc.TNov 1 60-ri 3MOFPage t -- 41-] 9-]-14 15-105 198-0 4463 5b11 4x8 = 62-7 3-9 11 1 5x4 a 5x12 == Scale=169 3 600 12 3 4 5 d ___ 5x5 i / '\� fi / 4.6 — 4x6 = � - 4 B ] \� 11 .5= InfI IP 9 � 5x5= 3,4 = rx 12 = o 6 0 600: 3x4 i ]xd i12 }11-7 9-714 1641 3-11-7 5A-7 6-13 3]45 to sets � 1: e_-JZ-S- %DING(psf) SPACING 2-0-0 CSI DEFL in (la) I/deft PLATES GRIP .L 30.0 Plates Increase 1.15 TC 0.52 Verl(LL) 0.04 7-8 %999 M1120 197/144 )L 100 Lumber Increase 1.15 BC 0.34 Vert(TL) -006 7-8 >999 .L 0 0 Rep Stress Ina YES WB 0.94 Horz(TL) -0.05 11 n/a )L 100 Cade BOCAIANS195 (Matrix) 1st LC LL Mm I/dell=240 Welght. 161 Ib OBER BRACING CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6.0.0 oc purlins, except end verticals T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing BS 2 X 4 SPF Stud-Except- WEBS 1 Row at mldpt 1.10,5-6,3-7,4-7 5-6 2 X 6 SYP No.2 1ERS 2 X 4 SPF Stud %CTIONS(lb/size) 10=950/0-3-8, 11=968/0-3-8 Max Hoa 10=849(load case 3) Max Uplift 10=-205(load case 2). 11=-514(load case 3) RCES(lb)-First Load Case Only CHORD 1-10=-920, 1.2=-678,2-3=-737,3A=-335,4.5=-335,6-11=37,5-11=-931 CHORD 9-10=31,8-9=566.7-8=579,6-7=-29 BS 1-97748,2-9=A 14.2-8=15,3-8=119,3-7=-411,4-7=-418,5.7=902 TES his truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 pst top hard dead load and 5 0 psf bottom chord dead load,0 mi from humcane oceanline.on an occupancy category I,condrlfon I :nclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers !xist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the Tlale gnp increase is 1.15 Irovide adequate drainage to prevent water ponding. leaning at joint(s)10, 11 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula Building designer hould verify capacity of bearing surface. rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 514 Ib uplift at joint 11. our RT7 USP connectors recommended to connect truss to bearing walls due to uplift at Ills)10. r his truss has been designed with ANSI?PI 1-1995 criteria S*S6 OF N£k,YO %D CASE(S) Standard 40 . F (p SFO 063030 OFf3S 10 November 16,2001 A WARMNG.Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE SEFORE USE. Despn ra,a for use on,, %iln MPes connectors This de ign h based only upon paramelers sno.r.and Is for an Intl.lanai building component to Ins; De r,vo*.antl added serf lCaV r. Apoilcobn pfama pe illt.of aeslQaeleand proper Incofpm ofalcm at ccaonenl 4 fesoorr Dlln,GI tuliaing desUner nor aeslgf.er Eraar.g v1a11 Is for loferar support of Inoi.Idual web mem Dery only.Additionallempofalr bating to Insure sfabu4, aunng constructun H Ins respJrstIrl, al the ere.I.F. 4dCllYnal permanenl Llac,ng of the aYerall slluclufe 4 fie Iesponslbj,iy of the ouixi ng eesQnei For general guIdanz- egardng fabricalpn.aua'I,con'rol,sloo;e,.aeli.ery.efechon and bracing,contull OST-08 puall Standard.DSL9J Sacrng&pecincallon,and HIS-al MiTek° Handling Installing and Bac-mg Recommendationa.allobb tmm ITW Truss ale InTlI e.5830'Ono4b Dn.e.Lladkan.WI5371r b cuss Thrss y� --- Cry PIy Constantopes Resr ce�ast Manon,NY -- 11663525 )NSTAN C123P6 PIGGYBACK 1 1 (optional)T 4-SSAUSUFF LKiUMBER,MEDFOR �1Y 161— 401—SRI s ct343 Oi MiTe n Ustnes, nc 7ue 16.07:131601 Page 7 5a12 5-6-12 4 5-14 Swk=t NO 3n4= SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION r 3 DETAIL FOR CONNECTION TO BASE TRUSS 600112 4 / \ \ or 2x4= 2.4 � aria ___ touao arts ---"st< --- ------- BteO IADING(psf) SPACING 2-0-0 CSI DEFL in (loc) VdeFl PLATES GRIP —� .LL 300 1 Plates Increase 1.15 TC 0.31 Vert(LL) Na - n/a h11120 249/190 .DL 10.0 Lumber Increase 115 BC 0.43 Vert(TL) -0.23 2-4 >457 .LL 0.0 1 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 —4 n!a — .DL 10.0 Catle BOCA/ANSI95 1st LC LL Min VdeFl=240 _ Weight 30 Ib 1 AMBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. IT CHORD 2 X 4 SYP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 'ACTIONS(lb/size) 2=503/0-3-8,4=442/0-3-8 Max Hoa 2=56(load rase 3) Max Uplift 2=-179(load case 4),4=-125(load case 4) RCES(lb)-First Load Case Only P CHORD 1-2=10.2-3=-376,3-4=-378 'T CHORD 24=333 TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from humcane oceanline,on an occupancy category I,condition I enclosed building.of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAJANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the olate grip increase is 1.15 Four RT7 USP connectors recommended to conned truss to bearing walls due to uplift at jt(s)2 and 4. This truss has been designed with ANSI/TPI 1-1995 criteria. AD CASE(S) Standard S,'SE OF NfK. Y ro Q\x W. O�{ N mzP f0 N L 063030 �OFf9SI0H�'� Y' N1NO� ma ND RE VE November 16,2001 tl WARVerVy deelyn patere aREAD AD NOTES ON TMS ARSE SBDE BEFORE USE. D-,✓n vaid for fe only In Mitek Canneco,s Me d.wn It baser onry upon parameters snoxn and k for an Ina'vroval building component la CC � .11.1.q and aaced vertaalrv. Apprkabiiny of oesgn parameters and proper InCOrpolglan of ccmbonent 6 responsbllrtr or ouldina aesloner nal nn aespner Eraclnq b for aleial suppoa of Indivolual web membefs only Aatlllbnal temaolarr bracing to Insure slcbnrly ounnq conSnUonon 5 the Ielbansrb", of the ereolor. A_aitorgl sem anent blaCrna of ine overall structure is Ile responsitiuty of Ire buikfnJ cespne( For aenelar guaance regordnq iobraatan.qua Ty con•rol,storage.aevery,erection and bracing,consuil 051.54 Ouairty standard.D5B 89 Brocng Spec Mlcatlon,and MrB 91 Mandnng installing and BraCna Itecommendallon ovarloGre from Truss Gate Inshtule,583 D'onana Del-e,biadeon,W 153910 M i Te k� r -TTruss T�ussTppe---- — 0ty �Pfy —ConsTantopes Residence EastMa'non_Nti�---- 11667526 NSTAN C124 ROOF TRUSS •1 1 optional) ,BSAUSUFFOCX LIIMBER.MEDFORD,-NY 11763---- --��d.20i—SRi sad 293o01�ATek I^ utns—,l�ic Tue Nov 13 107:20 3001-Page 7 59-12 9-7-14 14-1 12 _-_- -19-"--- 5-9-12 9-"59-12 3-10-2 4514 5E< 418 - Stale=169 8 15,4 a 7414 = E OO r12 3 4 55 314 314= afI �., ` IIS to4 \ 4 9 8 5112 \= \ + 314 515 3v4 - = = �� 11 a i �S.. 171 6 10 600112 3x4 II 3a4 14-3A 5E-0 3-11-14 4-7-10 5 48 tDING(psf) SPACING 2-0-0 CSI DEFL In (loc) Vdee PLATES GRIP L 30.0 Plates Increase 1.15 TC 081 Vert(LL) 005 6-7 a999 MII20 1971144 )L 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.04 7-8 >999 .L 0.0 Rep Stress Ina VES WB 0 49 Horz(TL) -0.08 11 Na )L 10.0 Code BOCA/ANSI95 (Matnx) 1st LC LL Min Vdefl=240 Weight 146 Ib 4BER BRACING CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 is:puffins, except end verticals 'CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing 9S 2 X 4 SPF Stud WEBS 1 Row at midpt 1-10,5-6.3-7,5-7 iERS 2 X 4 SPF Stud 1CTIONS(lb/size) 10=954/0-3-8. 11=96610-3-8 Max Hoa 10=850(load case 3) Max Uplift 10=-206(load case 2), 11=-508(load case 3) ?CES(lb)-First Load Case Only 'CHORD 1-10=-910, 1-2=-895,2-3=-771,3<=-501,4-5=-500,6-11=52,5-11=-914 CHORD 9.10=60,8-9=721,7-8=621.6-7=-18 3S 1-9=760,2-9=-227,2-8=-178,3-8=225,3-7=-236,4-7=-414,5-7=867 fE5 -his truss has been designed for the wind loads generated by 90 mph winds at 25 If above ground level,using 5.0 psf top 3ord dead load and 5 0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I nclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per SOCA/ANSI95 If end verticals or cantilevers Kist,they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1.15,and the late grip increase is 1.15 'rovide adequate drainage to prevent water ponding. earing at joint(s)10,11 considers parallel to gram value using ANSIITPI 1-1995 angle to grain formula Building designer mould verify capacity of bearing surface. rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 508;b uplift at joint 11 our RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10 his truss has been designed with ANSI/TPI 1-1995 critena. SE OF NEW to CASE(S) Standard S� "VI, W Y0 H p bfsy 063030 v� �OFE9S10tA November 16,2 01 . A WA NO VerVy deelyn P mmetem and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design /alp for use only wlln Wes aonnect,s tars design is coned omy uoon parameters sto,and ls for an rndmbval building ccmporenl sC ce Installed and boded veillcallV. Applicability at design paramGlers and PFOraei InCDIDoiai,on of cart.Wnent h lesaomltlllll of bullalna desionel 11i 11!55 designer Bl acing s'town 4 fol Ia lei al supoon of In d L dual web members arty Addillo nal em Wl cry too Ing la Insure it.Vlllr during an if c lian B me resDcnsc•urr of the emdia Add permanent tracing of ine o.erall structure I me lesponnalllty of Me building designer Fol general gudc nce regmdmg UDrdalUn,dual 1,conlol,storage,aeirvely erection and bracing,consult OSLBB Oual1v Standard.0511.89 Sraoang Spx@Icatlon,and HIS 91 MiTek° Handling Installing and Bracing Nee commndallan a.aidO bre from uss Fsale Institute.5a3 D'Onorra DPd h1 .,MaKan, 53710 �- Truss Truss Type - Qry P - onstantopes Res��nce-Nen -N -- --- 663527 INSTAN C124PB (PIGGYBACK 1 1 ,SSAUSUF L7CLUMBERw1EDFORO 4-201 SRi s 0996501 MITek nduistrles,Inc. Tuii3 76�.-20 2001e 1 -- ss-1z loo-t0 54L12 4.514 Scale=1.187 3.4 = 3 SEE MlTek STANDARD PIGGYBACK TRUSS CONNECTION >- DETAIL FOR CONNECTION TO BASE TRUSS – \ 6.00 12 \ \ \� 4 2 o G - lob i 2r4 = 2x4 = �0-l1E _ im-10 0-11E — 914 rte ORsets X- -2--6-.Edge] .E ge ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 j TC 0.31 Vert(LL) Na We MII20 249/190 DL 10.0 Lumber Increase 1.15 BC 043 Vert(TL) -0.23 2-4 >456 LL 0.0 Rep Stress Ina YES WB 0.00 HOrz(TL) 0.00 4 n/a DL 10.0 Code BOCA/ANS195 1 st LC LL Min Vde6=240 Weight 30 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ACTIONS(lb/size) 2=502/0-3-8,4=441/0.3-8 Max Horz 2=56(load case 3) Max Uplift 2=-179(load case 4),4=.125(load case 4) RCES(Ib)-First Load Case Only P CHORD 1-2=10,2-3=-374,34=-376 j i CHORD 24=331 TES his truss has been checked for unbalanced loading conditions. rhis truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top Jhord dead load and 5.0 psf bottom chard dead load,0 mi from hurricane oceanline,on an occupancy category I.condition I enclosed building,of dimensions 45 R by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers !xist.they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.15,and the slate grip Increase is 1.15 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 Ib uplift at joint 2 and 125 Ib uplift at joint 4 This truss has been designed with ANSI/TPI 1-1995 criteria 4D CASE(S) Standard OF NEW YO ShQ�EN W. @(q� r 8i L SFO 063030 OFE9sIOtk`lf ' I November 16,2001 WARNING-VerlJy deeipn par¢meten and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Desyn vara for use only -Itn MrTek Connectors Ihk despn b basea onry upon parameters mown,any k for on Intlblaa al buiprnq cemponem 10 b< rnsb 'rley ony oaoeCerMco'y. Appircaclllly of ce5lgn Palamelels and procel IncofoorolKin of compIe component n f Nns'Olit,,of caigrnq desgner nOf Trusce:gner.6racnq ri.,K tot Ieleral supoorl oI marvlUuoi weo members only Acofflonal temporofy bmcinq to mfure Slacdlfl aufmg COrtfmCllJn k 1ne esponubulr of the ereCTC1. C cifpnal permranent ctacinq of the overall sifuctule a 11e lesponocillly of the twitch, ce;pner.Fal general qurdgnce s regarding Iabrrcat. ,qua ly wn'nl,Slomge,aen.ery.meclon and bracing.consuu CST-aa Ouavy Smntlam,OSI-69 Braang Sp dlcmron.and NIB-91 M iTek® Mandeng ng Installiand Bracing Yegcommendton avmgus ole Iron TrNota m V iWte.583 D'OnoM1b Dr,...A1adK.n.W 153)19 3 Truss-- TConstantopes Residence East Marion,N 1663528 ONSTAN 1C12 (ROOF TRUSS I1 1 J o 4ASSAi1SOFFOLKLUMBERw1EDFORD,-NV 19763 4.2x1 SR7 s Oc�3 2001T.1i7e ndppt uonal)slnes,lnc—TueNovi3 76:0731 2001 Page i --6-34 _ 9a-14 7344 isa-0_ —y 6-34 3-4-ta 44-1D 5114 4.8 = 1.5x4 li 7,14 =� Scale=1.699' 600112 3 4 5 I3xa G -- 2/� \\\ L1 Ex6 / •�•\ 1'\• %x 3.x4id — 31 = a / ] v 9 8 Sxt2 = "� 'J 3x 5a= x5= 3xa- \I 11 I 6 0 600'12 3xa a 3w u r_ _ 614__ 6-14 3410 4-24 5-912 )ADING(psf) SPACING 2.0-0 CSI DEFL in (roc) I/dell PLATES GRIP :LL 30.0 Plates Increase 1.15 1 TC 0.81 Vert(LL) 0.05 6-7 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC0.40 Vert(TL) -0.05 9-10 >999 XI- 0.0 Rep Stress Incr YES WB 0 48 Horz(TL) -0.08 11 fila :DL 10.0 Code BOCAIANS195 — (Matrix) _ 161 LC LL Mm Vdell=240 _ Weight 145 Ib JMeER BRACING )P CHORD 2 X 4 SYR No.2 TOP CHORD Sheathed or 5-11-14 oc purlins except end verticals )T CHORD 2 X 4 SYR Ni BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. EBS 2 X 4 SPF Stud WEBS 1 Row at mldpt 1-10,5-6,3-7,5-7 THERS 2 X 4 SPF Stud ACTIONS(lb/size) 10=954/0-3-8, 11=966/0-3-8 Max Hors 10=850(load case 3) Max Uplift 10=-206(load case 2), 11=-508(load case 3) )RCES(lb)-First Load Case Only JP CHORD 1-10=-908, 1-2=-942,2-3=-786,3-4=-543,4-5=-543,6-11=55,5.11=-911 )T CHORD 940=69,8.9=755.7-8=632,6-7=-15 EBS 1,9=770,2.9=-183,2-8=-237,3-8=263.3-7=-184,4-7=.427,5-7=870 :)TES This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanllne,on an occupancy category I,condition I enclosed building.of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCA/ANSI951f end verticals or cantilevers exist,they are exposed to wind If porches exist.they are not exposed to wind The lumber DOL increase is 1 15,and the plate grip Increase 1s 1.15 Provide adequate drainage to prevent water ponding Bearing at joint(s)10, 11 considers parallel to grain value using ANSI/TPI 1.1995 angle to grain formula Building designer should verify capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 508 Ib uplift at joint 11 Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)10 This truss has been designed with ANSI/TPI 1-1995 criteria )AD CASE(S) Standard *�E OF NEk,Y S��QaEN W. �m°s,. NFO 063030 �c>= 0 SISI0NIii November 16,2001 WARNING-Ver(yy design par ss tere and READ NOTES 0NTR1S AND RE VERSE SIDE BEFORE USE. - Cespn vara Ica use only wnh MiTek conneclo, This demon 4 bases only upon pComeles shi and is for an Ind. Uual bulxllna compcnenl to be Insiorea cna icaded wrtlCal, ADPIICCbilrly of aeis n paromelels and plan r Incolpo101pn of component h IesMn;Oility of Dbluing aeslpne' n^.I buss aespnel Brd.-.Ino s'lawl s of x)lelpl s,P.,,of Web memCels Oniv Addllpn'.11 tem pOiarl ClaCln'J la Insure slabf',, .niil,ycIVn is the esoonLbJll, of fine eii Adclx)nal permanent bracing of the overall sruclure B Ine lesponsibllny Of the buiary oes'Anet For pisna,a,auuan oe epoldrna bbrloolion,an'I,con hot,stelae,aell,ely,election and blaclna.consult OST-38 Quality Standard,DSa-89 araoing Imllfule. Araisi xd atlon.and HIB.91 M iTek` eandling Installing and Reatun aommendavdluole fmm RPlate 1583 Pla583 C'O no Vu Dille.bicdlson.W i 53719. i6� Truss —TTruspe — —IQty �T —TC — 11663529 7NSTAN C125PS (PIGGYBACK 1 1 op6onaq_ - - — —ASSACSUFFOCKLTMBER� EDFOR6,NYiiTfi4301SRTs 092 �tdiTe ndslrieslc Nov 16�T."7200iage 1J 56-12 4.5-14 8:ak=1.16]( 3x4= SEE M1Tek STANDARD PIGGYBACK TRUSS CONNECTION 3 DETAIL FOR CONNECTION TO BASE TRUSS i 600 12 19 2 Y I 1m \ o O 2x4 = 2.4 0-11b 104-10 0.115 — Ite Offsets? 0—f3-0 2 0 EcE�� ADING(psf) SPACING 2-0-0 CSI DEFL in (foul I/del PLATES GRIP LL 30r� Plates Increase 1.15 TC 0.31 Vert(LL) Na - n/a MII20 245/190 DL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.23 2-4 >456 LL 0.0 Rep Stress Incr YES WB 000 Horz(TL) 000 4 Na DL 10.0 Code BOCA/ANSI95 1st LC LL Min I/deo=240 Weight 30 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ACTIONS(Ib/size) 2=502/0-3-8,4=441/0-3-8 Max Horz 2=56(load case 3) Max Uplift 2=-179(load case 4).4=425(load case 4) RCES(lb)-First Load Case Only P CHORD 1-2=10,2-3=-374,3-4=-376 TCHORD 2-4=331 `TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 50 mph winds at 25 It above ground level.using 5.0 psf top .hord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condo on I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers axisl,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the date grip Increase Is 1.15 arovide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 Ib uplift at joint 2 and 125 Ib uplift at joint 4 This truss has been designed with ANSI/TPI 1.1995 cmena. AD CASE(S) Standard *SE OF NEW YD 1;S� tN W. e` i • p C OFESS 101+��' November 16,2001 �WARMNC Vsr{fy deelyn parnalsters and READ NOTES ONTNIS AND REVERSE SIDE BEFORE USE. Cespn eclial lar use only wrtq bllTet connectors thk esign k bosetl onry upon paramelers mJxn.ana k lar an Inal.avalDplaln,ccrr.pancm q ce nLailetl any baae0 verllCai'y ADplrCaclillr OI tleslpn pararvelers anC proper InaorparOtbn of com Wnenl k respJncClilly of bull01n0 desynel-nor Ir!: aespr.er Eiacing slow Is for bleiol support of IMi,bual web members only Additional Iemgomry praChg to Insum stacuily auling constiu elan k In. GtpCnLdllly JI Vie er ca,--penal Dermanenl bracing of me Jve,alf trucwg k I]e resoonslblul/of Ine bul,alna Catlaner For aCneial ,'f,,a,-e regoang lourpalro quarry ccronl,storage,celr:err.erecllon ono Dracing.consult psr 38 Quality Standard.DSB 84 Brocing Specification,and HIS 91 M iTek® Handling Installing and Bracing Ren comrn dwb '4na.allcbnom Ruts Rale Ins111u1e.5d3 D'Onohb Drive.IAaals. ,.15371o b cuss TrussType Ory Ply TConstan[opes Resl, ce East Marion-NY SIT 11663530 JNSTAN 0126 ROOF TRUSS 1 1 _-- Soptwn ASSAL78UFFOLIC LUMBER. -NY 117fi3 --- 4301 SR�c�I061-f1v TeTTTccc n�lnesTc-'fueNev 13 7f.073�001n�age 1 ]_942 9.7-14 12-t-12 1968 -f— _— _t 7&12 140-2 2-5-14 7.6-12 4.8- seas=1.69 e 15x4 II 704= 6001 12 3x4% 3 4 5 6x6�• \\ \1.. �� - 30 = i 3x4= i 3 19 8 7 \\�\ 56 = 3r4= 5,,12 = `�._ la \\ 113x4= f r' 6 00'i 12 6 a 103ii 3x4 ii r 7-8a___ 9_7-14�1 2 3A_ 7-ed 1-1114 27-10 7-5-0 j nie ONsets t o3>4,L:0= ACING(psf) SPACING 2-0-0 CSI DEFL in poc) Well PLATES GRIP j LL 30.0 Plates Increase 1.15 TC 0.79 Vert(LL) 0 07 6-7 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -008 9-10 >999 LL 0.0 Rep Stress Inv YES WE 055 Horz(TL) -0 10 11 n1a DL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Well=240 Weight: 146 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-5 oc purlins, except end verticals T CHORD 2 X 4 SYP No 2 BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing -8S 2 X 4 SPF Stud-Except- WEBS 1 Row at mldpt 1.10.5-6.5-7 ! 1-10 2 X 4 SYP N0.2 HERS 2 X 4 SPF Stud ACTIONS(Ib/size) 10=95610-3-8. 11=968/0-3-8 Max Holz 10=851(load case 3) Max Uplift 10=-207(load case 2), 11=-508(load case 3) .RCES(Ib)-First Load Case Only P CHORD 1-10=-908, 1-2=-1094,2-3=-898,3A=-710,4-5=-710,6-11=64,5-11=-904 T CHORD 9-10=110,8-9=862.7-8=686.6-7=58 [BS 1-9=809,2-9=-21,2-8=-556,3-8=496,3-7=69,4-7=-542,5-7=919 )TES rhis truss has been designed for the wind Ideas generated by 90 mph winds at 25 It above ground level,using 5.0 psf top hard dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1 15,and the olate grip increase is 1.15 arovide adequate drainage to prevent water ponding. i Searing at joint(s) 10, 11 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer Bhould verify capacity of bearing surface. arovide mechanical connection(by others)of truss to bearing plate capable of withstanding 508 ID uplift at joint 11. =our RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10 rhis truss has been designed with ANSUTPI 1.1995 criteria. sOf, OF "Ero yo AD CASE(S) Standard h Qii,Ex W. 9t ti� e�tn N L -�• r r a 063030 �OFESSION�'� ;— November 16,2001 y wARNfNG-V.r(fy deeiyn par¢me[en and READ NOTES ON THfS AND REVERSE WDE BEFORE USE. —O— Can,, vplyd ICi use only wI11 Mlrek ccnneCl Nt life dean k CAsed cri,aeon Palamel9n NOxn, .-o IS for an InalrUUal bul,dnrJ CJmpanenl I Inrautl teand boded vetllcalry ADalicacurt,of deLCn pla annelels and propIe el lacol.,wxrn al aompcnenl s s,cnItot,al Dulicing aespnel-nOiJ Ln aexVne, Bi ysin,7 tnowl H fel.I eat su Good of Indi,lduai web me in bens c I� Acoli nal Ten Pat ory bn=Ing to Insure stability wring car sl r u P on k life etacn AUuly al the eiec Ni Adznonal pennar.enl tracing of tr,e oxe,ail %uncture B 1]e Iesacnsivia, cl Ine boli ng despne, For geneian g,zor.Ce wgrnding llarCO'Or.Cu.ly corrrol.Sla,age.del,e,y erection and Pnacing.consult OSM194 Oualny Slandand.DSB.89 Bracing Sp fflcatlon,and HIB-91 M iTek° Handling Installing and 6rac'ng geommM ctlafbn avarptl ale om Lust Flare insntule.5d3 D'Gno4bn D .e f:�oiscn,W15i71J. b--Truss �ss Type _ Oty TPly onstantopes Resi�nce-East -aA4 non NY— --- 11663531 ONSTAN C126PB SHIP PIGGYBACK 1 1 - f _ (optional JASSAUSOFFtSLICLTJMBER�.fEDFORO.-NV 1 767—- 4-201-SRI s 4292001 MiTek Tn ustnes, nii�ue-N 76 0T 200T-Pagel 3-1 tO 7.2A tall-10 3 Ito 3-3-8 2-10-2 SEE Ml Tek STANDARD PIGGYBACK TRUSS CONNECTION Scale=1 t7.9i DETAIL FOR CONNECTION TO BASE TRUSS 56 = 4x9 = 4 3 6W52 5 F--I Li �i a'a 2r4 = 1 5.a 3x4= 2,,4\- 0-116 4-0-12 7-0.12 __ _ 1"To----- 0-11-6 o-_--0-116 3-1L ".0 2-11-14 late Offsfl�3CO3_8�3�; JADING(psf) SPACING 2-0-0LTB�(C SI DEFL in (loc) Udell PLATES GRIP ,LL 300 Plates Increase 1.15 020 Vert(LL) -0.Ot 7 Tr999 N11120 1971144 -DL 10.0 Lumber Increase 1.15 0.18 Vert(TL) -0.02 6-7 >999 ALL 00 Rep Stress Ina YESB 0.04 Horz(TL) 0.01 5 n/a -DL 10.0 Code BOCAIANS195 1st LC LL Min I/deb=240 1 Weight.3616 JMBER --- --� _-- --BRACING - -� -- ----- JP CHORD 2 X 4 SYP No 2 TOP CHORD Sheathed of-6-0-0 oc purlins. JT CHORD 2 X 4 SYP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 'EBS 2 X 4 SPF Stud :ACTIONS(lb/size) 2=50310-3-8,5=442/0-3-8 Max Hoa 2=44(load case 3) Max Uplift 2=-179(load case 4). 5=-125(load case 4) )RCES(lb)-First Load Case Only )P CHORD 1-2=10,2-3=-628.3A=-547.4-5=-621 JT CHORD 2-7=552.6-7=558,5-6=541 .BS 3-7=60.4-6=64.3-6=-12 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level.using 5.0 psfWp chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane ocoanline.on an occupancy category I,condi Ion I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1.15.and the plate grip increase is 1.15 Provide adequate drainage to prevent water pondmg Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)2 and 5. This truss has been designed with ANSUTPI 1-1995 criteria IAD CASE(S) Standard *S6 OF New Y SS Q�EN W. � 0 NCO X3030 ��vr �OFESSION�'�r November 16,2001 WARMNG Ver{Jy derlyn paramefen and REAP NOTES ONYXIS AND RE Ill SIDE BEFORE USE. - - Desrin rand IJr use only It, Marek Can...Or, This oll h based only upon parameters Naxn.dna 4IJr an ino'.iduai buttoning component IJ ce nsqued and cotleo verticaiq. A oloftabllltr of design parometersand proper Incorporation or cJmpanenl k respons olilty of Evlo no deslgnH-nc I frust aetpr.ei 8laoing l k for clew)support of inobltluai web members only.Atltlncnal lemporary bgtlnp to Insure slobulty awing consrmctcn h Ine responyGitl'r al ane eiecwr. Ad-Ltip i permanent croon; Of The o.erail struclwe is Ine respanslbilrlr of the building d.slpner Far peneml g.ic e l egamng IaDlaolion.quoity control,stagy.de l6f W.election no placing,consult OSL58 Oualny standard.DSs 89 Sao ng Spec Rloctlen,and HIs.91 M iTek° Handling Installing and pacing GeM commda ion a.alro Dee from Truss Prole Se Institute. a 0 Onorybil De.Mao6Jn,w15371v __j Truss Type- -- Ory Ply Constantopes Ttesrd-enai_East Marion—,NY—--- ..--i 11663532 INSTAN C127 (ROOF TRUSS 1 1 (optional) \SSAU SUFFOLK LUMBER.TdEDFORD,NY-1 1783 4.2�SR1 s 0 t 0 1 flrek renes,tree. Tu�Tov 13 16-07.24-2001-Page 11-]-14 4-11-12 1 9-9 12 1011-12 18 9b 19-8-8 41 -112 — 4-104 04Z 7-18 0.11.2 8cae=1]9 5, 56= lb-2 ax6 = 6W,t2 1 5x4 1' 4 5 6 6.8 1. 1 1 3x4 2 3xa = 3x411 o / 3x4 = 8\\ m =31.4 o `..'�� 12 3r4 I-r 45= 6 00 12 11 117-14 3x4 980 0.]8 8b10 I<b !e0 se 1Z, I4-0=�A],�5-0=3�-o=2J._f -oi2.0-1-e. ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/den PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0 74 Vert(LL) 0 13 8-9 >959 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.21 10-11 >999 LL 00 Rep Stress Incr YES WB 0.86 Horz(TL) .0.20 12 Na OL 100 Code BOCAJANS195 (Matrix) 1 st LC LL Min Men=240 Weight: 146 Ib_ — MBER BRACING P CHORD 2 X 4 SYP No.2'Except* TOP CHORD Sheathed or 5-0-8 oc purlins, except end verticals 5-6 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 5-9-13 or:bracing T CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-7,2-11.5-8 .BS 2 X 4 SPF Stud'Except- 6-7 2 X 4 SYP No.2 HERS 2 X 4 SPF Stud 4CTIONS(Ib/slze) 11=95610-3-8. 12=968/0-3-8 Max Horz 11=910(load case 3) Max Uplift 11=-201(load case 2). 12=-538(load case 4) 2CES(Ib)-First Load Case Only 'CHORD 1-11=-195, 1-2=50,2-3=-1060,3-0=-910,4-5={652,5.6=-467,7-12=60,6-12=-907 7CHORD 10-11=763,9-10=659,8-9=723.7-8=92 BS 2-11=-1159,2-10=259,3-10=-63,4.8=-780,5-8=856,4-10=660 rES his truss has been checked for unbalanced loading conditions. his truss has been designed for the wind loads generated by 90 mph winds at 25 fl above ground level,using 5.0 psf top :hord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline.on an occupancy category I,condition I reclosed building,of dimensions 45 R by 24 If with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are no(exposed to wind. The lumber DOL increase is 1 15,and the 1 date grip increase is 1.15 'rovide adequate drainage to prevent water ponding '.earing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer .hould verity capacity of bearing surface 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 538 Ib uplift at joint 12. connectour R77 USP connectors recommended to truss s truss ha been desiigned w h ANS RPI 1-1995 criteriao bearing walls due to uplift at jt(s)11. W.OF NgK,Y0 5 Q�EN W. ND CASE(S) Standard a� bpy p F� 0163030 �V� OFfSSIONl"\' 1 r November 16,2001 y WARNING-Vsr(fy rieeiyn parameten and READ NOTES ONTHIS AND RE VERSE SlDP HEPORE USE. � �-- --- - ��- - aerial .a1la for use only vRrf MRek.—i cion Ink desgn is based only upon paramelen snonn,an.]M for or.Ir=Ad Ual building component lu be naaled and bodea venl<ol•y Appacaa.uty of oeslgn pdramelem dnd proper IncorporO,nn of eomp r.enf h respern'brilly of bwm aQ deepnd-not lori aesrene. Bracing 59ow�M lot fateral s,,.if of Ind6rla,al web mem Vers only.Additional temporary bracing to Insure sobirity awing consimctan Is Ine IeSpanyblilr ai Ine eleClor s regi Zing fab.iao Lpn,qua,ly con'tol,storage,delivery electron and bracing.consul,OST-3a Quality Standard.OS11-99 Bracing Spec Mlcatlon,end HIS 91 Handling Installing and Bracing Recommendation aialraple from Iross Pale Instuute.SBJ D'Onorrb Dll.e.Madkon,V115371Q M iTe kv 3� —�russ - - russ Type - I Dry Ply— Constantopes Residence Easl Manon,-NY -- 11663533 ONSTAN IC128 7OOFTRUSS 1 1 _ L __ _ _ optional)) _ a IASSAUSDFFOLK CUMBER MEDFORD,TJYTfl83 4301 SR1sld252001 Mire ndusle nc.-Tu—Jod131607:252001 Pagel 4-11-11 9-0-14 14L-] 19AE 4-11.11 483 4-10 9 5 2-1 46 0 3+31 = lScale=16891 ista = 600 t2 3 44 5 3x31 2 3.51y/• �II le. 31x4 = v . � i% . 3.4 = 1 5x6 1.5 r 7 3x4�� - 3.4 = e 1 11 600',12 d 6 10 ]w c 45= 9-5-8 1-0E 3]d at3ets(Xy) JADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 082 Vert(LL) 009 9-10 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.18 9-10 >999 :LL 0.0 Rep Stress Ina YES WB 1.00 HOrz(TL) -0.11 11 Na :DL 10.0 Code BOCA/AN5195 (Mai ist LC LL Mm Udell=240 Weight146 Ib )MBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. )T CHORD 2 X 4 SYP No 2 BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. EBS 2 X 4 SPF Stud WEBS 1 Row at midpl 5-6,2-10.4-7 THERS 2 X 4 SPF Stud 3ACTIONS(lb/size) 10=956/0-3-8, 11=968/0-3-8 Max Ho¢ 10=851(Ioad case 3) Max Uplift 10=-207(load case 2). 11=-508(load case 3) )RCES(lo)-First Load Case Only )P CHORD 1-10=-205, 1-2=-123,2-3=-1060,34=-817,4-5=-458,6-11=47,5-11=-921 -)T CHORD 9-10=755,8-9=857,7-8=526.6-7=-20 EBS 2-10=-1146.2-9=290,3-9=363,4-8=590.3-8=-312,4-7=-873,5-7=873 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5 0 psf top chord dead load and 5.0 psf bottom chord dead load.0 mi from hurricane oceanline.on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1 15,and the plate grip Increase Is 1.15 Provide adequate drainage to prevent water ponding Bearing at joint(s)10, 11 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula Building designer should verify capacity of bearing surface. 1 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 508 to uplift at joint 11. Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)10 This truss has been designed with ANSI/TPI 1-1995 criteria. OF NEK, )AD CASE(S) Standard So QaEt4 W. +� p �� X63030 P" �0FE3SIO1:0'%- November 16,2001 1 A VARYING-Verify di irr paramet.r and READ N=S ON THIS AM1 REVERSE WOE BEFORE USE. ee - Destgn . td to,Vte ann NIT .1,wltek GOnr.eC1015. T11k ae5n upa gk.,Oct Cnl, n Oaram eleli tng d.n.any 6 IJI an Ina vd..i DuilnC q a.rhl.nenl la e Intlallea On.]badea ye1hc.11y (IapliCabllily OI design parameters and DIODe11nCOFP Iahon of CompJneril 4 lesi,onstolllty OI bWmm,aerlgnel rw h.,, V O] dengne6raOnq x I.,dvewl su,bcl OI rnal,Uld we.m.em Deis only Additional Iemadrary p3zirg to Insure%obully CWlnq cOnsrru Clan k me respor YPwf at Ine e1eC OF. Aacitlonol Deem an ent bra Ong of Ine o.eroil structure 6 the resacrrrbrity OI the ouito no cesigner For girl qurdOm Ce r egarc r.g IgplCalx;n,gaa'ny con',01,storage,delbery.erection and bracing,pans,,',OST-0a Qudff,Standard.DSB-Ba Bmalnq Spx Bicallon.and HIB 91 M iTekU Handling Installing and Broc'na Recommendationavallable from Truss Rale In[litute.583 D'On00.4r, sa iO OH. ,I.laaln,WISJ7I J. 5—Truss /Truss yD� �Diy -Ply ConstantopesResiderice EastTyfanoJY 1663534 JNSTAN C129 (ROOF TRUSS 1 1 (ona - 4SSAlT5UFF0CKCUh18ER�x1EDFORb.T1Y-ii76�—---2F20-1 SRi s Oc129�001 Mire lndplwuslriel)s. Iris PfoJ7T-16:07-2620bi—Page t 7-7-14 1244 19Ea_ 7.7-14 4,5,5 744 54= 1.50 a 7x14 = wale=1630 600-12 2 3 4 3x4 = m 6 5x6= 5x12 a 6 001 12 5 8 3x4 3,14 r 758 12,5-0 T 19-b-8 75.8 5-0 72.8 4t� sets Yj�1 gd e.63- -411203=8;0� JADING(psF) SPACING 2-0.0 CSI DEFL in (lac) /dell T PLATES GRIP :LL 300 Plates Increase 1.15 TC 066 Vert(LL) 0.06 5.6 >999 h11120 197/144 :DL 10.0 Lumberincrease 1.15 BC 030 Vert(TL) -0.07 7.81999 :LL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) -008 9 n/a :DL 10.0 Code BOCA/ANS195 (Matrix) 1 st LC LL Min I/defl=240 Weight128 Ib 'MBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-3-2 oc purlins except end verticals )T CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly applied or 6.7-14 oc bracing BBS 2 X 4 SPF Stud'Exoepl' WEBS 1 Row at midpt 1-8,4-5,4-6 1-8 2 X 4 SYP No.2 -HERS 2 X 4 SPF Stud 'ACTIONS(lb/size) 8=956/0-3-8.9=968/0-3-8 Max Horz 8=770(load case 3) Max Uplift 8=-212(load case 2).9=-467(load case 3) l IRCES(Ib)-First Load Case Only P CHORD 1-8=-910, 1-2=-1068.2-3=-800,3-4=-799,5.9=61.4-9=-906 T CHORD 7-8=108,64=839,5-6=60 SBS 1-7=789,2-7=-46,2-6=-61,3-6=-440.4-6=984 ,TES This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level.using 5.0 psf top :hord dead load and 5 0 psf bottom chord dead load,0 mi from hurricane oceanime.on an occupancy category I,condition I enclosed building,of dimensions 45 R by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding 1 Bearing at joint(s)8,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer Should verity capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 467 Ib up11ft at joint 9 Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)8 This truss has been designed with ANSI/TPI 1.1995 criteria. *S6 pF NfW Y I AD CASE(S) Standard c:t A r = tiRl rP 013030 �0Ff3sI0tNh'i' -!� November 16,2001 y 1 WAIMING Cii�Yi�r:�lFE ili OTeN SON-TfRSAV61tBVEASE BIDeBEFORE RSE:— ---—--—- -- -- —@— Dr--qn .a-rd o„ use on-y xltn Mitek ccnneclors.Tnk.esgn k lase.only upon parom eters mo..n,an. i bl an rnd.kluai Grra-nq cpm Mnem b t2 Ir.v.11eb an,,rC aded /..hair, 4apl4.bllifr cl design p romeleis onG Dlopel Incolpalaipn of comnlrn k lespaniiGii41 of n V.nq designer-n0T ir.'ss ae:pr.ei Sian,;sno,star lareial su000n of Inm iN�al wab mernben anry Aallbnal lempowy braClnq to Inswe slanairy c✓-ng c.nsliu=i,on 6 Ine reslx'n sctlrlr N "....c 31 Aacrlgnal perrnar.enl waoirq of Ira overall snuPme k 1]e Ie,Mnslblity of Ire buldr, aesigre, For gsnera- qulacn:e legad"q aelllely elealbn bad bracing,consult OST-38 Dualny Standard.DSR-89 Eracing Spacnl-ffh.n,and HIS 91 M-Tek® Handling Installing and Bracing gstcomM1Truss mendatlonavalb0le am Pole Invilute.583 D'Ondlb Drl.e,Madison,W 153719 i--Truss Truss yT pe ty Ply onstant�esldence East Manon,NY 11663535 )NSTAN C130 ROOF TRUSS 1 1 Ti tional NSSAUSl3FPOLKLOMBER,,-MEDFORD.?1Y�63—""— - 61 SR1�c 20 1 h11 a ndustrles, nc. ue Nov t3 16 0 .27 200i�age 1 54-t4 10-0-15 13A4 1988 5-7-14 4.5-1 4-}5 Sas 5.5= $rale=1%3 600112 3rd=' 15x4 7x14 = 2 3 4 5 \ 11 Jx4— '4 uyIII / B 5.12 =\ q, 3w4= 4^ I� 50 — �.�. -`{ 10 9 600;t2 0 6 3x4 II 3,,4 1' __y 58� 558 9-0-8 —_ _ — 52-8 tee ts X,5)�1:Edge,62 I2'a=3..-1_01-(8:0-a�=z=1z1 iADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Well TES GRIP —� LL 30.0 Plates Increase 1.15 TC 0.62 Vert(LL) 004 7-8 >959 MII20 197/144 DL 10.0 Lumber Increase 1 15 BC 0.31 Vert(TL) -0.16 7-8 >999 LL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) -0.06 10 Na DL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Well=240 Weight 127 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0pudins. except end verticals. IT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling duectlr2applied or 7-7-10 oc bracing _`BS 2 X 4 SPF Stud WEBS 1 Row at midpt 1-9.5-6 HERS 2 X 4 SPF Stud :ACTIONS(Ib/size) 9=95610-3-8, 10=96810-3-8 Max Horz 9=689(load case 3) Max Uplift 9=-222(load case 2), 10=-430(load case 3) RCES(Ib)-First Load Case Only P CHORD 1-9=-928, 1-2=-887,2-3=-715.3-4=-666.4-5=-666,6-10=32.5-10=-936 T CHORD 8-9=58.7-8=811,6-7=32 BS 1.8=778.2-8=.84.3-8=-152.3-7=-240,4-7=-390.5-7=991 ,TES This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5.0 psf tqp Nord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I inclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers axist,they are exposed to wind If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Searing at joint(s)9, 10 considers parallel to grain value using ANSI7TPI 1-1995 angle to grain formula. Building designer ;hould vedty capacity of bearing surface 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 430 lb uplift at joint 10 `our RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)9 This truss has been designed with ANSI7TPI 1-1995 criteria. AD CASE(S) Standard *SE Of NEW Y h5 It W. N • r 3- 11,41 Z 063030 1-r "ESSI SO- November 16,2001 WARNING Verde 1i gn paramerera and READ NOTES ON THIS ANDRE VERSL SIDE EYO77E�5 --- - -�1V- D.,,n .alp 101 use only with Mdek cohntra oro Th.design 4 based anly upon palamelea rho.n and Y q,an irq.Yq ual bylglna compJnenl b be nslo,lea and roaaed venrcoVy AppllCablllty 01 crest-fin palamelers anC prayer InCo1p01alpn of Wm[,Vnenl rs IeipOns.crllly of D311alnq tlespner not h,1 designer B,ocrng snows h for gleial suovarl of Indr.quai web mmemibers only Adolhanal lelnpolay brocing Ib Insula '.bill,aanna can,I,wcn k In. .,Illy of Ina fi ecro. n,.archal pe,monenl Mating CI 1 e overall siruCtu,e k the lespontrbirTy of Ine bui,i deign8, For general 7uganCe 2gp y.rig Iabl'galon,auoil,con".1,'ada .de'kv.',eri clion and bracing,consult GST-38 Quality Standard.DSB 59 Bracing Specllicatlon,and Hill 91 M iTek� Handling Imlmimg and Bracing Necommondal Ion a,alphRnslnu ow pm Truss ale Il e,Us 0 1Irq Dile,moanon.wi 637i J Tol Truss Truss Type -- - —--�pryj�;y 7 Constantopzs�ies'denrz East Marion,-NY-- 1663536 CONSTAN �C131 ROOF TRUSS � 1 ':1 _ _ I(opUonal) �fA.SSAU SUFF LKCUMBER,w1EDFORD.NYl1 63 "---— 4 201 SRt s�c129 2001 MiTI�Tndlistnes. Inoue Nbv 13 t6 07.28 200I— age 1 tA11 I. 8-2_14 1462 1740b 1.9-13 654 6 3-5 3-41 3x4= S.le=1 51 0 60052 4x511 3x4= 3e4 = 15.4 ]x125 MI116= 5.5 2 3 4 5 In \ti 9 8 7 5xe = 344 = 5x1'_— l0 3.4 m 6 600 12 3.4 i L'b 8214 147-14 1740-6 I-7=6 6-7-7 6.5-I }2E Palls:Msets 1-E 0-2�190�-0,0-2-t2f _ - LOADING(psf) SPACING 2-0-0 CSI DEFL in 11-1 Udell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) 0.03 7-8 0999 Ill 197/144 TCDL 10.0 Lumber Increase 1 15 BC 0.27 Vert(TL) -0.07 8-9 0999 M1116 127/82 BCLL 0.0 Rep Stress[nor YES WB 0.45 Horz(TL) -0.03 11 n/a BCDL 100 Code BOCA/ANS195 (Matrix) 1 st LC LL Mm I/defl=240 Weight 124 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 5-6.3-7 OTHERS 2 X 4 SPF Stud REACTIONS(Ibrsize) 10=864/0-3-8, 11=876/0-3-8 Max Hoe 10=564(load case 3) Max Uplift 10=-227(load case 2), 11=-354(load case 3) FORCES(lb)-First Load Case Only TOP CHORD 1-10=-870, 1-2=-250,2.3=-728.3-4=411,4-5=411,6-11=26,5-11=-849 BOT CHORD 9-10=19,8-9=273,7-8=728,6-7=-24 WEBS 1-9=830.2-9=-697,2-8=604,3-8=-258 3-7=426,4-7=-408.5-7=888 NOTES 1) This truss has been designed for the wind/cads generated by 90 mph winds at 25 It above ground level,using 5 0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 R by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate gnp increase is 1.15 2) Provide adequate drainage to prevent water ponding 3)All plates are M1120 plates unless otherwise indicated 4) Bearing at joint(s)11 considers parallel to grain value using ANSITPI 1-1995 angle to grain formula Building designer should verify capacity of bearing surface 5) Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)10 and 11. 6) This truss has been designed with ANSVTPI 1-1995 criteria S LOAD CASE(S) Standard V OF NEl S�' y0 h�Q�EN W. �`P� t^ A r *C= abRl n LP �O 063030 �V� OFf9S10H�'�' November 16,2001 l WAR-VIN'G Vrr(fy depign parameirr>r anQ READ NOTES ONTNIS AND REVERSE SIDE BEFORE USE. - Despn YOIq tot use only with MIIek conneclars me des%gn Is bused Jniy upon porch leis slil crit] K Or an Inc.0 Val GVlpin'�Component IJ tr d eve ie]aria gatletl w,fit Il', Pppr'aopco,cl f inc, IA31 we lNs mic s orgy.IAdollol-'11Gn of oomrbneN g TO insu'GIlly I GWIJIry tlespner nor Iro tl st, Bry of I Frown k lot bleier at be l JI Inciters/web members only.AQallbnol lemaomrr bra f Th m Insure pdeflgr owlnp gene,Ol K u.e esp,gr fa i Ina erecbi ndalibi,s Parma Cera braeier.g CI ian Jtoci eiall g,UPwe, Ina a Quality Stity of me DS9-89bulic a c:ng S Fcr penerpi and Hit ce lEll eprnamD baigatbn,quaulr conrwi,sbia'Je.aeu,ep,mecrbn aria bwcinq,wntun QST-3a Quality Standard,DSB-i9 irac'nq Specxlcatlon,pnQ Hii-0I M iTekp Nontlllnp Inftalling arW prOoinp prcommrrroallon a.mUole nom rrUtt Ro121nsillul¢.SdJ D'On0'rb Dn.e.r.raoKJrt N 53) J 116 runs ype ry y ons antopes est ence as effort, 11663537 ONSTAN Ct32 ROOF TRUSS 1 1 o tiona0 IASSAUS lK LOMBER.MED 1 4. 1 s 9 0611 I e c nines,�Tuuov i s age 1 761t 1462 titan 7-511 7h7 1.44 3x4= Scab=1:15 3 3x4= 3x4= .. 5x6= 1.5X4 I 7x14= 1 2 3 4 4 °7 4 .,5 m 9 Id 8 7 6 3x4 II 3x8= 600 Ll2 5x5= 5 2x4 11 7.511 F— 14-7-14 lis-i" 7-511 7-241 1-24f JADING(psf) SPACING 2-" CSI i DEFL in (loc) War PLATES GRIP I ;LL 30.0 Plates Increase 1.15 TC 0.81 Vert(LL) 0.04 7-8 1999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.08 8-7 >999 :LL 0.0 Rep Stress Ina YES WB 0.54 HM(TL) -0.01 9 n/a :DL 10.0 Code BOCAIANS195 (Matrix) list LC LL Min gdefl=240 Weight: 104 lb JMBER BRACING )P CHORD 2 X 4 SYP N0.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. )T CHORD 2 X 4 SYP 140.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'EBS 2 X 4 SPF Stud WEBS 1 Row at midpt 1-8 THERS 2 X 4 SPF Stud JACTIONS(Ib/size) 8=764/038,9=776/0-3-8 - Mex Horz 8=497(load case 3) Max Uplift 8=-216(load case 2),9=-316(bad case 3) ORCES(lb)-First Load Case Only 3P CHORD 1-8=-689. 1-2=-605.2-3=-605,34=-143,5-9=23,4-9=-752 OT CHORD 7-8=52,6-7=164,5-0=-6 IEBS 1-7=697,2-7=-628,3-7=565,3£=-797,4-6=867 OTES This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level,using 5.0 psf lop chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,coralition 1 enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per 8OCA/ANSI95 1f end verticals or cantilevers 1 exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip Increase is 1.15 I Provide adequate drainage to prevent water ponding. 1 Bearing at joint(s)9 considers parallel to grain value using ANSI(TPI 1-1995 angle to grain formula. Building designer should verity capeC of bearing surface. Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)8 and 9. This truss has been designed with ANSI/TPI 1-1995 criteria. )AD CASE(S) Standard k S*S� OF 1i YO ' na�Qa�µ We`P4' I I 'A r caw rP _ 0163030 ��1V �0Ff3910tA November 16,2001 f V, pgrYlllf fR � Design valid for use only with Welk connecto11.The design If basetl only upon parameters shown,and b for an inahi lual pulltling component to be designtl and coarse!shverown Isfl r inall support of hdivierign uci wet m entl props Incwpolatk6n o1 component k to inswe ittlyMc of t,during designeconstruction -not hue designer.Bracing t shown t i. bieral support of nt bracing web members onN.Atlre If the lempaary dacNg to Msme McNutt, general ,un k the resp rding lty of the electro.Atltlhbnol permanentry.erection o1 the bractverall g, on u b the l8 Quality St in the bu4-119 designer.For general guklance lego,tlmg Iablkatbn,quality control.ttolage,OeNvely,eiefrom entl bracing,consuk C51-e4 Oa Drive, ,Maclean, Dsk-fe Iraelrq Spfchleatbn,arW Hill-91 M iTek® Mantlllna Installing arW ireclrq kfcamm«Matbn avaYabb from true Plots institute.533 D'Onolib D�Ive,MatlWn,W15371e. I 1 Fobr runs russ ype LFy—, nstan opesest encestanon.Nig11663538 :t7Y o tional e ustnes, nc. ueNov7 v 1316 07.Y1 0 age 1 621 124-8 6-24 624 5x5= 1.5x4 II 7.12.5 Wife Scale-1962 1 2 3 3x4= 7 I` � 6 5 4 3,,4 II 3.8= 214 II 6-24 124-8 6-24 6-24 _OADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP -CLL 30.0 Plates Increase 1.15 TC 0.72 Vert(LL) 0.03 5-6 >999 M1120 197/144 -CDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 5-6 >999 MI116 127/82 ICLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) -0.02 7 Ma ICDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Well=240 Weight:75 lb _UMBER BRACING 'OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. 10T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VERS 2 X 4 SPF Stud )THERS 2 X 4 SPF Stud 2EACTIONS(Ib/size) 6=590/0-3-8,7=60l/&3-8 Max Horz 6=449(load case 3) Max Uplift 6=-167(load rase 2),7=-277(load case 3) 'ORCES(lb)-First Load Case Only -OP CHORD 1-6=-526,1-2=-395.2-3=-395.4-7=58.3-7=-542 j 30T CHORD 5-6=38.4-5=30 NEBS 1-5=471,2-5=-516.3-5=486 TOTES This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf lop chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline.on an occupancy category 1,condition I enclosed building,of dimensions 45 it by 24 it with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,arid the plate grip increase Is 1.15 3) Provide adequate drainage to prevent water ponding. 3)All plates are MII20 plates unless otherwise indicated. 1) Bearing at joint(s)7 considers parallel to grain value using ANSI?PI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. i) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 277 Ib uplift at joint 7. i) Four RT7 USP connectors recommended to conned truss to bearing walls due to uplift at jt(s)6. This truss has been designed with ANSI/TPI 1-1995 criteria. _OAD CASE(S) Standard S'S�OF NEI{r l0 l Cb rk W. - bey a , C �� w SFO 063090 ��V= �OFESSION�� I November 16,2001 wwrw7RD-ver(ftf design parameter:and READ NOrE9 Ox TRIS AND REVERSE SM815ErORE USE. Design volkl for use Only with Maek connectors.Ink design Is bases only upon parameters Mown,and Is In.On NOlvQuolQQuu lialnp component to the � Infrared and added vertically. ApplicabMy of design parameters and proper Incorporationpo of comnenl a respontlblMy Of dialing designer-not truss cesgner.Bracing shown k IOr bleral support of Individual web members only.Additional temporary bracing to Insure stability during construction k the responsibility Of the erecter. Addltbnal permanent bracing of the overall structure Is the responslbllBy Of Ind Wrong tlesigner.For general ctildonca recording fabrication.Quality conlrot.storage,delivery,erection and broclng,consult OST-BB Quality standard.01111-89 Bracing Spec160atlon,and 1,118.91 M ilei® handling Installing and Bracing gecommen datlon ova9b Ftate cbfrom Truss Institute,68.1 D'OnoBb M Drive, adeon.W,53710. toss russ ype ty y onstanl— open Resl ence as anon. 11663539 )NSTAN C134 ROOF TRUSS 1 1 (optional ASSAU-BU LK -, EOFO Y-fTM3 d. 1 1i d3�S' 0I—Y l a If ustnes,Inc. I ue Nov 13 1 1 6-2-0 124-0 - 6-2-0 6-2-0 3x4= Stale:3r8-=1' 5.5= 1.5x4 11 704= 2 3 i [d 5 4 3x5 11 10x10= 4.4 11 6-2-0 124-0 --- 8 2-0 62-0 )ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.83 Vert(LL) 0.06 5-6 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.11 5-6 -999 :LL 0.0 Rep Stress Ina NO WB 0.74 Hom(TL) -0.01 7 n1a :DL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Vdefl=240 Weight 81 Ib IMBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-9-15 oc purlins, except end verticals. )T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2 X 4 SPF Stud'Except* 1-6 2 X 4 SYP No.2,3-4 2 X 4 SYP No.2 THERS 2 X 4 SPF Stud iACTIONS(Ib/size) 6=1769/G.3-8,7=1780/0-3-8 Max Horz 6=356(load case 3) Max Uplift 6=-565(load case 2),7=-638(load case 3) )RCES(Ib)-First Load Case Only )P CHORD 1-6=-1176,1-2=-1483.2-3=.1483.4.7=555,3-7=-1221 X CHORD 5-6=120,4-5=81 EBS 1-5=1652,2-5=468,3-5=1713 )TES This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5.0 psf pop chord dead load and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 it by 24 it with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip Inccrease rs 1.15 I Provide adequate drainage to prevent water ponding. t Bearing at joint(s)7 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should 1 verify capacity of bearing surface. F Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 638 Ib uplift at joint 7. t Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)6. This truss has been designed with ANSI/TPI 1-1995 criteria. )AD CASE(S) Standard *jFi OF N£k.Y Regular.Lumber Increase=1.15,Plate Increase=1.15 y'c EN W. O,p Uniform V1-3=-80.0.4-6=-221 ert 0 40 • gp n ru 1p r 063030 �0FE9SION�� November 16,2001 WARNING-Verily deelpn panfumetem and READ NOTES ON TRIS AND RE VERSE SIDE SEFORL USE. .� Design valid for use only with Welt conneclam.Thk dOegn Is loosed only upon potomelem shown,and k for on IndNldualulk lnq component to be insiolba and oatlad vehmoafty. Applicability of deslgn paramelers and propel Fcohoohafbn of component k hesponslbshy OI uwing deslgner-not truss designer.Bracing mown k 101 latelat suppon Of eWNidvol web members Only.Additional temporary bracing to M'i, aabBlt during conshuclbn k the responf1b411y of the erector.Additional permanent bracing of the overall shuctme k In*u;p htibllky of the building dessgnet.For genewl guidance regowing fabrication,Quality conhoL stpaoe.denvery.erection and bracing,consul)CST-aa Quality Standard.DSB-89 Bracing Specification,and XIS-91 M iTek® Handling InsRa Installing and Bracing gKammerWafbn avalbbb from Thum le Instkute.563 D'Onofhb D11ve.Madlwn,W153710. s cuss ype ry P y nstantopes esn ence asE l F a n�J 11663540 :TANLC1,35 MONO TRUSS 1 1o tionalASLUMBER MEDFOR 63----------------- .701 5 e g b f ec Industrials,nes, nc. h—Nov�5T438�(i 200�Page - acro 10-40 2x4= Scale=1:27. 6 1.5x4 11 4.60 12 5 1.5x4 II 4 1.5x4 11 rR 3 a 15x4 II 2 1 3x4 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 2x4 11 3x4 11 04-0 104-0 ate Offsets xADING(psf) SPACING 2-0-0 GSI DEFL in (loc) Vdefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.27 Verl(LL) Na - Na M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.14 Ve11R) Na Na :LL 0.0 Rep Stress Incr YES WB 0.06 Hoa(TL) 0.00 7 Na :DL 10.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min Vdefl=240 Weight:46 Ib IMBER BRACING IP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 of;puffins, except end verticals. [P) )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing =BS 2 X 4 SPF Stud HERS 2 X 4 SPF Stud =DGE R:2 X 4 SPF Stud ACTIONS(lb/size) 1=81/10-4-0,7=98/10-4-0, 11=226/104-0, 10=194/10-4-0,9=196/10-4-0,8=224/10-4-0 Max Hoa 1=334(load case 3) 1 Max Uplift 7=-63(load case 3), 11=-111(load case 3), 10=-71(load case 2),9=-72Qoad case 3),8=-82(bad case 2) Max Grav 1-99(load case 3),7=98(load case 1), 11=226(load case 1),10=I94(load case 1),9=196(load case 1),8=224(load case 1) 1RCES(lb)-First Load Case Only )P CHORD 1-2=35,2-3=-34.3-4=24,4-5=25,5-6=23,6-7=-76 )T CHORD 1-11=5. 10-11=5.9-10=5.8-9=5,7-8=5 EBS 2-11=-171,3-10=-158,4-9=-156,5-8=-181 )TES This truss has been designed for the wind bads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Truss designed for wind bads in the plane of the truss only. For studs exposed to wind(name[to the face),see MTek -Standard Gable End Detair' Gable requires continuous bottom chord bearing. Gable studs spaced at 2-0-0 oc. OF Nrc uplift Provide mechanical 77111lb uplift alt jointy10 others)72 lof truss to uP ft anoibearing andplate 82 lb uplift 11 ft at joible of nitBstanding 631b uplift at joint 7,111 Ib y�rjE N W. This truss has been designed with ANSI/TPI 1-1995 criteria. "!e .j- ti )AD CASE(S) Standard bail A Win wW W F� 063030 s�v OFESSION0, November 16,2001 Q WARNING-VerVy design paramstere and READ NOTES ON THIS AND%VERSE SME BEFORE USE. ® Design vans far use only wnh Mask..nnect.,The design Is based only upon parameters Chown,and a lot an irdlvldual butakg component to De InsloMd and boded venkg9y. ApplIcabillty of design oargmelers and proper Incorporation of component b responslblNy of buldIng designer-not hua designer.Bracing shown Is for lateral support of Individual web members oniy.Adtlllbnal lemponary bracing to Insure Stability during conslructbn k Ins retpohib.11ry of the.retia. Adtlebnol permanent bracing of the overall structure 4 the responsib90y of the building designer.For general guidance regorong fabrlcatbn,quolly control.storage.dellvery,erection and bracing.consun OST-BB Qu Iffy Pardard.DS11-69 tracing Speeltkafbn,and HIB-91 M iTek® Handling Ind fling dic and I' i g eetommerdalbn Ovalbbb from Truss Pate Instltute.5a3 D'OnoM1b Drive.Madkon.W153719. r cuss cuss ype ry y ons[antopes esi erlce art orifi on,N�--� 11663547 )NSTAN C136 MONO TRUSS 7 1 o Tonal 4-SSAUSDF MBERwIEDFOR PTi7fi3 �30T—SRi�e .ug-20-20 TF1r ec n us nes, nc. u ov 38.531' Page r _ 5-32 _ 10-x-0 5-32 5414 7.5x4 II Scale=1:26.3 3 _l 4.60 FI2 3x4 2 d Ll 7 3x5 I I 5 3x4— 1.5x4 II 3x4= 5-32 i 1640 q 5-32 5414 3e Offsets140.7- JADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 5 >999 M1120 1971144 :DL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.03 1-5 >999 ;LL 0.0 Rep Stress Incr YES WB 0.38 Hoa(TL) 0.01 4 Na ;DL 10.0 Code BOCAIANS195 1st LC LL Min yde6=240 Weight:45 Ib 1MBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. IN )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. EBS 2 X 4 SPF Stud EDGE R 2 X 4 SPF Stud ACTIONS(lblsize) 1=502/0.3-8,4=50210.3-8 Max Horz 1=334(load case 3) Max Uplift 1=-150(load case 2),4=-211(load case 3) )RCES(lb)-First Load Case Only )P CHORD 1-2=-613,2-3=0.3A=-197 )T CHORD 1-5=561.4-5=561 =BS 2-5=100,2-4=-617 ]TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 it by 24 it with exposure D ASCE 7-93 per BOCAlANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 Ib uplift at pint 7 and 211 Ib uplift at joint 4. This truss has been designed with ANSIrrPI 1-1995 criteria. )AD CASE(S) Standard of NEW}o ro�Q�EN W. H • . logy o W 2d ~ LU 063030 ��1V �0 JE3S10tk November 16,2001 AwARmNo-verVy design paniumeters and READ Norss oft rffiS AND RE VERSE&ME BEFORE USE. ® Design valla far use only with Mlles connectors.the design Is based only upon parameters shown,and is roc on IndiNdual building component to be wro.ree and boded vertbalry. AppecabXxy of design parameters and DrOper Nconporallon or component b..Wnslbaly of building aeslgner-nor truss designer.Bracing shown k for ateral support of individual web members only.Additional temporary bracing to Insure stability during construction It the responsbdlty of the sector.Atltlttbnal permanent bracing of the overall simclure k the responsibility of the building designer. For general guidance regarding lobricalbn.Quality control.storage,dellvery.erection and bracing.consult GSI-8a Quality Standard.DSB-19 Bracing S,eclllcatlon,and XIS-91 M iTek® Handling Installing and Bnaclna Recommendation b n ovallabfrom Truss Plate Institute.W D'Onofrb Drive.Madison.W153719. russ russ Type Qty y astantopes est ence East anon,NY 11663542 )NSTAN C139 ROOF TRUSS 114 1 o tiona0ASSAVSOF UCEWBER,MEUF 71 4. l—SRi 1 ec usin�7uur>Nov 13 16:07:31 age -2-0 F 5-160 20-0 5-160 1.5x4 I I Scab=1.21.9 3 600 12 2 W W 9 3.611 4 3x4= 1 sit, 11 &160 5160 Its ADING(psf) SPACING 2-0.0 CSI DEFL in floc) I/defl PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.62 Vert(LL) n/a - his M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.05 2-4 >999 LL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 Na DL 10.0 Code BOCAIANS195 1St LC LL Min Vdefl=240 Weight:26 Ib MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-10- m purlins, except end verticals. 'T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling tlirecl applied or 10b0 oc bracing .BS 2 X 4 SPF Stud _DGE C 2 X 4 SPF Stud "ACTIONS(lb/size) 4=277/0.1-8,2=449/0.3-8 Max Hoa 2=311(load case 3) Max Uplift 4=-147(load Case 3),2=-i 76(load case 2) )RC -First Load Case Only i P CHORD 1-2=29,2-3=-0,34=-222 T CHORD 24=0 )TES This truss has been designed far the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOGAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate gnp increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 147 Ib uplift at joint 4 and 176 Ib uplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria. AD CASE(S) Standard if OF NEIy Yo co V 70 Z: W rr .� W �OFESSI00S' `f November 16,2001 WARNING far use y derlpn Para conn a mrd asAo xarsa Oa T Only AND xe � Design vane c use only wtln Mi pp connectors.This design proms b based only upon parameters shown,and t los an individual building component to M Installed and siccing shown wnvenit lot Apal support of individual ualo web m m and members peronly.Incgpcnal l of component 61e opium bllltof building delconduction -not Huss res designer.hty of I .stis l lot btalal support of Int brad web members pnN.Aure Is the lempgary bwclnth b Insula stability'designer. during general a ce cegodi blllty ri rM n,quality Atltlebnal as,rimrage,deli ry,bracing of the overall strg.consu a me responlity St of ms building iccinger.For ganeial gald B-91 Handle ng tabllcatbn, llmcln conitoL storage,an avail blefrom and blueing.consult OST-!!Co Drive, ,M.allso Ds!-e9 Siccing SpecMlcatlon,and HIB-91 M iTek® Handling Installing and�racing eetammenGalbn available from Truss state NSlltura.Sa3 D'Onorrb DIIVe.Maoeon,WI 53719. g r cuss cuss ype ry fY onstanlopes est ence as 11663543 :ONSTAN C141 MONO TRUSS e o Donal JA u LDMBER.MEDFOA . YTi76 1 1 s l e n ustnes,Inc. ueNov 1 1 t age 1 -2-0-0 2-0-0 3 10-0 J Scab=1'.14 7 15x4 I1 6 00112 2 Jas II 4 t 3x4— 1.1e4 II 210.0 3-10-0 -01- i .OADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Well PLATES GRIP -CLL 30.0 Plates Inaerse 1.15 TC 0.37 Vert(LL) n1a - Na M1120 197/144 CDL 10.0 Lumber Increase 1.15 BC 006 Vert(TL) 0.04 1-2 >592 ICLL 0.0 Rep Stress Ina YES WS 0.00 Hou(TL) 0.00 4 Na 1CDL 10.0 Code BOCAIANS195 1st LC LL Min Vdeft=240 Weight 18 lb .UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-0 m pudins, except end verticals. SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VEBS 2 X 4 SPF Stud VEDGE .eft 2 X 4 SPF Stud REACTIONS(lb/size) 2=349/0-3-8,4=177/0-1-8 Max Horz 2=230(load case 3) Max Uplift 2=-158(load case 2),4=-99(load case 3) =ORCES(lb)-First Load Case Only TOP CHORD 1-2=29,2-3=-0,33=-142 JOT CHORD 2-4=0 DOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 2) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 1) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 2 and 99 lb uplift at joint 4. t) This truss has been designed with ANSIrrPI 1-1995 criteria. -OAD CASE(S) Standard r, OF Nf{y y0 h�QaEN W. r 1 ee 063030 NOFESSIOW,V November 16,2001 f� WARNING-Veft design parameters and READ NOTES ON 7R1s AND REVERSE SmE sEPDRE UsE• Design valla for use only with Mnek cannectois.This design k based onry upon parameters mown,and k for an hdlvklualppuliding component to be Installed and Ioodedl vedicalty. App119oblity of design parameters and proper incorporation of component i,,*sponslblBty of bullakg designer-not buss designer.Brading shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stablllty during construction k the iesponabillty or the erector.Additional permanent bracing of the overal structure is the responsibility of the buliding designer.For general guidance regarding fabrication.quaay oantral,storage,delNery.erection and bracing,oonsuff OST-BB Quality Standard.DSI-59 Bracing Speclllcatlan,and XII-91 M iTek® dandling Installing and! Bracing Recommendation available from Truss nate Institute,Sea D'Onoela d DiNe.Maeon,W 153710. cuss russ ype ty y onstantopes es ence ast aM n-on,R 11663544 )NSTAN C142 MONO TRUSS 8 1 (opt oral 45=- -U-F LR LOMBER�yIE0 RD. 11763 —� 1 1s X39 I e n ustnes, nc. ue ov 37607:32 1 ages .2 1-100 ----A 2-00 1-1Da 3 1 5x4 11 Scale=1.10.2 600 12 2 Ll 3611 4 / 1 1 � 3x4= 15x4 i i 1.16a 1-10-0 ate sets 2:0-5-3.0-1-01 JADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.34 Vert(LL) Na - Na M1120 1971144 :DL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) 0.04 1-2 >690 :LL 0.0 Rep Stress Inv YES WB 0.00 Hoa(TL) 0.00 4 n/a :DL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdefl=240 Weight:11 Ib IMBER BRACING j )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-10-0 m purlins, except end verticals t )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directlY applied or 10-0-0 co bracing. EBS 2 X 4 SPF Stud EDGE R:2 X 4 SPF Stud ACTIONS(lb/size) 2=245/0-3-8.4=8310-1-8 Max Horz 2=149(load case 3) Max Uplift 2=-140(load case 3),4=-51(load case 3) )RCES(lb)-First Load Case Only )P CHORD 1-2=29,2-3=0,34={6 )T CHORD 2-4=0 k ]TES This truss has been designed for the wind loads generated by 90 mph Winds at 25 ft above ground level,using 5.0 psf IpP chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,wndipon I enclosed building,of dimensions 45 R by 24 It with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at joint 2 and 51 Ib l uplift at pint 4. C This truss has been designed With ANSI?PI 1-1995 criteria. )AD CASE(S) Standard OF NEW YO 5 QaEN W. r = w dil�� DFf9S10N0" November 16,2001 wish vol f f r use d.dpn Wilk tonne ane xe w Nn is 12ltse � Desgn vclb for use only wXl Mnek connectors.irik oesgn k Dusan only upon pg oration Mown,and t cos sp NolYtlugl Ming component to be deolb0 and batleC v hr far e,.1s Applicability of indivi parometen and proper incorporation of component k to hors seta of yl during tlonstru ti not truss designer Bracing t mown k rot bteiolalp sur of Int brad!web member Only.Aur eis Th temporary ny of the to Mswe designer. r.Foring general tionguidance k The regoicin illty of ari erector.ACCeblwl rage.dent braeNg of the overall g.consult k The rei Quality of me buildOSS-ng ticing s.Fos general gugance oe hallin g Iooilingbn,quality 1.1n control,storage,tln.v.1r erection ',am one brgamg.consult D-on nio Dry SlMaclea,.Wl53 Tracing SpeeXlearlon,and NIB DI M iTek® XarWling Instolllrq anal�rxlrq aecgmmen4albn avalbbb trom Truss Rale Institute,Sa3 D'Onoeb Drive,MaCkon.W I SJ210. I r cuss runs ype tY Y Znsmopes es e3�ast�lanon. 11663545 STAN C143 ROOF TRUSS 4 1oSUF MEIER -- 4. s t e s, nc. ue ov 1 age c1J 8-141 2.9-15 4-14 444 1.5x9 11 Sarre=1:21.3 4 1 4.24 12 3x4 3 qI 2 4 9 6 5 3x4= 214 11 4x4= a141 8-1-8 4-1J 44L4 JADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP ,LL 30.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.01 5-6 >999 M1120 197/144 ;DL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) 0.17 1-2 >209 :LL 0.0 Rep Stress Ina NO WB 0.20 Hoa(TL) 0.00 5 n/a :DL 10.0 Code BO lst LC LL Min Vdee=240 Weight:45 Ib JMBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. JT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2 X 4 SPF Stud :ACTIONS(lb/size) 5=536/0-1-8,2=51410-4-15 Max Horz 2=130(load case 3) Max Uplift 5=-181(load case 3),2=-341(load case 2) 3RCES(Ib)-First Load Case Only )P CHORD 1-2=33,2-3=-53I,34=0.4-5=-0 JT CHORD 26=491,"=491 /EBS 3-6=404.3-5=-532 JTES (5) This truss has been designed for the wind loads generated by 90 mph Winds at 25 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 It With exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist.they are exposed to Wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)S. Provide mechanical connection(by others)of truss to bearing plata capable of withstanding 181 Ib uplift at joint 5 and 341 Ib uplift at joint 2. This truss has been designed with ANSI/TPI 1.1995 criteria. Truss C141 intersecting bottom chord at 24"o.c.to be connected with Simpson SURL26/lply/2x6Min(SYP/DF 1.15Dn 1.331.1p)or equivalent. This connection supports a maximum download of 590 Ib and a maximum uplift of 720 Ib. Follow Simpson installation recommendations for hanger connection. OAD CASE(S) Standardf IN Regular.Lumber Increase=1.15,Plate Increase=1.15 rjb f1Y y, Uniform Loads(plf) SEN W. Vert 1-2=-80.0 Trapezoidal Loads(plf) Vert:2=-1.6-to-5=-206.2 F a 'y WW 063030 �OFEss101H01' November 16,2001 pn Design voind lot use only will pMaruconnectors.This derign onne is eases upon parameters shown.and Ipr an Intl burial, uldlinmone-nt band added!vertically. Applbalbirl of design oafs rs and Potosi noorpora or component b rlim,ofbulbbg notobe tl.frin. Bracing shown la lateral of Individual web memloer only.Additional temporary bracing to insure stability during constructionthe neaa si ly f the erector.Additional aenmanent bcirg of the overall structure Y the responsibility of the bursting designer.For general guidance ne,arding bbtkatbn,quolty control,storage.dell,new,etedbn and bracing.consult 04i- e Quality standard,WLeg Iracint,3peeMloatbn,and NI1.91 Handling Installing and Irpchqi recommendation ovalbbb from Truss Nate 4ltute,SEM,D'Orweb DFIva.Madison,VVI 53719. M iTek� ® 1 N55 N55 ype Iy P y nStanlOpes est ence ash dflofl, 11663546 1NSTAN C144 ROOF TRUSS - 1 1 o tonal fSSAUSUFF 1R COIGIBER-I+EDFO -NY-117b`�- s d 01 I ec n ustnes, nc. ue ov 1 1 age 1 -200 000 511}0 &10.9 - 1}9-7 17-10-0 1 20-60 1 23 1 258-0 200 3-0-0 2.10-0 409 110.13 409 2-10-0 3-0.0 200 sole=1.46.0 - exa 2x4 I1 3x8= 7x8= 4 5 6 7 6.00 12 3x4 i 3 4 3 8 2 9 5x6= 17 16 15 14 13 12 11 5x6= Z,r4 11 3x4= 3x8= 5x6= 2x4 11 3.8= 2x4 11 t- 300 510-0 9-10-9 13-9.7 17-10-0 21. 0 23&0 0-041 2-104) 409 }1613 409 2.10-0 304) ADING(psf) SPACING 2-0-0 CSI DEFL in (Icc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.15 13-15 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.25 13-15 >999 LL 0.0 Rep Stress Ina NO WB 0.67 Hou(TL) 0.08 9 nla DL 10.0 Code BOCAIANS195 1st LC LL Min Well=240 Weight: 161 Ib MBER BRACING P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-8-0 oc purlins. T CHORD 2 X 6 SYP N0.2 BOT CHORD Rigid ceiling directly applied of-6-2-3 oc bracing. :BS 2 X 4 SPF Stud ACTIONS(lb/size) 2=2274/0-0-8,9=2274/0-3-8 Max Hoa 2=57(load case 3) Max Uplift 2=-922(load case 4),9=-922(load case 4) l RCES(lb)-First Load Case Only P CHORD 1-2=35,2-3=-4111,3-4=-3884,4-5=-4491,546=-4491,6-7=-3543,7-8=-3884,8-9=-4111,9-10=35 1T CHORD 2-17=3614,16-17=3614, 15-16=3507,14-15=4491, 13-14=4491, 12-13=4491,11-12=3614,9-11=3614 =BS 3-17=58.3-16=-165.4-16=818.4-15=1221,5-15=-144,6-15=.O.6-13=580.6-12=-1195.7-12=1546.8-12=-165,8-11=58 1 -TES (7-8) This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind bads generated by 90 mph winds at 25 It above ground level,using 5.0 psf t chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline.on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip Increase Is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 922 lb uplift at joint 2 and 922 lb uplift at pint 9. This truss has been designed with ANSUTPI 1-1995 criteria. Special hanger(s)or connection(s)required to support concentrated load(s)421.31b down and 198.711b up at 17-10-0,and 421.31b down and 198.71b up at 5-10-0 on bottom chord. Design for unspecified connection(s)is delegated to the building desigThu.ner. 1.15Dn 1 33Up)43 rme gluvbottom ent This connection supports max mum download ed vvith Simpson f 590 lb and a maxrmumlupliftYof/7720 lb S*SE OF Nf1y y0 Follow Simpson Installation recommendations for hanger connection. Ad EN W. 9 Truss Cl 39 intersecting bottom chord at 24"o.c to be connected with Simpson LUS26/1 py/2x6Min(SYPIDF 1.15Dn 1.33Up)or equivalent This connection supports a maximum download of 645 Ib and a maximum uplift of 935 Ib. Follow Simpson installation recommendations for hanger connection. lAD CASE(S) Standard C Regular.Lumber Inaease=1.15,Plate Increase=1.15 H `� W Uniform Loads(pit) Syn r Vert:1-4=-80.0,4-7=-40.0,7-10=-80.0,2-16=-20 0, 12-16=-148.5,9-12=-20.0 O 063030 Concentrated Loads(Ib) 4t.� Vert:16=-421.3 12=-421.3 OFCasioNh'1" November 16,2001 A WARTVINO-Yer((1I deetyn parvmetm and READ NarES ON TRIS AND REVERSE SME BEFORE USE. It Del valid far use only with Mitek connectors.This design b shown,barred only upon parameters own,and k tot an individual pulltl9sg component to be infrared and coastal vertically. Applfaabllty of design pcorr.fil and proper Incorporation of component k tesponslblWy of bu tairy design.,-nal truss all Bracing shown t tot lateral support of bdNldual web members only.Additional temporary pacing to Insure itablYtyldutlng conduction t the V mspon4allrry of the erector. Additional permanent bracing of the overall structure If the responsibility or the bullding designer.For general guidance I{{ regarding fabrication,quality control.storage,delivery.erection and pacing.consul QST-811 Quality Standard.D59.09 tracing Specification,and NIP-91 M iTek® Handling Installing and tracing 9ecomms R 03 endallon available from Trust; institute.SD'Onahlo Drive,Marlton.W153719. runs russ ype ty y s antopes est ence ast anon, )NSTAN C145 ROOF TRUSS 1 2 11663547 optimal) tri 45 LRC01018ER,f71EDFOR 7 6 1 R s 9 Oi�MTe n ustnes, nc. Tue F]ovfYT6707.14 age 1 3-108 1 7-28 1 11-10-0 16-5-8 19-9-8 218-0 25-8-0 244 3-108 3-4-0 4-74 4-741 3-4-0 3-109 2-0-0 &ale=1:46.0 sees= 214 II 6x8= 4 5 6 6.00 12 3x10 O 3x10 C 3 7 2 8 9 fW it 40 4x0= 14 13 12 11 10 4x8= 4x10 If 4x4= 7x8= 4x4= 4x10 II 3-108 1 7-2-8 11-10-0 16-5-8 149-8 218-0 }10-8 3J 4-7-8 4-7-8 314 3-108 3 e Offsets )ADING(psf) SPACING 2-0-0 C51 DEFL in (roc) Well PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.08 14 >999 1,11120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.14 14 >999 :LL 0.0 Rep Stress Ina NO WB 0.91 H=(TL) 0.05 8 n/a :DL 10.0 Code BOCAIANS195 list LC LL Min Vdeft=240 Weight:322 lb IMBER BRACING I )P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 5-5-8�oc purlins. )T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2 X 4 SPF Stud ACTIONS(Ib/size) 2=4828/0-3-8,8=2002/0-3-8 - Max Horz 2=67(load case 3) Max Uplift 2=-1472(load case 4),8=-671(load case 4) )RCES(lb)-First Load Case Only )P CHORD 1-2=35,2-3=-9520,3-4=-4960,4-5=-3962,5-6=-3962,6-7=-3182.7-8=-3502,8-9=35 .)T CHORD 2-14=6405,13-14=8405,12-13=4522. 11-12=2850,10-11=3092,8-10=3092 TBS 3-14=4222,3-13=-4577,4-13=2348,4-12=-715,5-12=-347,6-12=1418,6-11=222,7-11=-288,7-10=72 )TES (8) This truss has been checked for unbalanced loading conditions. This truss has been designed for the wird bads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top I chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an oxupancy,category 1,condition I enclosed building,of dimensions 45 ft by 24 R with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1472 Ib uplift at pint 2 and 671 Ib uplift at joint 8. This truss has been designed with ANSI/TPI 1-1995 criteria. 2-ply truss Wss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-3 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 raw at 0-9-0 oc. SE of Meip Special hanger(s)or connections)required to support concentrated load(s)4150.011b down and 1176.0lb up at 3-10-8 on Sr YD bottom chord. Design for unspecified connection(s)Is delegated to the budding designer. 5 Ei1 W. ^- Truss C1 56G intersecting bottom chord at joint 14 to beconnected with Simpson HGUS26-2/2ply/2x6(SYP/DF 1.15Dn yQa Me 1.33Up)or equivalent. This connection supports a maximum download of 4250 lb and a maximum uplift of 2255 Ib. Follow ti ! Simpson installation recommendations for hanger connection. A �I LFl IAD CASE(S) Standard C Regular.Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ptf) dll, Vert:1-4=-80.0,4-6=-80.0,6-9=-80.0,2-8=-20.0 063030 13 Concentrated Loads(Ib) Vert:14=-4150.0 GFfgS10tkP- November 16,2001 AWARNING- .gfy design ter.axed RLD NOT6S O Detp.dolid foruse only w8b Mffek � Thissig para Y bated only peon parameters f cone,and k for an htllvbual oulltling component W be installedesigntl and Bracing shown wnverle foe Apall atolklysupoor OI tl.dgn uci w*bn and proper incorporation t or component 4 r. h,.,bllttylo of pulbing designeconstruction ti not true designer it,of shown k for lateral support of Indlbracii web members only.Additional is the temporary bracing Ip Insure ildesi y designer For general gul . c. he regarding fa of fabn.rication. emcmr.Atltltlbnal permanent bracing io In* bractver0l strg,con u k Ine 8 Quality t n ma buildinDSB-59 tl cing S For general gpltlanee Handle regarding labrbatbn,quallly conlyd,storage,de0v all ere from and bracing,consult D'On Go Drly standard..Wl 3p Bracing Sp.cxloalion,and HIB-01 M iTek® Handling Imlaiiirg and rrOtlrp aecommeMalbn avalbbb from truss Rab Institute,583 D'Onolrb Drlve.Matl.on,W 15371 r. r b cusscuss ype ty y Constantopes Resl ence as anon, 11663548 )NSTAN C146 ROOF TRUSS 1 1� (optional) 4SI AU-$OFF MBER,.MEGFO t t 430�SI.�I s Oct 233307 Mi7ea Indus nes,�Tue ov 3T6.6 . 0�1 3160 7 11.10-0 1980 r 2180 316-0 8-00 7-160 2-0-0 Smola=1.36.6 418= 600 r12 5, 2 3 5x5 i 1 N�I 4 IW 5 � 7 6 3x4= 1.514 11 3x4= 3,,4= 3x8 11 r— 31pO r 11-104 198-0 310-0 8-00 7-10-0 IADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/dee PLATES GRIP LL 30.0 Plates increase 1.15 TC 0.82 Vert(LL) -0.03 6 >999 M1120 197/144 'DL 10.0 Lumber Increase 1.15 BC 0.51 Verl(TL) -0.14 6-7 >999 :LL 0.0 Rep Stress Ina YES WB 0.36 Horz(7L) 0.02 4 n/a :DL 10.0 Code BOCAIANS195 1st LC LL Min Well=240 Weight.90 lb -MBER BRACING IP CHORD 2 X 4 SYP SS'Except* TOP CHORD Sheathed or 3-11-0 oc purlins, except end verticals. 1-2 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )T CHORD 2 X 4 SYP No.2 =BS 2 X 4 SPF Stud EDGE ]ht:2 X 4 SPF Stud :ACTIONS(lb/slze) 8=969/0-1-8,4=1140/0-3-8 Max Horz 8=47(load case 2) Max Uplift 8=-274(load case 4),4=427(load case 4) )RCES(lb)-First Load Case Only rP CHORD 1-2=-795,2-3=-1078,34=-1227,4-5=29,1-8=-930 )T CHORD 7-8=-0,6-7=700.4-6=1080 EBS 2-7=-311,2E=428,3-6=-45, 1-7=829 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf I chord dead bad and 5.0 psf bottom lard dead load,0 mi from hurricane oceanline,on an occupancy category 1,condition I l enclosed building.of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 274 Ib uplift at joint 8 and 427 lb uplift stjoint 4. This truss has been designed with ANSI7TPI 1-1995 criteria. S*jE OF lyzi Y O )AD CASE(S) Standard QBEµ W. � e N 0 V �Vn A 063030 �OFESSION�'�" ! November 16,2001 IAARNINO-r U. 4eipn pa.rarrletere sari READ NOTES ON THIS AND%VERSE % � Deskm valva to use Doty with M6ex .b11Ky of Ink n<fign k boson only upon parameters f ern.and k for an individual p.irdinq component to be Instated and I ng shown h lot ADploabi01 OI tlesgn parameters and proper Fcorpora l t of cr ry brat l k respon,.iro OI tlulltllnq c.noner-not Lugs de%tgneiresoorrit Bracing t shown k for laterdditiolalD r l of Int brach web members only.AtltlBk the temporary bracing to hsure sta ug durinq den.... bn k the regarding fa or the erector.Additional rage,dell bracing of the bract g. onsu k the ms uglily St nd the buildinDSI-59 racing er. For general and His-9i r arrati nq fabrication.quallty 1—Incontrol. hhen4e,nellvery,erection and bracing.consu4 G51-a4 hlo D& .Madison. Dsi-80 iro0lnq specRleatbn,and XIR-91 M iTek® eontlllnq Imtolling oM Rrpelna Recommen4albn avauabb rrom Iruv%ols NetBule.583 D'OrgM1b Drlve.Madkon,W153)10 russ cuss ypa ry ns mopes est ence ast anon, 11663549 JNSTAN C147 ROOFTRUSS 1 1 o tional ASSAUSOFF LK CUMBER,MEDF 1/63�� 1 s f'S 1 r e us nes, nc. ue ov 3:::3b—Z 0 age stag I - atao t4ao _ 19ao 21ao 510-0 4-0-0 d-160 5-0-0 2-0-0 Scale=1.39.3 4X8= 5.5= 600 12 2 3 1.5X4 i 5x5 4 4 i o 5 19 9 8 7 3x4= 1.5x4 II 3.4= 3x8= 3x8 I 510-0 410-0 19A-0 5160 4-0-0 9-16a ate Offsets - 3 e JADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.D4 7 >999 MI120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.27 5-7 >857 ;LL 0.0 Rep Stress Ina YES WB 0.35 Hoa(TL) 0.02 5 Na :;DL 10.0 Code BOCA/ANS195 tat LC LL Min Well=240 Weight:99 Ib )MBER BRACING JP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11.7 oc ped or except end verticals. JT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bratlng. 'EBS 2 X 4 SPF Stud 'EDGE ght:2 X 4 SPF Stud JACTIONS(lb/size) 9=969/D-1-8.5--1140/0-3-8 Max Hort 9=92(load case 2) Max Uplift 9=-274(load case 4),5=427(load case 4) JRCES(lb)-First Load Case Only )P CHORD 1-2=-853.2-3=-907.3-4=-1011.4-5=-1391,5-6=29.1-9=-910 )T CHORD 8-9---0.7-8=757.5-7=1212 EBS 2-8=-205,2-7=250,3-7=94,4-7=-346, 1-8=820 OTES This trusts,has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 Ilselop chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end vre is or cantilevers exist,they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip Increase is is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss;to bearing plate at joint(s)9. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 274 Ib uplift at joint 9 and 427 Ib uplift at joint 5. This truss has been designed with ANSI?PI 1-1995 criteria. ! S*S� pF NEW j'O feel )AD CASE(S) Standard C3 T4 W. • w tP r16 063030 �OFEUIOO- I November 16,2001 wAslrmo-e u ay rfi parilMrsk tonne toss ne w lgnIsNOTES � Design van is use Dory with MOek connectors.Loh p<no 4 based pr upon parameters sftcom and h for p NEIVtty of building component to be Nestled and loaded w nIs Apal support of design parameters and proper Ncaporatbn of component k to Inure stty or pulping donstru -nor buss designer.8lcolnq shown t Voltar latedCll support al nt bcaal web members only.Aure Is t l temporary bracingthe to lucre ltdesig designer. ingFor general tionGuidance h the regardin lllty ri the erector.AtlaRbnal permanent delivery. ere of the overall g.cone h iM respansiblay of the buI 59 mciing li, For general gulaan91 renal ing bbricatbn,quality control,storage,de Mall er,from ontl bracing,tut,, D'On CualRv ,Mcaled,,88580 Iraelrp SpecBbalbn,and HIB-91 M iTek® 9arMllrp Mrtaillrq and 8raclrq RKxxnmerWotbn avalbbb room truss%ale Institute,583 D'Onolrb Drive,Matlhon.WI53710. 1 Nss Nss ype y y lopes est ence ast anon,NY 11663550 rNSTAN C149 ROOF TRUSS 1tional4SSAOS ER�.1E0 14. —SIF sJ54: 1 ec us rs, he ue ovt age 7-too - tsao 196 21ao 7-10-0 6-10-0 6-0-0 20-0 4x4= Scale=1432. 2 600112 3x4 3 5x5 i 1 1 4 0 5 8 7 6 3x4= 15x4 H 3x8= 1.5x4 II 3x8 11 7-10-0 1 13-8-0 1 19d-0 7-10-0 5100 6-0-0 e Offsets [4:0-0-0.0-0-12.. ge ADING(pso SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.04 6 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.127-8 >999 LL 0.0 Rep Stress Ina YES WB 0.52 Hoa(TL) 0.02 4 Na DL 10.0 Cade BOCAIANS195 1st LC LL Min Well=240 Weight:95 lb 1 MBER BRACING P CHORD 2 X 4 SYP SS*Except- TOP CHORD Sheathed or 4-7-10 copurlins, except end verticals. 2-5 2 X 4 SVP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. T CHORD 2 X 4 SYP No.2 _BS 2 X 4 SPF Stud _DGE Iht:2 X 4 SPF Stud ACTIONS(Ib/size) 8=96970-1-8,4=114070-3-8 Max Hors 8=-106(load case 2) Max Uplift 8=-274(load case 4),4=-427(load case 4) RCES(lb)-First Load Case Only P CHORD 1-2=-818.2-3=-818,3-4=-1401.4-5=29. 1-8=-892 T CHORD 7-8=0.6-7=1227.4-6=1227 =BS 2-7=191,3-7=-567,3-6=117. 1-7=763 iTES This truss has been checked for unbalanced loading conditions. This truss has been designed for the Wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 274 Ib uplift at joint 8 and 427 Ib uplift at joint 4. This truss has been designed with ANSI/TPI 1-1995 criteria. S*S5 OF NFfN YO ,AD CASE(S) Standard 5�QaEN W. 6 [ • C bey m1 cow Ids r F� 053030 �OFESSIOIrko- November 16,2001 Design valid far use only wnh Maek connectors.This design IS basetl only upon parameters shown.and k lot an Mhidual b Sding component to be � Instalbd and boded vertically. Applaablllty of design poramelers and proper Incorporation of component k responsbiny of b�iSang designer-not truss designer.Bracing shown k for lateral support of IndNlaual web members onty.AddXbnal temporary bracing to Insure stability during constiuclbn Is the msoonablllly of the erearor.Addixtnol permanent bracing of the overal structure Is the respondbsity of the bulidkq designer.For general guidance regarding labrbarbn,aualay control.staage,delNery.erection and bracing,consu8 OST-aa Quality Standard.DSF-a9 Inscing Spec8ka8on.antl HIB-91 M iTek® Handling Installing and Bracing BecommetMalbn ovoBab 14 bfrom Truss a1e Institute.513 D'Onofrlo DrNe.Madeon,W161719. o runs =R71F pe ty ��ZFJ-Inc. anlopes eso enceast anon,;ONSTAN C150RUSS 1 11663551 nNASSAL 5 63 s ug 0 2001 MI a nus es, uNov : D. age -2U 3-103 785 41.28 125-81 16-1.11 19813 1 238-0 258-0 2-00 3103 383 383 X 13-0 38-3 383 3103 2-0-0 Stale=1:52. 5x8= 6x6= 5 6 3x5 3x4 6.00 12 4 7 rx 3x10 9 >3x4 C rx to 3 8 rig 2 9 m l + lamo 4.8= 17 16 151413 12 11 3x4= 4x10 11 4x4= 3x4= 3x4= 2x4 II 7x12= 31_76-5 11.28 12-581 1&1-11 F 19-9-9 I 238-0 � 3103 383 383 13-0 363 383 &103 'ate els - 1 .OADING(psr) SPACING 2-0-0 C51 DEFL in (loc) Vdefl PLATES GRIP "CLL 30.0 Plates Increase 1.15 TC0.22 Vert(LL) -0.09 17 >999 M1120 197/144 "CDL 10.0 Lumber Increase 1.15 BC 0.63 Veft(TL) -0.14 17 >999 ;CLL 0.0 Rep Stress Inv NO WS 0.91 Horz(TL) 0.05 9 rVa 1CDL 10.0 Code BOCAIANS195 1st LC LL Min Vdefi=240 Weight:354 lb .UMBER BRACING "OP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or SSI oc purlins. ;OT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling dtreglly applied or 10-0-0 oc bracing. VEBS 2 X 4 SPF Stud tEACTIONS(INsize) 2=4833/0-3-8,9=1998/0-3-8 Max Hoa 2=-96(load case 2) Max Uplift 2=-1473(load case 4),9 670(1oad case 4) ORCES(lb)-First Load Case Only OP CHORD 1-2=35,2-3=-9529,34=-4817,4-5=-2893,5L=-2503,6-7=-2773,7-8=-3156,8-9=-3494.9-10=35 30T CHORD 2-17=8413,16-17=8413,1576=4309, 14-15=2626, 13-14=2626, 12-13=2823, 11-+2=3084, 9-11=3064 VEBS 3-17=4224,3-16=4655,4.16=2272,4-15=-2439,5-15=1770,5-13=-642,6.13=1024,7-13=-489, 7.12=215.8-12=-296,8-11=74 VOTES (8) This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind bads generated by 90 mph winds at 25 It above ground level,using 5.0 pall top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,conition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or canlil exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 1 Provide adequate drainage to prevent water ponding. ') Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1473 lb uplift at joint 2 and 670 Ib uplift at joint 9. �)This truss has been designed with ANSt1TPl 1-1995 criteria. ;)2-ply truss to be connected together with 1 O Common(.1 48"x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. *j6 OF NEW Y i Bottom chords connected as follows:2 X 6-3 rows at 0-4-0 oc. l O Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 5 cifµ W 9� :)Special hanger(s)v connection(s)required to support concentrated load(s)4150.O1b down and 1176.011bup at 3-10-8 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. t)Truss CI 56G intersecting bottom chord at joint 17 to be connected with Simpson HGUS26-2/2ply/2x6(SYP/DF 1.15Dn N • 9 �g 1.331.1p)or equivalent. This connection supports a maximum download of 4250 Ib and a maximum uplift of 2255 lb. - I Follow Simpson installation recommendations for hanger connection. n C .OAD CASE(S) Standard a6- 1) Regular.Lumber Increase=l.+5,Plate Increase=1.15 063090 V Uniform Loads(pit) Vert: 1-5=-80.0,5.6=-80.0,6-10=-80.0,2-9=-20.0 OFESSIOIA Concentrated Loads(lb) Vert:17=4150.0 I November 16,2 01 AWAR FINN-Vshr-W design Parameter:and READ cams ON THM AND REVERSE SIDE EEPORE USE. Desgn valld for use only wPh Maek connectors.Ink design is based arty upon parameters mown,and k for an individual punding component to be � klstaised and toddled verlicalty. ADPBcoblley of design parameters and proper incorporation of component 6 responsibility of building designer-not truss designer.Bracing shown is for neral support of kfotyldual web members only.Additional lemporory bracing to Insuro dobf fy during construction a the responablilty of the erector.Additional permanent bracing 01 the overa0 structure is the responslblllfy of the building designer.For general guidance Manci Installing and Bracing Recomsmenalallon available from fuss Ratelinstitute.643 D-OnoOb Drive.Madison,W1 M719. apeclncatbn,and HIS-91 M!Tek® russ russ ype ry =nsantopes ence astnon.SIT11663552 ONSTAN C151 ROOF TRUSS Ig35AU-$ ZR[UMBER,MEOFORD,NF 11763 4.2 5 5 e c n us nes, nc. ue ov 1 1 1 age -2-00 Soo 310-0 13-10-0 18A-0 _ 2341-0 25-0-0 2410 5430 4-10-0 4-0-0 4-10-0 54 2-0-0 Saale=I s5o 5x5= 4x8= 4 5 600 12 1 5x4 1.5x4 3 6 W ® g 7 q 1 W 8 I� 3x5= 11 10 9 3x5= 3x8 11 3x8= 3x4 = 3x4= 3.811 310-0 13.10-0 23 _ 310-0 400 310-0 ate Oftets ge e JADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.07 11 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.70 Vert(rL) -0.30 7-9 >944 :LL 0.0 Rep Stress Ina YES WB 0.23 Horz(rL) 0.05 7 n/a :OL 10.0 Code BOCAIANS195 I 1st LC LL Min Vdefl=240 Weight: 113 lb JMBER BRACING DP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-4-1 oc purlins. JT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. 'EBS 2 X 4 SPF Stud 'EDGE cit 2 X 4 SPF Stud,Right 2 X 4 SPF Stud 3ACTIONS(Ibtsize) 2=1340/0-3-8.7=1340/0-3-8 Max Hoa 2=86(load case 3) Max Uplift 2=-483(load case 4).7=483(load case 4) ORCES(lb)-First Load Case Only 3P CHORD 1-2=29.2.3=-1798.34=-1433,4.5=-1289.5-6=-1433.&7=.1798.7-8=29 JT CHORD 2-11=1567,10-11=1289.9-10=1289.7-9=1567 IEBS 3-11=-322,4-11=283.5-11=-0,5-9=283,6-9=-322 ,OTES This truss has been checked for unbalanced loading conditions. i This truss has been designed for the wind bads generated by 90 mph Winds at 25 It above ground level,using 5.0 psf by chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the 1 plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4831b uplift at joint 2 and 483 lb uplift at joint 7. This truss has been designed with ANSUTPI 1-1995 criteria. SE JAD CASE(5) Standard yqof VFW P N W Y�9 r i ` + w cit L 063030 �V DF'f3S100, I November 16,2001 on rxirifun,wer•an � Design volld rot use only with MOek conneclols.Ink design 4 based only upon posameted Mown,and Is for an IndNldual building componenl to lx d�stoledesigner and lootletl shown h l vertically. ADaticabiny of design individual web sr and DloDel McdDora if of component k 10 InSUslblkty of building detioneconstruction ti not truss d s,,Ory awamg Mown k lot btelol fuppon or Int b,.al web member only.Additional 1,the tem Ddary bwoing to unan sldesig dutlng condmolbn 4 the Ie,cedin tllty ire fabrication,quoM COnikmal permanent .....e of Mn dVOIGNotoci shadure k the r Qualls,s of the Dse-8 g ..Ing m.Poi general guidance Harding instalwh,i and Bracing 9ecomsmerWatb Iavalllabb omn asixs Plot!InD0hoe.6 13-0.1110 ODMve.Madison.W1632,0 ting Speclncotlon,and NIB.91 M iTek® 1 fuss loss ype y 11s anlopes as tine ast arlorl, 11663553 ONSTAN C152 ROOFTRUSS 1 1 o tiona0 IASSAO-SUFE CRIDMBER�vIE 1 1 s 01 1 tic ustnes,Inc. ueNo�3T6�:D739-260 Page -200 4-0-0 7-100 11-100 1510-0 1980 2180 25.8-02-00 4-0-0 1100 4-00 400 1100 4-00 2-0-0 Scala=146.0 SX5= 3.4 = 5x5= 4 5 6 600 12 1.5x4 Q 1 5X4 3 7 q e 4 2 9�o 01 4x4= 12 11 10 4x4= Sze II 3x8= 3x4= 3.8= 3x8 11 7-10-0 15100 1 2380 ]-160 B-0-0 7-100 ate Sets ge -0- - 4: -4 [8:0-0-0 bT$1 f675-5:3-E. 9e JADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.07 12 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.20 10-12 >999 ML 0.0 Rep Stress Incr YES WB 0.22 HOtz(TL) 0.05 8 Na :DL 10.0 Code BOCA/ANS195 1st LC LL Min Vdee=240 Weight: 113 lb JMBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-0 oc pudins. )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-1 oc bracing. EBS 2 X 4 SPF Stud EDGE ft:2 X 4 SPF Stud,Right:2 X 4 SPF Stud JICTIONS(lb/size) 2=1340/0-3-8,8=1340/0-3-8 Max Hoa 2=71(load case 3) Max Uplift 2=-483(load were 4),8=483(load case 4) ORCES(Ib)-First Load Case Only )P CHORD 1-2=29,2-3=-1878,3-4=-1619,4-5=-1461,5.6=-1461,6-7=-1619,7-8=-1878,8-9=29 )T CHORD 2-12=1624,11-12=1607,10-11=1607,8-10=1624 EBS 3-12=-199,4-12=404,5-12=-214,5-10=-214,6-10=404,7-10=-199 OTES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind bads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category 1,condi ion I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or carfUlaters exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 483 Ib uplift at joint 2 and 483 Ib uplift at joint 8. This truss has been designed with ANSIrrPI 1-1995 criteria. SE OF NEW JAD CASE(5) Standard h~Q�E24 W. ,��9 1r[� It: X ~ W LP 063030 iaV OFESSIOHti' November 16,2001 WARNaN0-Vrerffy".1gin pprnme m � Design valid toa use only with Meet connectors. sig para 4 parameters an only upon Parameters;shown.and t s r an htllviaual blulUhg component to be in,wheddesigns and ing Sh Shown %lot Appll ablifty,wrool of design pagmatms rnd propel Ncorpora l l of oor y brach 4�o hirufs,stability of during designecentre ti not Imo .sno nsi Bmof t [Mown b to btmol•lppo4 0l Int web member onry.Afire Is th temporary baking io Insole desi r Far general h he regardin fa of ire erecta.Additional permanent bracing,efer Io the overallaci amours k the r Quality st of rd.DSIbuilding designer a general gultlance Handling regarding balling an,quality conooL[toroga,tlewery,bW from n and blacing,comux OSi-85 Quality standard..55.89 lmeing specRlcallon.and NIP-el M iTek® Nentlllnp In[lallleg and Rracing RetommeMalbn avalbbb Irom Iruu Pbta M[18uts,583 D'Onof[b DrF,e,Motlkon,WI53)1 p. E- russ russ ype ty y nstantopes est ence asl anon. - 1663554 JNSTAN C153 ROOF TRUSS 1 I1 -2dI614 0lional) A-S LICLUMBER,MEDFORD. 91176 --3"2 1 1 s Ct'91 1 1 e c n ustries ue�ov T3�:OFdO-200�age 1 -2-0-0 34)9 5169 _ r_ 9-10-9 1}9-7 + 17-10-0 20$0 �_ 23-8-0 _ 25O 241-0 3-0-0 2-169 44)_9 3-10.13 4P9 2.160 340.0 T 2-0-0 Sol 1:46.0 6.8= 214 11 3x8= 7.8 = 4 5 6 7 6.00 12 3x4 4 3x4 C 3 8 2 9 8x6= 17 16 1s 14 13 12 11 sx6= 2x4 11 3x4= 3x8= sits= 2x4 a 3x8= 2x4 11 341-0 1 516-0 9-10.9 9.7 17.169 2080 r- 23-0-0 � 3-0-0 2-10-0 4d9 3-10.13 4419 2.10-0 34)0 d0 se5 4, -8 T JADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Well PLATES GRIP :LL 30.0 Plat�In.p�.se e 1.15 TC 0.27 Vert(LL) -0.15 13-15 >999 M1120 197/144 ;DL 10.0 Lum1.75 BC 0.97 Vert(TL) -0.25 13.15 >999 ;LL 0.0 Repa NO WB 0.67 Horc(TL) 0.08 9 n/a :DL 10.0 CodAIANS195 1 st LC LL Min Vdefl=240 Weight: 161 Ib 1MBER BRACING )P CHORD 2 X 6 SYP N0.2 TOP CHORD Sheathed or 3-&0 oc pur ins. )T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. EBS 2 X 4 SPF Stud :ACTIONS(lb/size) 2--2274/0-3-8,9=2274/0-3-8 Max Hoe 2=57(load case 3) Max Uplift 2=-922(load case 4),9=-922(load case 4) )RCES0b)-First Load Case Only JP CHORD 1-2=35,2-3=-4111,34=-3884,4-5=4491,5E=4491,6-7=-3543,7-8=-3884,8-9=4111,9-10=35 3T CHORD 2-17=3614,16-17=3614,15-16=3507, 14-15=4491,13-14=4491, 12-13=4491,11-12=3614,9-11=3614 EBS 3-17=58.3-16=-165.4-16=818,4-15=1221,5-15=-144,6-15=-0,6-13=580.6-12=-1195,7-12=1546,8-12=-765,8-11=58 JTES (/-8) This truss has been checked for unbalanced loading conditions. This buss has been designed for the wind bads generated by 90 mph winds at 25 it above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad.0 mi from hurricane oceanline,on an occupancy category 1,condition enclosed building,of dimensions 45 it by 24 it with exposure D ASCE 7-93 per BOCA/ANS195 If and verticals or cantilevers I exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the I plate grip vlcrease is 1.15 Provide adequate drainage to prevent water porMing. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 922 lb uplift at joint 2 and 922 lb uplift at joint 9. This truss has been designed with ANS17TPI 1-1995 criteria. Special hanger(s)or connection(s)required to support concentrated load(s)421.31b down and 198.71b up at 17-10-0,and 421.31b down and 198.71b up at 5-10-0 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. Truss)or equival ding bottom chord at 24"ports aobe connected with maxtmum download of 645 Ib and a maximum uplift of 935 Ib.Son Follow Z*tOF NEkr y0 Truss or intersecting bot connection rd at p Simpson installation recommendations for hanger connection. y Truss C143 intersecting bottom chord at joints 12&i6 to be connected with Simpson SURL26/lply/2x6Min(SYP/DF x w 1.150n 1.331.1p)or equivalent. This connection supports a maximum download of 590 Ib and a maximum uplift o(720 Ib. Follow Simpson Installation reoommendations for hanger connection. W DAD CASE(S) Standard Regular.Lumber Increase=1.15,Plate Increase=1,15 Uniform Loads(plo tpVert = Concentrated Loads(lb14=-80.0,4-7=40.0,7-10=-8G.0,2-16=-20.0. 12-16=-148.5.9-12=-20.0 4 -7=40.0,7-10=-80.0,2-16=-20.0, 12-16=-148.5,9-12=-20.0 fiO7 0163030 Vert:16=421.3 12=421.3 OFESSIONNv November 16,2001 WAn vaso l t u designwith p Wait ce en s b T � Deign van ror atee only w8h Mnek connof ink design k Basan Only upon of ometen f component and t Ica sp FCNltluol bulltlinq component to be hslodeli ne and bppetl vershown of r Applicabilitysupport of f inciN lwebparameters and propel IncOlpola t of oomponeN k to assure sty of loulalliny during desknconstiel-not buss aesbnel.lily of t shown k 1. lotelat tuppOlt OI InC b,oci web members Only.Additionallitthe temporary ly of the 10 Insure stability designer r general Qu k the les ording Ila ri the alquali.ity contbnal pem ore,,de h bwalecng,election me overall tl ctunscool k the l Quality si or rd.OSS-59 mcing el.fol general and Hance letridUh q Installing end 91-I 9 aecamtmentlmbn avaly.lhbb ll om i uss Platelln titin., D'O l Dfl e,Madison.W153719.aclnq SpecNkailon,antl MIB-91 M iTek® Nan011eq Inetalll r- cuss cuss y� ty y nstan Dass es nce ast anon, NSTAN C154 ROOF TRUSS 2-�- 11663555 o tional' r5SA0 SOFF IZ-FLIED 4-1775 - 1 s 1 I e n us neT ue ov 1 : 7:d1 2b 41-7 2-9-15 1-7-7 280 15A II 4 4.24 12 3 2 / 5 0 4x8 4.24 12 6 8x8 1 3x4= 1-9a 4-1-7 1-9a 2J 4 II�Sets - -i-1 ,ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/de8 PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.86 Vert(LL) 4.00 6 >999 M1120 197/144 4 DL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.17 1-2 >209 LL 0.0 Rep Stress Ina NO WB 0.03 Hom(TL) 4.00 5 Na j .DL 10.0 Code BOCAIANS195 Iat LC LL Min Well=240 Weight:25 Ib 4 MBER BRACING ,P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-1-7 pc purlins, except end verticals. IT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. =BS 2 X 4 SPF Stud :ACTIONS(lb/size) 5=134/0-1-8.2=311/0-4-15 Max Hoa 2=111(load rase 3) Max Uplift 5=40(load case 3),2=.251(load case 2) RCES(lb)-First Load Case Only P CHORD 1-2=33,2-3=-125,3-4=-0,4-5=0 )T CHORD 2-6=111,5-6=133 -BS 34=54.3-5=-122 rTES (5) This truss has been designed for the wind loads generated by 90 mph winds at 251t above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condition 1 enclosed Melding,of dimensions 45 R by 24 It with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase Is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 Ib uplift at joint 5 and 251 b uplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria Connecting comer jacks may be fastened with two 16d tare nails(maximum load 178 lbs.)in top and bottom chords.Toe nails to be installed in accordance with NDS recommendations. 'AD CASE(S) Standard E OF NZew Regular.Lumber Inaease=1.15,Plate Inaease=1.15 Uniform Loads(plf) EN W. �9 Vert:1-2=-80.0 Trapezoidal Load$(plf) Q, Vert.2=-1.74o-6=44.8,6=-44.8-10.5=-106.1 � �y tiPi Z �U S11 S November 16,2001 Design valid only use onWeiish Meek Correctors.Thegg design k based pr upon Parameters Mown,and b roe an Yglvgyof qusorto component to be installeddesigner and boded yrslshown h for ADPpaabpoffy of,inc Ni pal web rs and proper Incorpoea l t of Component o 10 insufs,stability of during oostnconshee-not hues tlesbner Biaclnt Mown E los bleeol suppler of IeltlNbual web members only.Additional Is the temporary by Of the to uitan desier.For general bn p the regardin filly of the n.quality A Contra sl tamanent delivery. ere of the overa0 mu onsu k the 6 Quality of Ilse bapolnq designer.S.For panoral and re9ortlmq Iu'OhIn Otu quanly control,stoeape,tleovoll,ere tionfrom and oroclate Institute, tuts, 051-88 Oo D,N Stand iso, 53 tracing Specebalbn,and NIB-91 M iTek° aantllirq Irutalling aM praclnp pecemmMAalbn avalbbb from Truss Rgla hxlllute,5&1 D'Onolrb Drive,Madison, W I5])1 a. o Muss russ ype ty y nstantopresResidence Eas anon, 11663556 )NSTAN C155 ROOFTRUSS 2 1 o tb W a�$7(U$pFF 1R LOMBEItTvIEBFOR 176 �.3�7 —SR s t I enus nes, nc. ua ov 1 1 1 age F -2-0-0 t-1-12 360 244 1.1-12 1-10d 1.5x4 11 4 Scale=1.128 3x4 i 6 00 12 3 2 5 3x4 o d d 3x6 11 6.00 12 656= 1 3.4= 141 3-0q 168 141A ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.00 2 >999 MI120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.04 1-2 >592 LL 0.0 Rep Stress Ina YES WB 0.02 Hou(TL) -0.00 5 n1a DL 10.0 Code BOCAIANS195 7sl LC LL Min Well=240 Weight:17 Ib MBER BRACING I -P CHORD 2 X 4 SYP No-2 TOP CHORD Sheathed or 3-0-0 pc purlins, a end verticals. -T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0-0.0 oc bracing. =BS 2 X 4 SPF Stud =DGE 1:2 X 4 SPF Stud 'ACTIONS(lb/size) 5=135/0-1-0,2=307/0-3-8 I Max Horz 2=170(load case 3) Max Uplift 5=-75(load case 3),2=-154(bad case 3) )RC •First Load Case Only P CHORD 1-2=29,2-3=-136,34=0,4-5=-68 ,T CHORD 3-6=.24. -5=114 .BS 3-6=-24,3-5=-702 )TES This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 ps1 t p chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category 1,condilgqppn I enclosed building,of dimensions 45 R by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or canGlellam exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.75,and I e plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 75 Ib uplift at joint 5 and 154 Ib uplift at pint 2. This truss has been designed with ANSI/TPI 1-1995 criteria. 'AD CASE(S) Standard SrS(p OF HEW yO t4 W. L �� 063030 ?V OFE9SIOH��' November 16,2001 wr,h vara- r U design pilrcMffek vtm � Despn vaPd or use only with MBeh connectors.Theggi tlpara h Basan only upon parameters shown,one h for an Individual of p.ming component to be dei iged and 1patletl.h h to, Appl DDCMy OI tlhdiv uala web m mb proper Ncolpoialbn of component h 10 a tre sty of V du ing dedanel-not Muss tlenpno Bwolnp stwmn h 10A lateral al ppo4 0l Int b,a al web member only. tune 1;nh temporary bmcf the l Insure sdle,ti y1 dutlnp nIlonguidance h the letpondbNlo of then.gvor.Additional s rage.dent ,y,election io ire overalls,consult h the respondbllst or aha OSS-37 tledpnel.Foranon,general and HIS-91 lepodtllg bblbatbn,greats Cbntlot slorape,on.,r i erectbn antl Wae consult a8T-86 OwIBw Standard,D51-40 Brpclnp Spee8leallon,prW HIB-91 M iTek. MOndllrq Wlalllnq eM hrxirq BetammerWalbn avalbbb Isom iluss rale halltute,583 D'OnoM1b Dllve,Motllson.W153710. Muss Mur s ype y Cons an open as ence ast Marion,NY )NSTAN Ci55G ROOF TRUSS 11663557 2 1 0 onal 4SSAUSUFF LK-LUMBER—.MED4.201 SRI s 1 T e n ust es, nc. ue ov 1 1 age � 2-0 1.1.12 1 36a 1 2410 1.1-12 1.164 15x4 11 4 6nb=1'12.8 600 F12 3 r 2 5 m as LL 4x5 p.00 12 1 3.4= 1.341 I � I 138 141-8 iter 16:0-5-1,0-1-143 )ADING(pso SPACING 2-0-0 CSI DEFL in (bo) 1/dell PLATES GRIP :LL 30.0 Plates Ina"" 1.15 TC 0.44 Vert(LL) -0.00 6 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.04 1-2 >575 :LL 0.0 Rep Stress Ina NO WB 0.04 Hoa(TL) -0.00 5 n/a :DL 10.0 Code B0CAIANS195 1st LC LL Min Well=240 Weight: 19 lb IMBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0pc purlins, except end verticals. )T CHORD 2 X 6 SYP N0.2 BOT CHORD Rigid ceiling direc8applied or 10-0-0 on bracing. -BS 2 X 4 SPF Stud :ACTIONS(Ibfsize) 5=229/0-1-8,2=400/0-3-8 Max Hoa 2=228(load case 3) Max Uplift 5=-119(load case 3).2=-172(load case 3) )RCES(lb)-First Load Case Only )P CHORD 1-2=32,2-3=-250,3-4=-0,4-5=-127 )TCHORD 2E=203,546=212 =BS 3-6=-68,3-5=-190 )TES (5) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf IQp chord dead load and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category 1,mndit`j{roln I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantile ers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 7.15,and t e plate grip increase Is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1191b uplift at joint 5 and 172 lb uplift at joint 2. This truss has been designed with ANSIrFPI 1.1995 criteria. Truss C756 intersecting bottom chord at 24"o.c.to be connected with Simpson LUS2611ply/241rilin(SYP/DF 1.1 Son 1.33Up)or equivalent. This connection supports a maximum download of 645 It,and a maximum uplift of 935 Ib. Fellow Simpson installation recommendations for hanger connection. )AD CASE(S) Standard r(*t6 OF NEW YO Regular.Lumber Increase=1.15,Plate Increase=7.15 h EN W. Uniform Loads(pit) Qa ale 'j' Vert 1-2=-80.0,2-4=-148.7.2-6=-20.0.5-6=-20.0 ,_ (q 7— rr A r a ry dy �� 063030 ��V �OFESSIOW,%- November 16,2001 AWARMNGf • wan mirek ce en Design van for use only MA App connectors. sig design k basetl only upon Oorpmetea 1 com,and k far an FitlNbual]�{uA iinq component to be Insbibtl 8,0bodod1nC sh vel for APpilaabiley of design pammebu and proper Incwpora l h d component k iesponslbaty of V ucuilna conium -not buss tlespnsi Bey olf t eN ere k to labral al p r of NtlN bracing web members only tune is al lampdpry bio f the to Noma ibblllfy tlwlnq general gui k the regordi g fo of the n.ci erector.Atltlkbnol permanent ry,election of the overall strig,coub k IM 145 Quality stity of trio bulbinq drihslghracing i.For general qubanc1 f ansill nq tpbrbatbn.quocInU'Y Rocol storage,tls v ail aefrom ontl btackfq,oonsutt QST-1145 Quality Drive. .ivic aro DSl53 tracing Speckiopibn,orW MIB-01 M iTek® MaMlirq WlolOrg aM�rpplrq aepgflmMtlalbn available from truss Rorie Insikuie.Sea D'Onofrb Drha.Matlkon.WI S]219. cuss Ein- ry y s an opes est erxx• est anon, 11663558 NSTAN C155 2 1 o tional 1S-SAU$DF BER McDFOR 4. s 1 e c n usmes, nc. ue ov 1 age 1.2-1 4-1p8 t'2'1 4x8= 38-7 5.5= 3 Scale=1.8.1 6.00 12 2 1 R 3.6 I I 6 1 5x4 II 5 3*4= 4 3.4= 1.Sa4 II 081 1-2-1 2-10-8 4-108 0-8-1 D60 1$8 2-0 ite s _ 1- _ _ _ _ 0- 4 ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 6 "99 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 6 >999 LL 0.0 Rep Stress Inor YES WB 0.07 Hoa(TL) 0.00 4 Na DL 10.0 Code BOCAIANS195 1st LC LL Min Vdeft=240 Weight 21 It, MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-10-5 oc purlins, except end verticals. j rT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. =BS 2 X 4 SPF Stud :DGE C 2 X 4 SPF Stud -ACTIONS(lb/size) 1=230/0-3-0.4=230/0-1-8 Max Hoa 1=67(load case 3) Max Uplift 1=-59(load case 3),4=-71(load case 3) )RCES(lb)-First Load Case Only P CHORD I-2=-287.2-3=-I57,34=-212 rT CHORD 1-6=226,5-6=231,4-5=0 =8S 2-6=28,2-5=-82.3-5=171 TIES This truss has been designed for the Wind bads generated by 90 mph winds at 25 It above ground level,using 5.0 psf p chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane coeanline,on an occupancy category 1,Condit n I enclosed building,of dimensions 45 R by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip Increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 Ib uplift at joint 1 and 71 Ib uplift at joint 4. This truss has been designed with ANSVTPI 1-1995 criteria. SE of New ,AD CASE(S) standard h~QaEt1 W. y ` .• A ry+ a rP 463030 F.2� �4FfSS10N��' November 16,2001 AWARNING-V.,W sit,,zlonad.0aiar...ddrRE.W NOTES ON T� � Design vola for use only with Welt connectors.The design Is bond only upon parameters shown,and If for an Individual Wing Com Doneninstat to De designer. and boded wn Is l vertically. ADDMcupporliftV of individual parameters and proper IAd itiora if of component k to insure stry of Atllna designer-not Truss desbnei.9rdcln1 shown k for bleiai support n in t ascan web members only true k the temporary bracllth to Insure sto sr' durina general qui k the reiponvblllfa ri Ito erector. Addltlon0l permanent ry,of a of the Overall aroci g..owe k the res Quality St of the[151.119 designer. For general au bance lt.dlil p lobrlcdlbn,auolltin ccntlol shape,delivery,erection and bracln,1 CO..58 D'Orrr Oualay ,Madison. .Wl Uaclnp spat Xleatbn,and X10.91 M iTek® kandllna Installing and featnp Yecanmwwdtbn avalbbb Irom truss Rats bslXule.583 D'Onolrb Drive,Madkdn,W153)1 p. suss runs ype =SRlsOct292 y ishan apes est ence est anon, NSTAN C156G ROOF TRUSS 2 11663559 Donal MBrR-. ED 1 4.201l e n ustnes, nc. ue ov 1 :4 1 age 1 1060 toxo 2x4 11 3x4= 3x4= 2x4 If Scale=1:19.2 1 2 3 4 Ell V4.4= 6 5 6x6= 4x4= 3-0-12 566 6-114 100.0 3012 1.114 1.114 3012 - te Offsets ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl PLATES GRIP -L 30.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.04 6-7 >999 M1120 197/144 OL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.06 6-7 >999 -L 0.0 Rep Stress Iror NO WB 0.49 Horz(TL) 0.01 5 Na DL 10.0 Code BOCA/ANSI95 1st LC LL Min Ildefl=240 Weight: 131 Ib i NBER BRACING t P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 64-0 oc puffins, except end vertimis. T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 on bracing. IBS 2 X 4 SPF Stud ACTIONS(Ib/size) 7=4150/0-1-9,5=4150/0-1-9 Max Ho¢ 7=-219(bad case 2) Max Uplift 7=1374(load case 4),5=-1402(load case 3) RCES(lb)-First Load Case Only P CHORD 1-7=-404,1-2=0,2-3=-3874,34=0,4-5=-404 1T CHORD 6-7=3033,5-6=3033 BS 2-7=-4023,2-6=1387,3-6=1387,3-5=4023 TES (9) This truss has been designed for the wind loads generated by 90 mph winds at 25 If above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition inclosed building,of dimensions 45 R by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers 3xist,they ere exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the ?late grip increase is 1.15 Provide adequate drainage to prevent water ponding. Bearing at joint(s)7,5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer ]hould verify capacity of bearing surface. provide mechanical connection(by others)of truss to bearing plate at joint(s)7,5. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1374 Ib uplift at joint 7 and 1402 b uplift at joint 5. This truss has been designed with ANSI/TPI 1-1995 criteria. 2-ply truss;to be connected together with I Od Common(.148")3')Nails as follows: Bottttocm�chorddss connected asl fclo s:2 X 6-now at 0-9-0 oc.6-2 rows at 0-9-0 oc. Sr.1E OF N fk,}O 'Nabs connected as follows:2 X 4-1 raw at D-9-0 oc. h F,14 W. Special hanger(s)or connection(s)required to support concentrated bad(s)600.01b down and 202.411b up at 3-0-12,and 500.0lb down and 202.411b up at 6-114 on top chord. Design for unspecified connection(s)is delegated to the building designer. y • A Truss C149 intersecting bottom chord at 24"o.c.to be connected with Simpson HUS26/2ply2x6(SYP/DF 1.15Dn 1.33Up) b� or equivalent. This connection supports a maximum downllow Simp load of 2950 lb and a maximum uplift of 1550 Ib. Fol n installation recommendations for hanger connection. C Additional loading is from trusses C157 and Cl 58 bearing on top chord. + SAD CASE(S) Standard �� X63030 �1V Regular.Lumber Increase=1.15.Plate Increase=1.15 �OFf9$ION�� Uniform Loads(PQ Vert 1-4=-276.9.5-7=-454.4 Concentrated Loads(Ib) November 16,2001 Vert:2=-600.0 3={00.0 use my Yrs Pack co ev � 10-1 Design vaWd to use Only with MRek oonneoldd sig design k bosan Only upon poromelen rhown,ora k for an I siblUt uof bVV Jing component to be tl designer.Br ino fr wnverh l ry. Apal ctoliffysupooe o1 tleslpn pal web is ontl propel Incapoinal t of component k to insure sta of bLACkq designecentre -not Huss he esr,slly of t mown a,. bhmol support n IntlN dr.l web members n str Atlee Is the temporary braclnh to bswa stability Idmkp general guidance k ce regarding fy of me ewploi.A.ttbnol permanent bracing OI the bract ihucNm k Ina I Quality Strity of me DSK-building detgnm.Fol general gu hence Handling "citing quality conhoL storage,tleWery,elecomflon and bracing,ins.cte.58 C1i-le Quality .madrio ,11-19 Bracing Speolleptlon,and NIR-91 M iTek® apntlilnq INtaiilrtg RM lraeing RepommeMalbn avpllaDb from truss Rote institute.583 D'OnoM1b OrNe.Alatlton,W153719. �NSTAN Muss russ ype y15 ns an apes es ence as anon,NY11663560 C157 ROOF TRUSS 2 1o tional"P TSOF LR LUMBER,M 1 1 1 s 9 I e c n ust ries, no. ue ov 1 6-b7:S�7 age 1 -2-00 l 1-1-12 1 3-00 6-11.15 2-0 1-1-12 1-10-4 8-11-15 1-105 1-1-12 Scale=1:21.1 10x10 i 5x5= 4 5 60012 3x4% 3X4\ 6 3 q 7 V 2 a 4 ti 0 5x8= d I � 4 3x6 II 3x6 II a 6 00 12 a 3x4= 5.5= 5x5= 3x4= 138 118 y 6-168 B88 10-0-0 138 1.10-0 140 1-10-0 13.8 e s o-1 . -1 - -8• - 4. - - - - - t -2-41 � ACING(l SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates increase 1.15 TC 043 Vert(LL) -0.D6 9-10 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.11 9-10 >999 LL 0.0 Rep Stress Ina NO WB 0.38 Hm(TL) 0.06 7 Na j DL 10.0 Code BOCAIANS195 1 at LC LL Min Well=240 Weight:47 It, 11BER BRACING I P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed a 4-9-5 purlins. T CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. :BS 2 X 4 SPF Stud .DGE ::2 X 4 SPF Stud,Right:2 X 4 SPF Stud 4CTIONS(IWsize) 7=59210-3-0,2=764/0-3-8 Max Him 2=88(load case 3) Max Uplift 7=-187(load case 4),2=-339(load case 4) I( ,RCES(lb)-First Load Case Only ` ?CHORD 1-2=29.2-3=-875,34=-1696,4-5=-1602.5-6=.1721.6-7=-885 T CHORD 2-11=684, 10-11=708,9-10=1579.8-9=722.7-8=699 .BS 3-11=-289.3-10=881,4-10=618.4-9=23.5-9=621,6-9=893.6-8=-296 1TES (7-8) rhis truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level,using 5.0 psf lop (4 .itord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,cenditi I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cahtilev rs exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and I e olate grip increase is 1.15 provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 Ib uplift at joint 7 and 339 Ib iplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria. Special hangers)a connedion(go );equired to support concentrated loads)75.01b down and 35.41b up at 7-0-0,and 75.01b sown end 3 41b up at 3-0-0 on botom chord. Design for unspecified connection(s)is delegated to the building designer. SE OF N fk, rruss c155 8 C155G intersecting bottom chord at 24'o.c.to be connected with Simpson LUS2611ply/2x6Min(SYP/DF Sr YO 1.15Dn 1.33Up)or equivalent. This connection supports a maximum download o(645 Ib and a maximum uplift of 935 Ib. ro EN W. q Follow Simpson Installation recommendations for hanger connection. Qam 'f- Tnuss C754 intersecting at pint 10 to beconnected with Simpson SURL26/1ply/2x6Min(SYP/DF 1.15Dn 1.33Up)or �Qx quivalent This connection supports a maximum download of 590 Ib and a maximum uplift of 720 Ib. Follow Simpson ` VM - installation recommendations for hanger connection. �J a AD CASE(S) Standard Regular.Lumber Increiii 1.15,Plate Increase=1.15 N = Uniform Loads(plf) 063030 X0 Vert:1-4=-80.0,4-5=-40.0,5-7=-80.0,2-11=-20.0,10-11=-20.0,9-10=-77.7,8-9=-20.0,7-8=-20.0 Concentrated Loads(lb) Op f9S10N�� Vert: 10=-75.0 9=-75.0 November 16,2001 Venvyart agrgMa.r:qn � Design valid for use only with Mlfex connectors.This design 6 basetl only upon parameters Mown,and t for an Inalvidual building component tohstobe deli letl and ing shown wnverisfl r Applicability support of(indiv parameters and paper baaspora l t d component h to in, slbRlly of.'riding desioneconstruction -nor truss tlesbnst aucing mown b for bterat support n IntlN bracing web members only. tune Is Additional temporary bsaclnh to hswe slhu Foca general gun o ce he regardin fa of the erector. Atla tral,s rage.pem, dept ry.election io the overall structure k the 8 Quality Stlly at the buls]Ihg racing designer.For general pultlan91 T Handling fabrbalbn,Quality contra,storage,delivery.ee from antllatetracing,consult D'On Quality ,Madison. .Wl53 tracing Rpecxkatlon,and NIR-v1 M i Tek® Mantlllrq Indalllnq arta Rracirq Reoommentlatbn available from Truss Rale Institute,583 D'Onoeb Drive,Matlhon,W I53)I v. Truss cuss ype Qty y onstan opes est encs ast anon, 11663561 NSTAN C158 ROOFTRUSS 1 1 0 bona .SSAU-SQF SER,TdEDFORD, 4.201 i s 1 1 e n ustnes, co. ue ov 1 1 :a age 1 -2-0-0 1-1-12 SiFO 8-104 I 10-00 2-0 1-1-12 b10 3.10a 1.1.12 Scale=1.22.7 4x4= 4 600112 465 i 46 8 5 3 568= 6 2 pp 600 12 la d 3x6 Ii C 1 g 7 3x4= 5x5= 5.5= 3x4= r 366 II � 133 F 5-0-0 I 888 1 1000 13-8 333 388 138 e Offsets [2:0-5-4.0-1-0].[5.0-0-0,0-0-0j, -1 1 [7:0-2-8.0- -4. -4 AIDING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.06 8 >999 MII20 197/144 DL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.11 8 >999 LL 0.0 Rep Stress Ina YES WB 0.46 Horz(TL) 0.09 6 n1a DL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdee=240 Weight.491b MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11-01oc pudins. i T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 m bracing. :BS 2 X 4 SPF Stud .DGE c 2 X 4 SPF Stud,Right:2 X 4 SPF Stud ACTIONS(Ib/size) 6=486/0-3-0,2=658/0-3-8 Max Hoa 2=102(load case 3) Max Uplift 6=138(load rase 4),2=.290(load case 4) RCES(lb)-First Load Case Only P CHORD 1-2=29.2-3=-704,3.4=-1551.4-5=-1554.5-6=-713 r CHORD 2-9=551,8-9=574,7-8=586,6-7=562 BS 3-9=-208,3-8=908.4-8=1080.5-8=900,5-7=-214 TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf topp :hord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane o anline,on an occupancy category I,conditipn I ncbsed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per B0CA/ANSI95 If end verticals or cantilevers adsL they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the Mate grip Increase is 1.15 provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 Ib uplift at joint 6 and 290 Ib APIA at joint 2. chis truss has been designed with ANSI/TPI 1-1995 cdteria. AD CASE(S) Standard . 0 OF Nek, f S�QaEN W. b� m z 2 •' � w 8 0163030 �v 0 3S10NP� November 16,2001 ,&WARNING-VerVy design garamrters and READ NOTES ON TRIS AND REVERSE RM BEFORE USE. Design void, for use only wRh MBek connectors.Thio design k posed Only upon parameters shown,and k for on hdNidual banding component to Ee I o.wd and boded vedicalty. APpBco Htty of design paramelen and proper Incorporation of component k respomibuuy Or pywing designer-not truss cl iQner. Bradng shown k for bteral support of MONWUal web members only.Addnbnal temporary Nocurg to Insure slabluly dutlng construction k the responLbillry of the erecbr.Addtlbnal permanent braolnq of the overall structure k the tesp miibiuty of the bol ng designer.For general guldance t regarding Iobrlcalbn,quarry cOlnhOt storage,delNery,erection and bracing.consu4 GST-ae oualny standard,DSS-SV Bmting 5lseouba6on,and HIB-91 M iTek® IIfI Handiirsg Installing and Rraclrm ReeommeMalbn avalbbb m froTiu s Note Inst4ute.5a3 D'Onofrlo DrNe.Madison.W1 53719. I r cussTruu Type ry y onstanlopes Reslence E=asCMan JNSTAN C159 ROOFTRUSS 7 1 o tonal 11663562 A8$AO SOFF CLOMtiER—ME6 f SF2 5 0 I e nus as. nc. lue Nov age 1 -2-0 +— 1114 1 7-11-15 . 2-0a 1114 b 11 1.5x411 Scale=1.284 4 6.00 12 1.5x4-- 3 2 Y. ce 4 3.6 u 5 3x4= 3x4= 7-11-15 7-11.15 ate O se 2X53, 1-0 JADING(psf) SPACING 2-0-0 CSI DEF L in (lac) Udefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.42 Vert LL) Na - rVa MI120 1971144 :DL 10.0 Lumber Increase 1.15 BC 0.35 Vert L) -0.18 2-5 >506 ML 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 5 Na :DL10.0 Code BOCAIANS195 0 Weight:39 lb 1MBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2 X 4 SPF Stud EDGE ft:2 X 4 SPF Stud ACTIONS Qb/size) 5=385/0-1$2=55710-3-8 Max Hoa 2=398(bad case 3) Max Uplift 5=-200(load case 3),2=-197(load case 2) )RCES(lb)-First Load Case Only f IP CHORD 1-2=29,2-3=-324,34=0,4-5=-163 IT CHORD 2-5=280 =BS 3-5=-315 JTES This truss has been designed for the wind bads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top j chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I IMt enclosed building,of dimensions 45 R by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)S. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 200 Ib uplift at joint 5 and 197 lb uplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria. )AD CASE(S) Standard QF NF(q y0 h�QaEN W. � I y A - � a Led 063030 rte= �Dff9S10N1'�" November 16,2001 WARNING-Ver(Jy deetgrs parvmeter,and READ NOTES ON TMS AND REVERSE SME SEPORE USE. ..w Design valid tot use only wish Marek connectors. Ihb design Is based onty upon parameters shown.ono Is la on Indlvklualullding component to or, Installed and boded Vertically. Apptoab%tly of design parameters and proper NOoiporarbn of component k fespOrlslb111ty of�Vlblrlg designer-not truss designer. Bracing shown k toe werat support of Individual web members Only.Additional temporary bracing to Insure stability during construction k the responsibility of the ereator.Atltlkbnal permanent bracing of the overaA structure k the responsibility of the DUlltlng designer.For general guidance regarding fabrication,quality cor storage,delivery,erection and bratlng.consu8 OST-M Quality Standard,D311-59 Bracing Speclncatlon,and NIS-91 Mirek® Nandllrsq Installing and gracing eecntmen odatlarsavaliable R from Truss ale b institute,583 D'Ono9Drive.Madison.WI43719. o Muss russ ype y �nstantopes est enceastTdarion.R 11663563 CONSTAN C161 MONO TRUSS 3 7 o tional AO-S MBER.-UEDFOR 4. Is I MiTek Industries.Inc. Tue ov 1 1 . 7 age -2o - 3.106 2-0 1106 3 Scale=1:148 1.5x4 If 600 12 2 3x6 II w 4 1 3x4= 1.5.4 Ii 1166 110G Plate is [2:0-0-0,U-1-01.[2:0-5-3,0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lot) gpen PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a Na M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.04 1-2 >502 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hou(TL) 0.00 4 Na BCOL 10.0 Code BOCAIANS195 1st LC LL Min Well=240 Weight: 18 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS(lb/size) 2=350/0-3-8,4=179/0-1-8 Max Hoa 2=231(load case 3) Max Uplift 2=-158(load case 2),4=-100(load rase 3) i FORCES(lb)-First Load Case Only TOP CHORD 1-2=29,2-3=0.34=143 BOT CHORD 24=0 NOTES 1) This truss has been designed far the wind bads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,0 mi from humcane oceaniine,on an occupancy category 1,cCppndinon I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cahtilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip Increase is 1.15 2) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 3) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 2 and 100 Ib uplift at joint 4. 4) This truss has been designed with ANSlrrPI 1-1995 criteria. LOAD CASE(S) Standard �rtE or Hew ro rd�Q�E14 W. 0 M L r �O 063030 November 16,2001 0 WARNING-Ver(fg design parameters and READ NOTES OR TI IS AND REVERSE SIDE BEFORE USE. ..0 Design valla for use only with Maes connectors.this design k based only upon parameters shown.and is for on Hhd Niduai building component to be hrosed and loaded vedia0y. APPrcabll",of design parameters and proper Incorporation or component k responslbllity Of building designer-nor truss designer.Bracing shown If for lateral support of Individual web members only.AdtlXbnol temporary bating to Insure stabrlty cuing construction If the r espardbillty of the erector.Addnbnal permanent bracing of the overan structure k the responslbluty of the bulfaing designer.For general guidance regarding fabrication,auonty Conhol.storage,delnery,erection and bracing,consult OST-M OswMy Standard,DSS-89 Sraoing Specification.and HIS-91 M iTek® Handling Installing and m Broohns;Reeomendatbbro n ovallabfrom Truss Pate Institute,senb a wooM1DHve,Madison.W1 53719. o11663564 cuss cuss ype ty y Stan s F s ee�st Mann.RV :ONSTAN C162 ROOF TRUSS 1 1 o lion it DCSSAUS CRLUMBER-MEDFOR 11 6 4.201-SRI s It 1 1 e n ustnes, M. ue w 1 1 €2M1Page i -2015 - 4.2.10 84-5 2015 4-2-10 4-1-11 15X4 11 Scale=1.25.7 4 / J 4.17 I2 3x4 3 _n 5x5% 2 6 5 2x4 a 3.4= 4x4= 4-2.10 1 BA,S _y 4-2-10 4.1.11 OADING(Dsf) SPACING 2-0-0 CSI DEFL in (roc) Well PLATES GRIP rCLL 30.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.01 5-6 >999 M1120 197/144 rCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) 0.05 1.2 >500 3CLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) -0.00 5 Na 3CDL 10.0 Code BOCAIANS195 1st LC LL Min Vdefl=240 Weight 53 lb _UMBER BRACING rOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. 30T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NEBS 2 X 4 SPF Stud REACTIONS(Ib/5ize) 5=76010-1-8,7=558/0-3-10 Max Hoe 7=227(load case 3) Max Uplift 5=-295(bad case 3),7=-346(load case 2) aORCES(lb)-First Load Case Only rOP CHORD 1-2=29,2-3=-459,3-4=-0,4-5=0,2-7=-461 30T CHORD 6-7=-0,5-6=433 NESS 3-6=440,3-5=-521,2-6=453 VOTES (5) This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad.0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 it by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to vend. The lumber DOL increase is 1.15.and the plate grip Increase Is 1.15 ?) Provide mechanical connection(by others)of truss to bearing plate at joint(s)S. Ij Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 295 Ib uplift at joint 5 and 346 Ib uplift at joint 7. 4) This truss has been designed with ANSI7rP1 1-1995 criteria. 3)Truss C166 intersecting bottom chord at 24"o.c.to be connected with Simpson SURL2611 ply/2x6Min(SYP/DF 1.15Dn 1.33Up)or equivalent. This connection supports a maximum download of 590 lb and a maximum uplift of 720 lb. Follow Simpson installation recommendations for hanger connection. LOAD CASE(S) StandardOf Nf 1) Reegullaiform LoatlLumber Increase-1.15.Plate Increase=1.15 yS*j� N w- w y09 Vert:1-2=-80.0 �yF- .j- Trapezoidal Loads(plf) Vert:7=0.0-to-5=-282.6 stn N4V - bl;ty A 063030 =V� 0 JESSION�'� November 16,2001 AWARNINO-Wrl fy design parstm erten and READ NOrrXS ON THIS AND REVERSE SIDE BEFORE USE. ��® Design volki lot use only wxh Meek connectors.Thin design k ld based only upon parameters shown,and ss for an Indlvual bu1101ng component Io be tho.ire i and Boded verik:ally. Appllcablllty of design parameters and proper Incorparatlon of component k responslbl9ly of building derigner-not truss designer.Bracing shown k nor ldler0l support Of NOlvldual web members only.AddXbnol temporary bracing to Insure t(abllily during conslrucrbn x the esponsibnty of the erector.Addabnal permanent bmCing Of the OvOIGN stmcture k the responsibility of the bullring designer.For genera,guldonce regarding labrk:atbn,quality cannot,staage,delivery,erectlon and bracing,consult OST-88 Oualey Ponflard,6511.89 tracing specBicOlbn,and N,B-91 M iTek0 Nandiing Installing OW locoing Recommendation ovallabb from I,.. a3 frb Drive I,..Flat.InsI1W1e,5D'Ono .Madison,W153719. russ runs ype y onstantolx:s esr ence asl anon, 11663565 ONSTAN C163 MONO TRUSS 1 1 (optional) ASSAS S ER-.1 EDFORD, 1176 1 s 1 1 ec n usfnes, nc Tue Rov i3�6iSt37 20x1 F'age -235 - 2-11-13 235 2.11-13 3 Scale=1:13.7 1.5x4 I 6MI12 3x4 II 2 HL 4 ` 1.5x4 II 2-11-13 1.5x4 u 21143 JADING(psf) SPACING 2-0-0 CSI DEFL in Voc) Vdefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 4-5 >999 M1120 1971144 :DL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.10 1-2 >282 :LL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 Na :DL 10.0 Cade BOCAIANSI95 (Matrix) 1st LC LL Min Vdefl=240 Weight:16 lb JMBER BRACING DP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11[[13 oc purlins, except end verticals. X CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. - 'ESS 2 X 4 SPF Stud"Except* 2-5 2 X 4 SYP No.2 EACTIONS(Iblsize) 5=416/0-3-8,4=48/0-1-8 Max Hoa 5=275(load case 3) Max Uplift 5=-226(load case 2),4=-37(load case 3) Max Grav 5=416(load case 1),4=52(load case 2) ORCES(lb)-First Load Case Only OP CHORD 1-2=87,2-3=-57.3-4=-50.2-5=-359 .OT CHORD 4-5=-19 OTES This truss has been designed for the wind bads generated by 90 mph winds at 25 it above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad,0 or from hurricane oceanline.on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANSI95 If end verticals or cantilevers exist,Nay are exposed to wintl. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip mcrease is 1.15 I Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. I Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 Ib uplift at joint 5 and 37 Ib uplift at joint 4. l This truss has been designed with ANSI/TPI 1-1995 criteria OAD CASE(S) Standard Sr.1E of NEW Yp 5�QaEN W. �eC 9F c 3o30 2v� oFfSSIOTtf'� November 16,2001 IVMtNIN6-verw resign parumeten and READ Nares ON Titus MID REVERSE SIDE BEFORE use. Design valld for use only wXh Mnek connectors.The design h baud only upon parameters shown,and h for On Inalwdual bu i101np component Io De xnlaiwd and iaatled veabae/. Apprcabllity of design parameters and proper incorporation of component a re uconsiblay of'bvisding designer-not puss designer Bracing shown If for laleral support of Individual web members only.Additional temporary bracing to Insure aablllly during construction k lne resaondbirty of the ereclor.Additional permanent bracing of the overall shuclura k the responvalllty of Ine DWksing designer.For general gu Wance, regarding fabrication,quality control storage,dellvery,erection and bracNg.consult QST-811 Quality Standard,OSB-59 Bracing SpechlcaHon,and NIB-91 M iTek® Handling I urtillrq and m 11.1na■ecomerWallor .,,dill bre Iron,Trurs P fe institute,WD'Onorrb Drive.Madill WI 53719. �— mss mss ype ry y ns noest ence–est anon, 11663566 JNSTAN C764 ROOF TRUSS 1 1 o tbna0 ASSAUSUF MBER.MEISFORD, 6S 4. 1 s ct 1 1 e nus-61es.Tnc. ue ov tb7 47300TPage 1 -s-1ps1-1 'dil - 5-1136 aid 2- 5 34 I I Scale=1.219 1 600 12 3x4 382 12 5x12 2 4 WW 5 I6 6 15x4 11 3.4= 3x4= 3014 6-14 s-�10 3414 3-05 DUE OADING(pst) SPACING 2-0-0 CSI DEFL in (roc) ydeft PLATES GRIP CLL 30.0 Plates Increase 1.15 TC 0.69 Ver(LL) -0.01 4-6 >999 M1120 197/144 CDL 10.0 Lumber Increase 1.15 BC 0.57 Val 0.09 4-5 >309 CLL 0.0 Rep Stress Ina YES WB 0.04 Hor2(TL) 0.00 4 Na CDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min Udeft=240 Weight:39 Ib UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. OT CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. /EBS 2 X 4 SPF Stud 'EACTIONS(INsize) 7=250/0-1-8,4=537/0-4-0 Max Hoa 7=77(load case 2) Max Uplift 7=-114(load case 2).4=-34S(bad case 2) 'ORCES(lb)-First Load Case Only OP CHORD 3-7=-222, 1-3=-122.1-2=-322,2-3=132.2-4=.303.4.5=40 OT CHORD 6-7=3,4.6=72 1EBS 3-6=86 DIES This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5.0 psfltop chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,winQition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantiI vers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,anAA the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at join l(s)7. I Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 It,uplift at pint 7 and 845 Ib uplift at joint 4. This trusts has been designed with ANSI/TPI 1-1995 criteria. 1 Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1 old nails. CAD CASE(S) Standard of N fW y0 h�Q�EN W. 9,f, A Von A 1 7- fn \2 "� w �OFf3410N►'"' November 16,2001 A WARNING-Ver(Jy design panamorten and READ NOTES ON THIS AND REVERSE Sore BEFORE USE. ..® Desbn valid tot use only win Maek Connectors.Thor design or based only Upon parameters shown,and or tot an Indlvquo6 bulkllnp component to be Insraied and loaded ve0loally. Appicablliy of dough paramelea and proper Incorporation of component 4 oesponsibNty oil buiding designer-not Imss desil facing shown a loo dionol support of fndhktual web members only.Addtllonal temporary bracing to Insure slabity during consauction or the responabillty of the ee,ctoo.Addillonai permanent boaelog of the overall structure So the responsIblllty of the budding designer.For general guidance regarding fabrication,dually control,hoodoo,delivery,erection and DoacNp,consult QST-ft Quality Standard.DftdW trolling Speeltlaatbn,and N1491 M iTek® Xandllop n Installing ad th)tropeeammerMalfon avaifrom om Truss%te 1,01fu5a3 le. D'Ontrlo oDilve.Madison,W153719. o0- • runs TNu ype y obona! y ns antopes est ence�ast anon, 11663567 :ONSTAN C165 ROOF TRUSS t 1 yCS LRIUMBER.MEDF t 4.2011 s i l e c n us nes,Inc ue ov 1 20 1 age 1 -2-2-37396 - 7111 2-9-7 396 T 366 386 1.5x411 Smile=1.278 5 3x4 4.31 12 4 3x4 3 2 \ _ 4 8 7 6 3x4= 14 it 3x4= 4x4 = 396 7-311 1141 396 � 346 386 .OADING(psf) SPACING 2-0-0 CSI DEFL in (roc) VdeB7PLAS GRIP 'CLL 30.0 Plates Increase 1.75 TC 0.83 Vert(LL) -0.02 76 >999 197!144 CDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(Ty 0.16 1.2 >219 ICLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.01 6 n1a ICDL 10.0 Code BOCAIANS195 1st LC LL Min Vde6=240t 651b .UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-11-3 oc puffins, except end verticals. 10T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. VEBS 2 X 4 SPF Stud iEACTIONS(lb/size) 6=1007/0-1-8,2=747/04-14 Max Hon: 2=-179(load case 2) Max Uplift 6=-358(load case 3).2=-431(load case 2) -ORCES(Ib)-First Load Case Only "OP CHORD 1-2=33,2-3=-1156.3-4=-763,4-5=0,56=-0 iOT CHORD 2-8=1066.7-8=1066. 5-7=718 NEBS 3-8=339.3-7=-378.4-7=818.4-6=-91 1 TOTES (5) This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane cceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 1) Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. t) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 358 Ib uplift at joint 6 and 431 Ib uplift at pint 2. 1) This trusts has been designed with ANSI/TPI 1-1995 criteria. i)Truss C166 intersecting bottom chord at 24"O.C.to be connected with Simpson SURL26/1 ply/2x6Min(SYP/DF 1.150n 1.33Up)or equivalent. This connection supports a maximum download of 590 Ib and a maximum uplift of 720 Ib. Follow Simpson installation recommendations for hanger connection. _OAD CASE(S) Standard SE OF NEW 1) Regular.Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert 1-2=-80.0 5 1xE-N W (ye Trapezoidal Loads(pit) Vert:2=-1.5-to6=-282.7 d 063030 �OFESSIOSI l- November 16,2001 LVABNINO-Ve ft deli pr r .fere and READ NOTES ON TBTS AND RLVERSL SD)E BEFORE USE. Design volld or use Only wxh Mites Connectors.The design Is based only upon parameters shown.and a tar an Inalvltlual bvlloing Component to be Intrafed and locdea vertically. Appllcablllty of design pommeled and propel incorporation or companent is re9ponsIblllty,a bullding designer-not puss designer.Bracing shown k for hlerol suppod of Indivduol web member Only Additional lemporory bracing to hsme staDllly tlming constmctbn Is the responebillty of int erector.Additional permanent bracing Of the overall seacture is the responsiblllly Or the building designer.For general guidance regorging fabrication,quality control,storage.delivery.erection Ond bracing,consult Osf-N Oualny Standard.DSA-89 tracing spetakatlon,and crit-91 M iTek® Mantlling Installing and{noting Recornmembb ndacn ay.rafrom Truss slate hslltule.563 D'Ononb W Drive.Madison,W153719. ONSTAN cuss russ ype ty y —m ntopes est ence ast anon, 11663568 Ci66 ROOF TRUSS 3 1o tionalAp SUF CLUIOIBERTty EDFORD,F]Y1 6 s X93 1 I e cIndustries,Inc. ue ov 1 4 1 age -2-0 S11J 2-0 i1 f J Scale=1:22 1 1.5x4 II 3 600 12 2 W 3.6 II 1 4 3x4= 1.5x4 II i11J to is 1 .OADING(cast) SPACING 2-0-0 CSI DEFL in (roc) I/defl PLATES GRIP 'CLL 30.0 Plates Increase 7.15 TC 0.64 Vert(LL) Na - N$ MII20 197/144 'CDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) 1.05 24 >999 tCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 4 N8 ;CDL 10.0 Code SOCAIANS195 1st LC LL Min ydee=240 Weight:26 Ib .UMBER BRACING 'OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-11-3 oc purlins, except end verticals. SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling dire�tly applied or 10-0-0 oc bracing. VERS 2 X 4 SPF Stud VEDGE .eft:2 X 4 SPF Stud 2EACTIONS(Ib/size) 4=282/0-1-8,2=454/0-3-8 Max Horz 2=315(load case 3) Max Uplift 4=-150(load case 3),2=-177(load case 2) =ORCES(lb)-First Load Case Only -OP CHORD 1-2=29,2-3=-0,3-4=-226 OT CHORD 2.4=0 IOTES i) This truss has been designed for the wind bads generated by 90 mph winds at 25 it above ground level,using 5 0 psi top chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane ocearilme,on an occupancy category I,win ition I enclosed building,of dimensions 45 it by 24 ft with exposure D ASCE 7-93 per BOCAIANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 ?) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1501b uplift at joint 4 and 177 lb uplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria. .DAD CASE(S) Standard t*S6 OF NfW}O W. o ¢ 4E-.a + w S F� 0163030 November 16,2001 A WARNDYO-VerW deelyn pa+arneton,and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valla rot use only with MRek connectors.This design b based only upon parameters shown,and k for an hdlvldual bubding component b= Installed and boded!vertically. AppdcabBily of design palametea and propel Ncaporalbn of component k IesponslbJlty of bulhding designer-not Vutt designer. Bracing Shown b ler bheral Suppon of hdlWduol web members only.ACddbnal temporary bracing to mune srablllty during construction k the responslbillly of me erector.Additional permanent bracing of the 0,0101 structure k the responslbllRy of the bulaing designer For general guidance legarding fabrication.auallfy control storage,delivery,erection and bracing,consult OST-M Quality Standard.DSS-80 Bracing 5pecdhaation,and HIB-01 M iTek® HandllW infusions nc and Bracing Recommealbn...liable Iron,buss Flat.Insldute.SB3 D'OOohb Drlve.Modkon,W 153)10. o Toss Fuss ype ry y ss aT(opes Rev ence est -anoq 11663569 :ONSTAN C 166 ROOF TRUSS 2 i (motional 4ASSAU-SQFF LR LUMBER;AIEDFOAD-RP-iT763 R e ug -71011 I a us e17—tiri s;Inc TFuov f5�662: age 1 -20-0 200 1-9-10 3 Style=19.8 1.5z4 11 600 12 f 2 Llcal 3z5 11 4 NA 1 3x4= 1.5x4 11 i I 1-s10 _I i 1-9-10 ata Offsets 1- .OADING(psf) SPACING 2-0-0 C51 DEFL in (loc) Well PLATES GRIP CLL 30.0 Plates Increase 1.15 TC 0.34 Vert(LL) Na Na M1120 197/144 COL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) 0.04 1-2 >689 CLL 0.0 Rep Stress Ina YES WB 0.00 Horz(fL) 0.00 4 Na )CDL 10.0 Code BOCA/ANSI95 fat LC LL Min Vdee=240 Weight: 11 Ib .UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-9-10w purlins, except end verticals. [P) )OT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VEBS 2 X 4 SPF Stud VEDGE .eft:2 X 4 SPF Stud •EACTIONS(lb/size) 4=81/0-1-8,2=244/0-3-8 Max Haz 2=148(load case 3) Max Uplift 4=-50(load case 3).2=-139(load case 3) =ORCES(lb)-First Load Case Only OP CHORD 1-2=29,2-3=0.3-4=-65 OT CHORD 2-4=0 40TES ') This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,con�Iition I errJosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 Per BOCA/ANSI95 If end verticals or cantiVvers exist-they are exposed to wind. If porches exist,they are not exposed to vend. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 4 and 139 lb uplift at joint 2. This truss has been designed with ANSI?PI 1-1995 criteria. _OAD CASE(S) Standard S1^Sy` OF NEw f0 h�QaEN W. �`9,j, . 0 r 14hii w 06'3030 �0FE9s10N�'� November 16,2001 ,&WARNING-veriN dedyn pro. et.r.and READ NOTES ON TRIS AND REVERSE SIDE BEFORE use. Design vow lot use Only with Mitek connectors.The design k basad only upon parameters shown.and If for an NtlNltlual bu9ding component to be mslaibd and traded veak:ally. Applicability Of design paromelers and proper Incorporation of component Is responsibility of building designer-nut buss designer. Bracing shown k lot bleral suploOd Of Ntllvigual web members only.Additional temporary blcctng to Insure stabnXy du Mg construction Is the resibonslbillly of the erector. Additional permanent bracing Of the overOI structure Is the arsPonslbliey,of the lotrwi g designer.For general guidance rHandliing Ihiffollllrg and Pricing Nnarmm.MaltrlllaVObbb m trust Flateiln0t.l.,5930 Ono ioDrive.Madison.Wl53)Daelrg Bpectlkatlon,and XIB-DI M!Tek® ,15 russ cuss ype olyPly Constantopes Residence East anon, Y ONSTAN C167 ROOF TRUSS 1 2 11663570 o Oonal [ASSAAU-SOFF LR LUMBER,MEDFORD, 1 € 4.201 SRI s I eK Inifustnes,Inc. I ue NOV 13 1 age 1 -200 4-14 acro '12010 15-11-8 2002 22-10.15 I 25-9-12 1 243-J 31E 200 4.1-0 3-11-0 4010 3-10-14 4010 2-10.13 2-10.13 }5-7 235 Scale-1 55.7 6x8= 2x4 11 3x8= 7x8= 4 5 6 7 600112 3x4 C 3x4 O 8 3 5x8 II 3.82 L12 p 9 q 2 10 1 11,9 3x8= 19 18 17 16 15 14 13 12 4x8= \ 214 I 3x4 = 3x8= 2x4 II 44= 3x8= 3.4= 214 11 4.14 B-0-0 12010 15-11-8 2002 22-10.15 25-9.12 293M 4-14 3-11-0 4010 11014 4010 2-10.13 2-10-13 3-5-7 a e sets DARING(psf) SPACING 2-0-0 C51 DEFL in (loc) Well PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.16 16 >999 M1120 1971144 ;DL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.27 16 >999 CLL 0.0 Rep Stress Ina NO WB 0.61 Hoa(TL) 0.09 10 Na CDL 10.0 Cotte BOCAIANS195 1st LC LL Min VdeB=240 Weight:409 Ib JMBER BRACING DP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or6-"oc purlins. OT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. fEBS 2 X 4 SPF Stud EACTIONS(lblslze) 2=3431/0-3-8,10=335910-4-0 Max Hoa 2=53(load case 3) Max Uplift 2=-1448(load case 4), 10=-1422(load case 4) CRCES(lb)-First Load Case Only OP CHORD 1-2=35,2-3=-6540,3-4=-6205,4-5=-5699,5-6=-6699,6-7=-6147,7-8=-6770,8-9=-7603, 9-10=-9067, 10-11=26 CT CHORD 2-19=5779, 18-19=5779,17-18=5594,16-17=6869. 1576=6869, 14-15=6869,13-14=6809, 12-13=8548, 10-12=8556 /EBS 3-19=80,3-18=-265,4-18=1424,4-17=1563.5-17=-137.6.17=.246,6-16=791,6.14=.1043. 7.14=2833.8-14=-1004.8-13=752.9-13=-1871,9-12=62 OTES (9-10) This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf{op chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 It end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and'the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Four RT7 USP connectors recommended to conned truss to bearing walls due to uplift at jt(s)2 and 10. I This truss has been designed with ANSI/TPI 1-1995 criteria. 12-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Bottom chorchords ds connected asnected as fo lows 2 X 6-rows 2 rows at0-8-0oc. S*SE OF kek,YO Webs connected as follows:2 X 4-1 row at 0-9-0 oc. CO EN W. rP,j- 1 Design assumes 4x2(Bat orientation)puriins at oc spacing indicated.fastened to truss TC w/2-10d nails. �Q� �1- I Special hanger(s)or connection(s)required to support concentrated load(s)1001.81b down and 490.51b up at 20-0-2,and A: (� 866.01b dnowand 423.9lb up at 8-0-0 on bottom chord. Design for unspecified cennection(s)is delegated to the building designer. Truss C159 intersecting bottom chord at 24.oc.to be connected with Simpson LUS26/2ply/2x6(SYP/DF 1.15Dn 1.33Vp) or equivalent. This connection supports a maximum download of 960 Ib and a maximum uplift or 935 Ib. Follow Simpson n a installation recommendations for hanger connection. Z F - W 7) Truss 0162&C165 intersecting bottom chord at pints 14&18 to be connected with Simpson THJA26/2ply/2x6(SYP/DF r 1.15Dn 1.33Up)or equivalent. This connection supports a maximum download of 3080 lb and a maximum uplift of 9775 Ib. O 063030 �+V Follow Simpson installation recommendations for hanger connection. F, OFESSION��' CAD CASE(S) Standard Regular.Lumber Increase=1.15,Plate Increase=1.15 November 16,2001 Uniform Loads(plf) Vert:14=40.0 4-7=40.0 7-9--80.0 9-11=-80-0-2-18=-200 14-18- =- IVAn valid f ph parritMites cennec,t m � Design valla of use Only with MOpp iannity of sig Cestan 4 ers an only upon o parameters Mown.and k for responsibility btlNbuof building component to be invdeco etl and trading Shown wnvisiIs r Applicability support of tleslgn parameters members antl pooped NCooporol t at COmpbraci k to Insure stta of y during tlonstru -not buss iesponsi my oft Macon l ioo labial support of nt trra al web ovronly.Atlre Is the temporary rly of the to Iddon stability 1.For general guitiondance k the regarding i,s at the mqualitoo.Atltlttbnal rage,dent bwale of 0n overall g,structure k Me des uolityllSt of trb DSI-ng racing ei.For general pulaan91 Handle ng balling n.quality coedit. inefule,on avail blefromction and late Institute. coe.58 CSr-88 f la Drive, Stantlpotl,038.47 bracing apeclecpeon,and NIB-91 M iTek® Handling Installing ontl Arxing Neapnlm4Mtlalbrl available from Truss fble InsiHule.383 D'OnoM1b Drive,Matlkon.W1 53719. p cuss cuss ype ty Plyonstan Diger est ence art anon )NSTAN C167 ROOF TRUSS 1 2 11663570 op8onaq SS T_R[plggER�G1E6FOAp, i"-Sly cI25--00 i-hll e n uslnes,Inc. ueNov 131�i.6. i age )AD CASE(S) Standard Concentrated Loads(Ib) Vert.18=-866.0 14=-1001.8 i it AWARATNO-Veryy deeiyn pdrameten and ALAR NOTES ONTAIS AND REVERSE SIDE SErORL USE. ..® Design valid far use only with Malik connectors.This design b based Only upon paramelers shown.and 4 for an individual building component to be � Inslolbd and loaded vertically. Applicability of design parameters and popes Incorporation of componenl b sesponslblNy Of building designer-nor Vuss designer.Bracing strewn b los lateral support of Indlvldual web members only.Additional lemporosy bracing to Insure stability during construction b the responslbtllty of the ereclos. Additional permanent bracing of the overall structure b the refponslbilty of the building designer.For general guidance regorging fabrication.Quality controt storage,delivery,erection and bracing,consult Gs1-8a Quality Standard.DSI-89!racing Spectacatlon,and 616-91 M iTek® Iianaling Installbsg and Kmm Iraclrsa Roendatlan avallobromru le fTss Pole Institute,5a3 D'Onoblo D,Ne.Madison.Wl53)IJ. rgu suss Type ty ys ntopes est ence asl anon, 11663571 )NSTAN C168 ROOFTRUSS 7 1 o t IICLpMBER,MEpFOFFD, 11 1 1 s 0 1 e n ustnionses, nc. ue ov 1 Y1 �T51-2b ag6T-P� -200 5-1-0 1D0-0 1401 18-0-2 2}9E 30-5-0 324-5 2a 5-1-0 4-11-0 401 401 5-48 6-76 235 Swb=1 57 6 7x8= 3x4 = 7x8= 4 5 6 6.W F12 2x4 5x8 11 3.82 Ll2 3 7 9 inW a p 9 2 4 O d1 316 0 12 11 10 3x8= 3.8= 8x8= 2x4 11 11 0 1802 2}9.9 30.5-0 loan e-0-2 5-88 6-73 1 e Offsets -11 1 LADING(psf) SPACING 2-" CSI DEFL in (loc) Vdell PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.14 10 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.24 10-11 >999 .LL 0.0 Rep Stress Ina YES WB 0.56 Hou(TL) 0.06 8 Na :DL 10.0 Code BOCA/ANS195 1st LC LL Min Well=240 Weight:1991b IMBER BRACING )P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-7-9mc purlins. )T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or B-3-4 oc bracing. SBS 2 X 4 SPF Stud WEBS 1 Row at midpt 7-11 ACTIONS(lb/size) 2=1677/0-3-0,8=1701/0-4-0 Max Horz 2=-63(load case 2) Max Uplift 2=-579(load case 4),8=-603(load case 3) )RCES(lb)-First Load Case Only )P CHORD 1-2=35,2-3=-2619,3-4=-2199,4-5=-1982,5-6=-2164,6-7=-2399,7-8=-3726,8-9=26 )T CHORD 2-12=2318,11-12=2190, 10-11=3524,8-10=3533 =8S 3-12=-389,4-12=613,5-12=-343,5-11=-42,6-11=676,7-11=-1469,7-10=124 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or canlile exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)2 and 8. This truss has been designed with ANSI/TPI 1-1995 criteria. )AD CASE(S) Standard trt� of NEW YO h�QaEN W. y �W 1u �S 063030 ��SV �OFESSI0010�" November 16,2001 rNaw.n valid - . lith park conn s 1144 RLAa design k b o RE � De.gn van be use only call MRek con Mity of .trio oca k basetl p upon polomelen shown,and b for on individual CWICIng component to be hitalbtl.and batletl w,fir tll, Applcuppor of tlesgn parameters and propel Ncorpora l l or component k to Insure riy of oullaiy during ciftionconduction r-not truss tlesgnei.arpOlf t shown k toe lateraAdditional al corn d IntlNltlual web members only.Additional the lemporpry bracing to Insure stderig during Far e.n.al .n k me refponslgfa ri ati erector.A o ttbnal permanent ry.ere io me overdo bocl stng. c ureconsult k the a Qual lbotty of the D5111- r? tl cing 5.Fol general gubance regatlng fobrbatbn,quocin conhol,storage,delivery.erection ontl bracing. ute, D'On Go DrN ,moorio D540y 19. Sp.cxbation.and HIB-01 M iTek® Handling Imtallirq pntl Srxleq R.commerMNbn avallabb Iron truss Rola hslttute.3a3 D'Onolrb DINe.Matllcon,W15])19. I 01'— russru 1-ype O=Yons st ence art anon11663572:ONSTAN C169 ROt_dAZAU SD LREUIGIBERT.tEDFOR PTi76� 4 1 s e ov 1 1 ager -2DD 614) 12-0-0 _ T642-2 2t-9d 26612 31�13 1110.2 - 2-0-0 6.1-0 5-114 442 59-2 4-9-9 5-0-1 235 S.L.=1:59.5 6x8= 7.8= 4 5 6.00 FIT 3xd i 5.811 6 3.82 LQ 3 19 2x4= 7 ¢prydt 2 B dt \ 9 $ 4x5= 14 13 12 11 10 3.8= 2.4 11 3x4= 3,110= I,,6= 3.4= 61-0--�--12-04 6 31-9-13 — t — —� 61-0 54 114 4422— �- 59-2 9-9.9 ' a e sets a 8: - ge .OADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Utlep PLATES GRIP fCLL 30.0 Plates Increase 1.15 TC 0.35 Ved(LL) -0.16 10 >999 M1120 197/144 rCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.26 10 >999 SCLL 0.0 Rep Stress Ina YES WB 0.60 HOrz(TL) 008 8 Na SCOL 10.0 Code BOCA/AN9195 1st LC LL Min Well=240 Weight:212 lb .UMBER BRACING OP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-10-i oc pudins. 30T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. NESS 2 X 4 SPF Stud WEBS 1 Row at midpt 6-12 2EACTIONS(IWsize) 2=173510-3-8,8=1758/0-4.0 Max Hoa 2=-78(bad case 2) Max Uplift 2=-595(load case 4),8=-644(load case 3) :ORCES(lb)-First Load Case Only -OP CHORD 1-2=35,2-3=-2743,34=-2115,4-5=.2012,5-6=-2233,6-7=-3452,7-8=-3959,8-9=26 30T CHORD 2-14=2434.13-14=2434, 12-13=1899,11-12=3277,10-11=3277.8-10=3743 VEBS 3-14=120,3-13=-610,4-13=375,4-12=210,5-12=609,6-12=-1454,6-10=297,7-10=-474 DOTES I) This truss has been checked for unbalanced loading conditions. 1) This truss has been designed for the wind bads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,can ition I enclosed building,of dimensions 45 R by 24 It with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or canfi,vers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase Is 1.15 ;) Provide adequate drainage to prevent water ponding. t) Four RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s)2 and 8. ;)This truss has been designed with ANSlrrPI 1-1995 criteria. 1 -OAD CASE(S) Standard Is, of NEW Y0 h�Q�f-N W. ,e(9,t r m 063030 �1V 0FE9SION�'� ' November 16,2001 WARPONG-YerVy dserI#n parameter,Dna READ NOTas ON Airs AND RE VERSE sora sEFORE Use. Deslga valla tot use only wkh Mgek connectors.The design Is based only upon parameters shown,and Is for on IndWidual lbu9Ctng component to be � Insmlled and loaded vernoWN. AppYCCD66y of design parameters and proper Incorporation of component a respcnslbllhy ofbuildingdesigner-not truss designer 810cing mown Is Ica lateral support of Individual web members arty.Addlfbnol lempotary bracing to Insure slowliv during[on thi.tion a the respon9bi11iy of the erector.Addlibnol permanent bsacing of the oVOICH eVucture a me responsrblllty of the bullow designer.For general guidance regarding fabrication,quatly control,staoge,delivery,erection and bracing,consutt QST-aa Gualffy Standard.DSS-39 Sraaing Speclncation,and HIS-91 M iTek® Handling Imfalling and tm roclng 9eopmerdatlon aVGlbble from truNs a Plate lltufe,583 D'Onotrro DIN.,Madison,WI$3719. >�TC170 cuss ype T. 20M Y 7nn est ence Est anon, IIIb 11663573 ONSTAN C170 ROOF TRUSS i fuss IA,SSAO SIIFF CR COfv78ER.141EDFORD, 11 63 1 r e ue ov 1 1 age 2-0-0 7-1-1 6.11-0 5-7-7 56= Scale=1 A8 7 4 1,5x4 11 6.00 12 / g 1.5X4 O 3 °7 2 01 3x4= 7 6 Us it 3x4= 3,4= 49-0 1 19-7-0 l 9-9-0 4168 ate is :0- e OADING(psf) SPACING 2-0-0 CSI TL in (loc) Vdefl PLATES GRIP CLL 30.0 Plates Increase 1.15 TC 0.79 ) -0.04 7 >999 M1120 1971144 CDL 10.0 Lumber Increase 1.15 BC 0.68 ) -0.27 6-7 >871 CLL 0.0 Rep Stress Ina YES WB 0.56 0.02 6 Na CDL 10.0 Code BOCA/ANSI95 LL Min VdeB=240 Weight:95 lb UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 44-1 oc pudins, except end verticals. OT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7.9-8 oc bracing. /EBS 2 X 4 SPF Stud WEBS 1 Row at midpt 4.6 /EDGE aft:2 X 4 SPF Stud EACTIONS(lb/size) 2=113810-3-8.6=967/0-1-8 Max Hors 2=465(load case 3) Max Uplift 2=-384(load case 4),6=-316(load case 4) i :ORCES(lb)-First Load Case Only OP CHORD 1-2=29.2-3=-1250,3-4=-922.4-5=-O,"=-219 OT CHORD 2-7=1098.6-7=493 IEBS 3-7=-46O,4-7=654,4-5=-816 40TES I This truss has been checked for unbalanced loading conditions. I This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psA top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip Increase is 1.15 j Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 1 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 384 Ib uplift at pint 2 and 316 Ib uplift at joint 6. This truss has been designed with ANSIrFPI 1-1995 criteria. tE Of New CAD CASE(5) Standard y0 Co ilk W. f r y bRy A 1 r �10 063030 �OAiESSIOW " November 16,2001 wwRNrNG-v.,W a.etpn Farum.fi r.Edda READ Nares ONTWS AND REVEPSE SIDE BEFORE use. Design valid lot use only with Mack connectors.This design k based only upon parameters shown.and Is for an Individual buBEIng component to be Instailea no boded venbally. ApplloablWy of design parameters and proper Incorporation of component k responsioaty of building designer-not truss designer.Btachg shown b for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the l responsibility of the elector.Additional permonenl bracing of the overall structure it the responsibility of the bulbtng designer.For general guidance regarding fobrk:albn,quality control storage,delivery,election and bating,consull QST-311 Quality Standard,DS9-419 Bracing BpecBkallon.and arB-91 M iTek® Handling Installing p ss and BsoclrBaeommeMalbn available from Truf+lore Institute,5413 D'Onottb DiNe.Madison,Wt 53719. f runs mss ype ty y ns antopes est ence ast anon, 11663574 )NS7AN C771 ROOF TRUSS 1 1 (optional) CSS.4D SOF BER-AEDF '83 �30�SR s i 1 e lrr�ustn�es,�Tue�o>i T6�07 53 700i�age 31—�—+-- - 7.1-1 14-0-1 1661 2-0 7-1-1 6-11-0 2-0 5x5= Scale=1.48.7 4 15x9 11 5 6.0D 12 1.5x4 II 3 so m 2 @�@ al 3x4= 7 6 3x8 11 3x4= 3x4 c 7.1.1 8-11-0 1e sets IADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.04 7 >999 M1120 197/144 OL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.19 67 >999 '.LL 0.0 Rep Stress Ina YES WB 0.78 Horz(TL) 0.01 6 Na :DL 10.0 Code BOCAIANS195 1st LC LL Min Udee=240 Weight 87 Ib IMBER BRACING fP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed of 5-2-5 cc puffins, except end verticals. )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-8 oc bracing. BS 2 X 4 SPF Stud'Except' WEBS 1 Row at midpt 5.6 5-6 2 X 4 SYP No.2 It2 X R 2 X 4 SPF Stud ACTIONS(Ibfsi2e) 2=957/0-3-8,6=786/0-1-8 Max Horz 2=585(load case 3) Max Uplift 2--273(load case 4),6=-325(load case 4) RCES(lb)-First Load Case Only P CHORD 1-2=29,2-3=-920,3d=-904,4-5=0,5-6=-74 ,T CHORD 2-7=808,6-7=160 -B3 3-7=-520,4.7=937,4b=-6" ITES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf 1ppp chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condi(ion I enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 273 Ib uplift at joint 2 and 325 Ib uplift at pint 6. This truss has been designed With ANSlrrPI 1-1995 criteria. S*j6 OF Nfk,YD rAD CASE(S) Standard rO S�Qa//IF,N W. xt_eC 9� 1V A r W 063030 �tsV �0Ff9S10N�'� November 16,2001 WARNING-r use r dy Ignwith mirek onne and READ NOTES b ONTffi3 AND VERSE SIDE BEFORE Design vault for de only with Mnpp connectors.the design a,or k basalt pr upon parameters Shown,and k for an Intlivftlual ulking component to be InslaAetl and batletl vedkOrty. Applicability of design pprOmebp and proper incorporation of component k responsibility of ulbing designer-not huts designer.Bracing shown k for deal support of IntlWkual web members only.Additional temporary bracing to Insure slablllf oaring can01uclbn It the r esponsibrllly of the erector.Additional permanent bracing of me overaA structure k the responsibility or the building designer.For general gugance regarding fabrication,quality control,storage,deWery,erection and bracing,consult QST-38 Quality Standout.DSI-09 Bracing Specification,and HIS-91 M iTek® Handling IndaRbalsom g aBracing RecomendationavalbR463 b ble from rruu ole Institute. 0 OnoM1Drive,Maosson,Wt 53719. o cuss cuss ype IY y ns aes R npesl ence ast anon,AP � 11663575 )NSTAN C172 MONO TRUSS 1 1 o tonal a MBER MEOF 1761- a ug I e nus res, nc. ft 1530-07.3T20D�Page -240 636 I 12<10 2-04 636 614 1.5x4 11 Scale=1:41. 4 6.00 12 3x4 i 3 m 2 01 3x4= 6 5 3x5 II 15x4 11 3x4= 636 12-0-10 636 6-14 -te -1-0].12:0-5-4,0-0-151 ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) VdeB PLATES GRIP LL 30.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.01 6 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.05 2E >999 LL 0.0 Rep Stress Iris YES WB 0.60 Hom(TL) 0.01 5 Na OL 10.0 Code BOCAIANS195 1st LC LL Min Will=240 Weight 61 Ib MBER BRACING P CHORD 2 X 4 SYP N0.2 TOP CHORD Sheathed or 6-0.0 do purlins, except end verticals. (P) 'T CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directl8 applied or 10-0-0 oc bracing. :as 2 X 4 SPF Stud WEBS 1 Row at ni 4-5 .DGE t:2 X 4 SPF Stud ACTIONS(Ib7size) 2=77610-3-8,5=605/0-3-8 Max Horz 2=576(load case 3) Max Uplift 2=.238(load case 2),5=-306(load case 3) IRCES(lb)-First Load Case Only P CHORD 1-2=29,2-3=-620.34=0,4-5=-238 T CHORD 2-6=544,5-0=544 -BS 3-6=121,3-5=-024 This This Wes has been 5.0 designed for the wind loads load, 0 i by 90 mph winds at 25 ,above ground level,using 5.0 psf tc{p dlord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,Wnditi n I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantile rs exist,they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and the j plate grip increase is 1.15 1 1 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 238 Ib uplift at joint 2 and 3016 Ib uplift at joint 5. f This truss has been designed with ANSI(TPI 1-1995 criteria. SAD CASE(S) Standard "0f; Of Ill YO rg EN W. 9 qp�� 063030 OFf9S101+�'� '� November 16,2001 &WARNING-Verffly deefgn parcrnetere and READ NOTES ON THIS AND REVERSE SIDE BE PZ USE. Design valid tar use only with Meek connectors.This design is posea only upon parameters shown.and IS for an Intl Nklual balllding component to be � installed and cadea vertically. AppBOODBty OI deslgn parameters and propel incorpdation OI component is responsibility or bullding designer-not truss designer.Bracing shown IS for of support of Individual web members only Additional temporary broclng t0 Insure stobNly durl"construction is the responslbtllty at the erector. Additional permonent bracing at the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery.erecibn and bracing,consul DST-B4 Quality Standard,DSS-59 Bracing Spxticallon,and HIB-91 M iTek® le Bq Nandtng Installing araetrBecommerMalbn ovallable from Truss Sidra Instltule.587 D'Onol Drive.Madison,W 153719. mss cuss ype Zil nstantopes eyes enManon,NY 11663576 :S"TAN 0173 MONO TRUSS 1 o Industries, Q MBER;lG1EDF0 6 4.201 R7 se c n ustnes, nc. Tue Nov 13 16.07343 age 8h2 8�2 1 5x4 11 Scab=1'35.7 2 521 12 545 i 1 3 1 5x4 11 3.4= 8-0-2 8-0.2 WING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udell PLATES GRIP j -L 30.0 Plates Increase 1.15 TC 0.79 Vert(LL) n/a - n/a M1120 197/144 X 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.19 3-4 >497 -L 0.0 Rep Stress Ina YES WB 0.14 Hoa(TL) -0.00 3 n/a OL 10.0 Code BOCAIANS195 1st LC LL Min Utlefl=240 Weight:42 Ib ABER BRACING 'CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 8-0.2 do purims, except end verticals. r CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly)applied or 9.5-14 oc bracing. BS 2 X 4 SPF Stud \CTIONS(IWsize) 4=386/0-1-8.3=386/0-1.8 Max Horz 4=464(load case 3) Max Uplift 4=-106(load case 2),3=-274(load case 3) tCES(lb)-First Load Case Only 'CHORD 1-2=-0,2-3=309,1-0=-309 r CHORD 34=-0 BS 1-3=0 'ES his truss has been designed form Nord loads generated by 90 mph Winds a 25 .above Occupancy level,using 5.0 psf ioPP .hold dead load and 5.0 psf bottom ft by tleatl load,0 s fromSCEhurricane-9 per B Con an occupancy category I,condition I Inclosed building,of d to wind If R by s ft With exposure D ASCE 7-93 per B he lumber D If in verticals or 5.and the I I they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase U 1.15.and We late gnp increase is 1.15 'rovide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 'rovlde mechanical connection(by others)of truss to bearing plate capable of withstanding 706 It,uplift at joint 4 and 274 It, iplift at joint 3. -his truss has been designed with ANSI/TPI 1.1995 criteria. 7D CASE(S) Standard {I S'SE OF lqp* O �I EN W. y bFy 10 L s 2 063030 �c'v �0 OESS1000' November 16,2001 wion voi c-vUse ey with yaraalererc and Re de ign Is b on r s � Desgn va110 rot use very wM1e App connectors.elk design 4 based only upon Doromebn!loon,and k for ID F bility of iding oomponenr to be design.stalled and Bracing shown wn 4IV Applicability of design ual w e m and pwlxl Incorporation of component k to Incur eta or bdlurna emgnei-not be oes,oner.lily of t mown t IV latdd Supp r of N t brad web members only.Aare Is the hempwary bracing to Insure slaWay u0na consral ., k the re,ord g fo of oat erector Atltlllbnal permanent delivery. er o of the bract structure k the 8 Quality standard.of me bullata tlesgna.Fol p tion, aultlan91 Handli lg stalk atbn. Bracinuality coecol,strode,aeavoll ere from antl Irate ng.ist doe. psi n Co Oliv .ivadi .W153 Bracing Speealeallon,and x10.91 MiTek® avnGllnq Installing and Bracing NecwnmM4albn avo9aob from Truss Pots institute.Sal D'Onolrb D�Ive,M1gtlkan,W 153)1 v. cuss runs ype ty ynstan oyes es ence as anon, )NSTAN C174 ROOF TRUSS 1 1 anal 11663577 /{S$Tp SQFF LR LUMBER.MEDF t s 1 1 e us nes, nc. us ov 1 7 1 age 1 F— 4-5-3 8-0-2 45-3 34115 15x4 If Scale=1 42 5 3 6D 12 3.4 2 1.5x4 II 1 5 4 3x4 = 3x4= F- Sb2-- I 8-0.2 IADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.57 Vert(LL) n1a - n1a M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.19 4-5 >497 LL 0.0 Rep Stress Inv YES WB 0.26 Horz(TL) -0.00 4 Na :DL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdefl=240 Weight:51 Ib iMBER BRACING IP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 84-2ioc purlins, except end verticals. )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. .BS 2 X 4 SPF Stud'Except' WEBS 1 Row at midpt 3-4 3-4 2 X 4 SYP No.2 :ACTIONSQb/size) 4=386/0-1-8,5=386/0-1-8 Max Hoa 5=554(load case 3) Max Uplift 4=-345(load case 3),5=-101(load case 2) )RCES(lb)-First Load Case Only IP CHORD 1-2=0,2-3=0,34=-141, 1-5=-168 )T CHORD 4-5=120 SBS 2-4=-207,2.5=-185 )TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantile'yers exist,they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and the plategrip increase is I A S Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 345 Ib uplift at joint 4 and 101 Ib uplift at joint 5. This truss has been designed with ANSVTPI 1-1995 criteria. IAD CASE(S) Standard Of NEP ro W. t y Y— ltY A I 463030 s�V OFESSION��' 1 November 16,2001 j r WARNING-V rW deelpn par tsrra and READ NargS ON THIS AND RE Design voed col use only with Mnek connectors.The design Is based only upon parameters shown,and 4 for an Individual buWing component to be � Insrprled and kwtled vedldally. Applicability of design parameters and proem lncorpwatan of component k responslbWy of building designer-not Ifuss designer.Bracing shown 4 for latmal support or individual web members only.Additional tempolory bracing to Insure stobllity dwing construction b the wsponvbrhy of the erKtor.Additional permanent bracing of the overall structure Is the responslbllXy of the bu9ding designer.For general guidance regarding raDrlootldn,quality control.storage,delNery,erection and bracing,consuft GST-t.8 Quality Standard.DSB-89 Bracing Sp Ificatbn,and HIB-91 M iTek® Hondling Imta1141g and Broalrqec Pwnmendatbnavallable from Truss Rats 583 Institute. D'onofrb M Drive. adlson,W153719. russ OO russ ype ry Py santopes est ertce est anon, 11663578 ONSTAN C175 RF TRUSS 1 1 Opt onal fA$SAD SIIFF lRLOMBER-MEDFOR TT7€3 4. 1 S s C i M, a ndus nes, nc. Te Nov 13 16:07 5S YOUT Page 31t-9 7-11.1 3-11-9 31141 15x4 I I Scale=1:45.7 3 600 12 3x4 2 1.5x4 II 4 1 5 4 3x4 = 3x4= 7.11-1 7.111 DADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) n1a - Nd M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.18 4-5 >515 :LL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) -0.00 4 rVa '.DL 10.0 Code BOCAIANS195 1st LC LL Min Well=240 Weight:53 lb JMBER BRACING JP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 7-1lr1 oc puffins, except end verticals. :)T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 'EBS 2 X 4 SPF Stud'Except' WEBS 1 Row at micipt 3-4 34 2 X 4 SYP No.2 cACTIONS(lb/size) 4=382/0-1-8,5=382/0-1-8 Max Horz 5=601(load case 3) Max Uplift 4=-387(load case 3),5=-106(load case 2) DRCES(lb)-First Load Case Only JP CHORD 1-2=-0,2-3=0,34=-156, 1-5=-149 OTCHORD 4-5=111 'EBS 24=-186.2-5=-191 OTES This truss has been designed for the wind bads generated by 90 mph winds at 25 it above ground level,using 5.0 psf op chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,cion d tan 1 enclosed building,of dimensions 45 it by 24 it with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantil vers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.a the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. I Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 387 Ib uplift at joint 4 and 1D6 lb uplift at pint 5. 1 This truss has been designed with ANSI/TPI 1-1995 criteria. j i .)AD CASE(S) Standard OF NEIV YO EN W. �`9,j- � I r � w N r 03030 �OFE3SIOHh'3" j November 16,2001 I� t ver-Ulfynparcm•...szea � Desb^valid for use only with M3ek connectoa.This design Is basetl only upon pasomelen shown,and b for an Indlvxi Wl bvidinq component to ue asialiedsigne and batl shown wnverIs far ADpppuppo of incivfesign parameters and gropes hcorpora l t of component b to insurer slla of boily Ovf1hg desiconstruction ons ru ti not Muss designer.Bracing t shown t fa laterAdditional al port h imt brad web members Only.Atlre is the temporary bracing h to Insure debility dollop general Qux b the regardin io of the erealar.Adtl3lonal permanent ry.ere Of the overatl structure b the respondy st of me Dss-np mcin,designer.For panoral qubance recording ioarlaatbn,q Bracing control,thensJe,delivery.erection and bracing,consult D-0,r quality standard. W1 30 3melrp specification,and!613.01 M iTek® Mandlirq Inifolllrg and 3rslplrp peoxxnmeMalbn avopabb from buss Ploie Nsa3uie.Sal D'Onohb Drive.Matlbon,W I 53710. b runs cuss ype :1y y ;ns.lon opes es enm ast Mama11663579 )NSTAN1 ooal A$SA[7$UFFe c ns nes, sc. ue ov 1 X7:5€2 1 age 1 11.14 _ 11-14 2 6.0052 1.5x4 11 Sal 1:28.5 K15x5 G 1.Sa4 II 3 3.4 11-id 1t-14 ADING(psf) SPACING 2-04) CSI DEFL in (loc) I/defl PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.72 Vert(LL) nfa - n/a M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 34 >999 LL 0.0 Rep Stress Incr YES WB 0.19 Hom(TL) -0.00 3 n/a DL 10.0 Code BOCAIANS195 1st LC LL Min I/defl=240 Weight:25 lb MBER BRACING P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-1-14 oc purlins, except end verticals. T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. =BS 2 X 4 SPF Stud ACTIONS(lb/size) 4=14310-1-8.3=143/G.1-8 Max Horz 4=458(Ioed case 3) Max Uplift 4=-66(load case 2),3=466(load case 3) Max Grev 4=385(load case 3),3=143(load case 1) RCES(lb)-First Load Case Only P CHORD 1-2=-0,2-3=-115, 14=-115 )T CHORD 34=-0 SBS 1-3=0 -TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5 0 psf Ip chord dead bad and 5 0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 1f end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 Ib uplift at joint 4 and 466 Ib uplift at pint 3. This truss has been designed with ANSVTPI 1-1995 criteria. AD CASE(S) Standard 11 if, OF New YO EN W. 063030 ��1v �0FESSION�`�' i November 16,2001 {sign v N0 or can paraWilk Cotm � Deslan valb bi use only with Wilk eonnity ofd sig tlerlgn 4 based only upon parameters a frown.and b ler on Individualuyof buiding component to be irldesigner. .Br ing shown wnverIG011y. ADPlbpbltly 01f ind Wi pal web m and members my.Vroorpaatbn of component 4lo linsu stty OI y puma designeconstruction -not i buss respchs,l lily of t mown t for bbrol Lupe r n IntlN bracing web members only. tune S,Additional temporary bwof the m htwe G designer. er.For general guidance k Ice Ie,odi g fa of Ice ebpta.Atltlbbnal stodge. dent ry,elnq io the prac o.strcon u k the f5 Quality St or me DVlbinq tl cing Sp For general qultlan fegortlma tabHoorbn,quality.In gondol,rto radial tln v.1l,tpWfrom election and bi t.Inst tut,, GSr.33 Quality .Moralftl,05!-37 lfapinq Specification.anti HIS-91 M iTek® Montlllrp Imlplllrg ana trpclrq pKwnmentlatbn avalbbb bom hast Fab Institute,SB3 D'Onobb DiNe.Mptllson,W153719. t cuss russ ype d", MiTe=-East anon, 11663580 `NSTAN C177 ROOF TRUSS SEV 8DF LR LOMBERT�.1E 6T 1 D� , 3 7fi:07 5&100 age 1 6-24 2de 62d 6 24 15x4 u Scale=t:z7.s 1 3.82 12 3x4 2 n 3 4 L - H �o 3x4 3x4 5 3x4- 4x5 1.5x4 I 11 6-24 _ 1 1248 6-24 6-24 'e se s [4:0-' -i %DING(pso SPACING 2-M CSI DEFL in (Ioc) Ude" PLATES GRIP .L 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.00 5 >999 Mil 197/144 )L 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.04 5-6 >999 .L 0.0 Rep Stress Ina YES WB 0.73 Horz(fl-) 0.01 4 Na )L 10.0 Code BOCAIANS195 1st LC LL Min I/defl=240 Weight:55 lb ABER BRACING 'CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-1-1 oc puffins. except end verticals. f CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2 X 4 SPF Stud SER Right 2 X 4 SPF Stud 3-0-7 %CTIONS(lb/size) 6=611/0-1.8,4=611/0-1-8 Max Hoa 6=23(load case 2) Max Uplift 6=-216(load case 3),4=-214(load case 3) ICES(lb)-First Load Case Only P CHORD 1-6=-242,1-2-0.2-3=-857,34=-857 'CHORD 5-6=789,4-5=789 3S 2-6=-847,2-5=122 TES Phis truss has been designed for the wind bads generated by 90 mph winds at 25 6 above ground level,using 5.0 psf toy hord dead load and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanlirle,on an occupancy category I,condition I nclosed building,of dimensions 45 ft by 24 R with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers .xist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the )late grip increase is 1.15 arovide mechanical connection(by others)of truss to bearing plate at joint(s)6,4. Irovide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 Ib uplift at joint 6 and 214 lb plift at joint 4. his truss has been designed with ANSIrrPI 1-1995 criteria. 1D CASE(S) Standard SrSE OP lypw yo °u�QaEN W. gym(9,f- 43 • • m r 06'3030 0Ff3S10N�'�" � I November 16,2001 WARNING-r use design par 1,conn i and READ design h b ON only AND REVERSE SIDE HEPORE � Design valla for use only will,vital,connectors.rhk design k bases pr upon oilparametersanonshown,and k lot sp tnalviaaof tnildinq component to be instadesigner and trading shown w nIs for Applicability support o(design Individual and proper klcorpdnal t of component k to Insure sty of y during aonstru -not huur he tlesbnel Brof t shown k lot laterdditiol support of Int brach web members only. tune Is Additional temporary dyofbracing to Insure desi1y during general guidance k ice oesponsi illygfa of fabrication. emGot.Additional Permrage,dew y.election of the brad g.Strcon u k the r Quality St of the DSI-8 0 racing m. For general and HIB-91 Handle mq fstalli llon.quomy tonna.storage,tleNvmy.erecom antl bracing.doe, Cei-m Co Drive, ,f dlyd,.Wl53 Bmalnq Specification.arta NIB-v1 MiTek® Handling Imtalllnq and lraolnp BepommMaatbllavalbbb from Truss Rale institute,SB3 D'O.ollb D�Iva,Matlkan,W 153)1 o. > russI toss I lope ty y niWntopes est ence ast anon, 11663581 rNSTAN C178 ROOF TRUSS 7 1 optional) � iK COMBEF�ME 4. 1 s t ec Industries, 73-f€b73T2 age 7-75 7-7.5 1.5x4 II Scala=127.5 1 3.82 12 n 5x5 c 2 3 3.4= 15X4 II 7.7-5 7-75 kDING(psf) SPACING 2-0-0 CSI DEFL in (lac) Iden PLATES GRIP .L 30.0 Plates Increase 1.15 TC 0.95 Vert(LL) Na - Na M1120 197/144 )L 10.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.15 3-4 >584 1 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 3 n/a )L 10.0 Code BOCA/ANS195 1st LC LL Min Well=240 Weight.38 lb ABER BRACING I CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-3-12 oc purlins, except end verticals. r CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2 X 4 SPF Stud iCTIONS(Ibfsize) 4=366/0-1-8,3=366/0-1-8 Max Hoa 4=182(load case 4) Max Uplift 4=-107(load case 3),3=-150(load rase 3) ICES(lb)-First Load Case Only s CHORD 1-4:::-293. 1-2=0,2-3=-293 F CHORD 34=0 BS 2-4=-0 rES his truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top .horst dead bad and 5.0 psf bottom chord stead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I Inclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCAIANSI95 If end verticals or czm ilevem xist.they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and the late grip Increase Is 1.15 'rovide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 Ib uplift at joint 4 and 150 Ib rpllft at joint 3. his truss has been designed with ANSI/TPI 1-1995 criteria. %D CASE(S) Standard 4.�t� OF NEW y0 r to V bFi�C M LU tr 063030 �v �OfESS10NP' i November 16,2001 WARNING-V.ft design prishe eters and READ NOTEB ON THIS AND Design valla for use Only with MiTek connectors.This design or bases only upon poromelers shown,and of too an Individual building component to off Installed and bastes vertically. ApplIcabBRy of desgn peramelers and proper Incorpooallon of component is oesponslbllly of Dulicin0 designer-not floss designer Bracing shown to too loleral suppod of hdlvldual web members only.Additional temporary blaChg to lrow.001,111/,during conitmctlon to the responsibility of the erecar. AEO4ksrgOl permanent to acing of the overal slmOlure IS the oesponslbYlty of the buluing design/.For general guidance regarding fabrlcolbn,quality control.storage.delivery,election and bracing,consult CST-Ba Quality standard.DSI-59 Bracing Speci lcatlon,and Rill M iTek® Handling Installing arsd Iruclrsg mm Recoendallan ovallob Pa bfrom Tours t.rViouta.5a3 D'Onb a o4Drive.Madison,W153719. cuss cuss ype icy y nstanfopesesr erlce ast anon, 11663582 )NSTAN C179 MONO TRUSS 1 1 (Moral g R,MEDIFORI. 1 /63 �.2D7—S 1 s cTf'S a us es, nc. ue—T o�:D7 571206T age z-tat 2-10-1 2 3.82 12 1.5x4 II Scale=1.23.3 5x5% . 1 l 3 l 3.4 = 1.5x4 II 2-10.1 zaaf AIDING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdee PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.46 Vert(LL) Na - n/a M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 34 >999 LL 0.0 Rep Stress Ina YES WB 0.15 Hoa(TL) -0.00 3 Na DL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdee=240 Weight:22 lb MBER BRACING P CHORD 2 X 4 SYP N0.2 TOP CHORD Sheathed or 2-10-1 oc purlins, except end verticals. T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. :BS 2 X 4 SPF Stud ACTIONS(lb/size) 4=127/0-1-8.3=127/0-1-8 Max Hors 4=366(load case 3) Max Uplift 4=43(load case 2),3=-342(load case 3) Max Grav 4=269(load case 3),3=127(load case 1) RCES(lb)-First Load Case Only P CHORD 1-2=0,2-3=-102, 14=-102 rT CHORD 34=0 =BS 1-3=-0 TES This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. if porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 Ib uplift at joint 4 and 342 Ib uplift at joint 3. This truss has been designed with ANSI/TPI 1-1995 criteria. AD CASE(S) Standard "rtE of New YO �d�QaEN W. ,_ • A 3030 �V oFe9S10W`�' November 16,2001 wARNWO-Ve deelan pasametere and READ NOTES ON rffi8 AND REVERSE SME BEFORE USE. seeffeew Design vale rot use only with Mnek connectors.The design Is based only upon parameters shown,and Is for an individual binding component to be � Inpalted and kwded vertically- APDlbabllfy or deogn parameters and proper Incorporation of component Is responslbRtly or"Who designer.not truss I designer.Bracing shown Is for bteral support of hdNk]ual web members phis.ACdltbnal temporary bracing to insure stability durklg construction is the iesponvblrlty of the erecta.Additional permanent pacing of the overran structure k the responslbilty of the building designer.For general guidance regarding fabrication,ouctly control,storage,delivery,erection and Doting.consult GST-W GualBy Standard,DSS-89 Bracing tpeaklcaBon,arW HIB-91 M iTek® Handling Installing and Braelrsg Beeommendari avalb abfrom Truss Irate hsnb tule.Sw D'OnoeDrive.Madison.W 153119. cuss cuss ype ry11, nslanlopes Rer ence .as argn, 11663583 :ONSTAN o tonal >7ASSAU BIIFF LMBER�IED 11 6 4. 1 s % ec n ustnes, nc. ue ov 1 1 0 1 age 1 2-0-0 4-00 241-0 4-00 3 Scale=1:15.1 1.5x4 If 600 12 z 34 II 4 , 1 3x4 = 1 5x4 I 4-0-0 441-0 ate se sLZO-0-0.0-11-01-L2.0-5-3,13-1-01 OADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP CLL 30.0 Plates Increase 1.15 TC 037 Vert(LL) Na - Na M1120 197/144 CDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.04 1-2 >592 CLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 1113, CDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/de8=240 Weight: 19 lb UMBER BRACING OP CHORD 2 X 4 SVP No.2 TOP CHORD Sheathed or 4-0-0 oc pudins, except end verticals. OT CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. /EBS 2 X 4 SPF Stud /EDGE i eft:2 X 4 SPF Stud 'EACTIONS(lb/size) 2--35710-3-8.4=185/0-1-8 Max Horz 2=237(load case 3) Max Uplift 2=459(load case 2),4=.103(load case 3) ORCES(lb)-First Load Case Only -OP CHORD 1-2=29,2-3--0.3-4=-148 OT CHORD 24=0 ,OTES 1 This truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5.0 pst top chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,conQQition I enclosed building,of dimensions 45 ft by 24 it with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,andel the plate grip Increase is 1.15 I Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 1 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1591b uplift at joint 2 and 103 Ib uplift at joint 4. I This truss has been designed with ANSI/TPI 1-1995 criteria. DAD CASE(S) Standard *S6 0f Nf w Y y Itt W. Cre�9'f- r � - ball L 063030 �v GFf3SI0H►`�' November 16,2001 � ,QsWARXJNG-Ver(fy design pasarrsetem and READ NOTES ON TRIS AND REVERSE SIDE BEFORE USE. Design varld for use only with MBek connectors. This design k based only upon parameters shown,and In for an Individual building component to be rmtalled and lodged!vertbalry. AppBcabllify of design parameters and proper Ncorporatbn of component k responsibility of bullong designer-not truss designer.Bracing shown is for bterat support of Indhlduol web members onry.Additional temporory bracing to Insure stability during construction Is the r s;ponsibillly of the erxtor. Additional permanent bracing of the overall structure is the responabstry of the building designer.For general guidance regording fobricallon,duality central,storage,delivery,erection and bracing.consult OST-BB Quality standard.DSS-99 Bracing Spscricotlon,antl HIB-91 HMiTek® anditn3,M g Installing Bracing Recommendation avalbbh..ie om Truss Hre ate Invitu ,s&;D'Onofrb Drive.Madkon,wl SB 919. cuss runs ype ry y nstantopes ear nce—East anon, 11663584 NST AN C181 MONO TRUSS B 1 o tional $ UMBER,MEDFORD, 1 1 s - 333- 1 e n uslnes,Inc. ue ov 1 age -2-0 2dO 2-0 2bO 3 Srale=1:1D5 1.5x4 II 6.00 12 W 2 3611 4 3x4= 1.5x4 11 2-0 le 5 t &DING(pso SPACING 2-0-0 GSI DEFL in (loc) Vdefl PLATES GRIP -L 30.0 Plates Increase 1.15 TC 0.34 Vert(LL) Na - Na MI120 197/144 X 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) 0.04 1-2 >690 L 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a OL 10.0 Code BOCAIANS195 fat LC LL Min Vdefl=240 Weight 12 Ib ABER BRACING CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-0-0 oc purlins, except end verticals. T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .BS 2 X 4 SPF Stud DGE ..2 X 4 SPF Stud NCTIONS(lb/size) 2=254/0-3-8,4=91/0-1-8 Max Hors 2=156(load case 3) Max Uplift 2=-140(load case 3),4=-55(load case 3) RCES(lb)-First Load Case Only 'CHORD 1-2=29,2-3=0,34=-73 (CHORD 24=0 TES this truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level,using 5.0 psf t p hold dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condi on 1 Inclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantile !xist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and e 31ate grip increase Is 1.15 'rovide mechanical connection(by others)of truss to bearing plate at joint(s)4. 'rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at pint 2 and 55 Ib 1plift at joint 4. i his truss has been designed with ANSIITPI 1-1995 criteria. 4D CASE(S) Standard (rte OF MfW YO 5 Q�EN W. 9,F 40 • ZrP 2 063030 �V 0Ff9S10N1'%" November 16,2001 r 1 7VARMNO-verify destyn parameter and READ NOTES ON TRIS AND REVERSE SME BEFORE USE. essiss"'s Design vo141 for use only with Millet,connectors.This design Is based only upon parameters Mown,and k tot on Individual building component to cte rnstanetl and boded verlbally. Appllca 1111,or design parameters and proper hrcorporalbn of component Is responslbllny of bpllding designer-not hunt designer.Bracing Mown is for Wool suppod of Incilvldual web membersp only.Additional lemorary bracing to Insure stability I'during conthuctbn is the responsib,llty of the erector.AOanbnal permanent bating Of the Overall structure Is the responsibdity Of the building designer.For geneal guidance regoding labrtcatbn,quarry control,slorage,delivery,erection and bracing.consurt GST-55 Quality Standard,DSB-Ba Bracing Specirconon.and NIS-01 M iTek® Handling Installing and 111.1ng Recommendation avalbbb from Trust Rale Insrnute.!Q3D'Orwlrb Drve i .Madison.W]$371O. 1 cuss cuss ype ty y onstantopes est enceast anon, 11663585 )NSTAN C182 ROOF TRUSS 4 1 o tional f55A0 SOFFOLTC COM13ER7„iE-DFO 7 3 . bi SR7 s cF293 1 1 e n ustnes, nc. Tile ov 1 : :O 2d61�age 1 -2-9-15 2-9-11 568 2-9-15 2-9-11 28-11 15A 11 scale=1.16.6 4 rR 3x4 4.24 12 3 2 q� I Y 6 5 1 2411 3x4= 4x4 - i 2-7-7 2-10.15 AIDING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vde6 PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.00 6 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.17 1-2 >209 LL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 Na OL 10.0 Code BOCA/ANSI95 1st LC LL Min VdeB=240 Weight:32 lb MBER BRACING L_ P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-6/ puffins, except end verticals. T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. :BS 2 X 4 SPF Stud ACTIONS(lb/size) 5=246(0-1-8.2=36810-4-15 Max Hoa 2=111(load case 3) Max Uplift 5=-76(load case 3),2=-283(load case 2) RCES(lb)-First Load Case Only P CHORD 1-2=33,2-3=-230,34=0,4-5=-0 T CHORD 2E=211,5-6=211 _BS 3.6=186,3-5=-230 TES (5) rhis truss has been designed for the wind loads generated by 90 mph winds at 25 it above ground level,using 5.0 psf t p ;hard dead bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condi nn I enclosed building,of dimensions 45 R by 24 ft with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or candle ers ±xist,they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.15,and t e 31ate grip increase is 1.15 arovide mechanical connection(by others)of truss to bearing plate at joint(s)5. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 Ib uplift at joint 5 and 283 Ib uplift at joint 2. This truss has been designed with ANSI/TPI 1-1995 criteria. Truss C180 intersecting bottom chord at 24"o.c.to be connected with Simpson SURL26/iply/2x6Min(SYP/DF 1.15Dn 1.33Up)or equivalent. This connection supports a maximum download of 590 Ib and a maximum uplift of 720 Ib. Follow Simpson installation recommendations for hanger connection. I AD CASE(S) Standard OF NE Regular Lumber Increase=1.15,Plate Increase=1.15 SrjE W Uniform Loads(pit) Vert:1-2=80.0 h �t f-k W. �.f. Trapezoidal Loads(plo yVQ Vert:2=1.6-to-5=-141.4 N stn M 463030 �V OFfSSIOtk November 16,2001 r I WARNING-Vis design parameter and READ NOTES ON Tffi8 AND REVERSE SME BEFORE E=. Design valid for use only with Mrek conneclas.This design IF based arty upon parameters shown.and Is for an Individual building componenr To be � Insralba and boded vetlbalty. ADpilcabllBy of design patametea and propel Incorpotatgn of component is Imoonsibufty of b411dnp designer-nor truss designer.Bracing shown he los btelal suppart of IndNdual web members only.Additional temporary bracing to Insure stability during consltuctbn IT the iesponsroility of the erector.Additional permanent bracing of the overall structure Is the resocnsibBlty of the building designer.For general qudance regorrnng fabrication,auolity conEpl,storage.delivery.election and bracing,consult DBT-aa Quality Blandard.DS11-89 Bracing$secabanon,and HIB-91 HM iTek® andling Installing andro acing aeamerW ommv lon aalbbto bTo.truss Plate Instllute,543 D'Onoeb Drive.Madison.W153710 �ru33 runs ype y onstantopes este F anon. 11663586 )NSTAN C183 ROOF TRUSS 2 1 o tional SSSA -S LRLOMSER,MEDFOR 11 1 1 s 1 e c n ustnes, nc. ue ov 1 1 :07.59 Pagel -2-0-0 444 8-0-0 1280 16-00 19-0-0 2-0-0 4-0-0 4-0-0 4-0-0 4-0-0 2-0O Srak=1.33 2 6x8 = 2x4 11 6x8= 3 4 5 600 12 R S 2 6 36= 10 9 a 3x5= 214 II 3x8= 2x4 II 4-0-0 B-0O 12-0-0 1640 480 44-0 4-0-0 4-0-0 ae se s ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) t/deePLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.05 9 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.08 9 >999 LL 0.0 Rep Stress Incr NO WB 0.28 Hord(TL) 0.02 6 n1a DL 10.0 Code BOCAIANS195 1st LC LL Min Well=240 Weight 103 lb MBER BRACING P CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 5-2-6 oc purlins. T CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 os:bracing. :BS 2 X 4 SPF Stud ACTIONS(Ib/size) 2--128310-3-8.6=128310-3-8 Max Horz 2=44(load case 2) Max Uplift 2=-527(load case 4),6=-527(load case 4) RCES(lb)-First Load Case Only P CHORD 1-2=35,2-3=.1944,3-4=.2267,4-5=-2267.5-6=.1944,6-7=35 ,T CHORD 2-10=1714,9-10=1742,8-9=1742.6-8=1714 -BS 3-10=406,3-9=590,4.9=-145,5-9=590,5-8=406 TES (7-8) This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf I I :hard dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category 1,condit)an I 9nclosed building,of dimensions 45 ft by 24 R with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantile am ;xisL they are exposed to wind. If porches exist.they are not exposed to wind. The lumber DOL increase is 1.15,and he plate grip increase is 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5271b uplift adjoint 2 and 5271b uplift at joint 6. This truss has been designed with ANSI/TPI 1-1995 criteria. Special hanger(s)or connection(s)required to support concentrated load(s)166.711b down and 78.6Ib up at 12.0-0,and, 166.71b down and 78.61b up at 4-"on bottom chard. Design for unspecified connection(s)is delegated to the building Jesigner. rruss C182 intersecting bottom chord at joints 8 8 10 to be connected with Simpson SURL26/1ply/2x6Min(SYP/DF 1.11 Dn SE OF NEW ..33Up)or equivalent. This connection supports a maximum download of 590 Ib and a maximum uplift of 720 lb. Follo S* r0 3Impson installation recommendations for hanger connection. Ab EN W. S rruss C180 intersecting bottom chord at 24'o.c.to be connected with Simpson LUS26/lply/2x6Min(SYP/DF 1.15Dn 1.331.1p)cr equivalent. This connection supports a maximum download of 645 lb and a maximum uplift of 935 Ib. Follow A,� �( I iimpson installation recommendations for hanger connection. y • 9 (� AD CASE(S) Standard 7egular.Lumber Increase=1.15,Plate Increase=1.15 2 ~ to Jmfonn Loads(plo Vert 1-3=-80.0,3-5=40.0,5-7=-80.0,2-10=-20.0,8-10=-102.7,6-8=-20.0 q� 063030 1J :oncentrated Loads(lb) Vert 10=-166.78=-166.7 Opf3SIOH�`�' November 16,2001 I� WARNING-Verft design parameters and READ NOTES ON T197S AND REVERSE SIDE BEFORE USE. Derision vpll l for use Only with MTek connectors. The design Is based only upon parameters shown,and Is for on lodlvlducl blalsdlnp component to be � Installed and boded vertically. Apolcobllity of design parameters and proper Incorporation of component is responsibal ty of br Ming deslonet-rot h.. designer. Bracing shown is for lateral support of Individual web members only.Additional temporory bracing to insure stability during construction B the responsrbisly of the erector. Additional permanent bracing of the overall thriCtvre If the resoonslblllly of the buluing designer.For general gubance regarding fabrkolbn,quality control,storage,delivery.erection and bracing,consul OST-83 Quality Standard.DsB-ae aracing Specillcatlon,and HlB-el MiTek® Pla Handling Installlry and Bracing Retommendalbn avalbble from Trust te hr583 b D'OnoM1Drive.Madison,W I5371a. t russ rust ype ty y nstantopes est ence ast anon, 11663587 )NSTAN C184 ROOFTRUSS 2 1 (optional) 1SSAVSUFF CKIUMBER.MEDFO P-fi76 -S.201R s 1 e Industries. 3 1�6: 8 52 Pagel -2-0 6P0 - 160-0 1640 18-00 2-0 640 4-0-0 6-0 2-0 Side=1.33.2 4x8= 5x5= 3 4 600 12 R 2 5 sit 6 Io 1 3x8 I I 3x4 = 8 7 3x4= 1.5x4 If 3.4= 3.8 II 640 I 10-0-0 1640 6-0-0 440 640 -ADING(psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP LL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.03 8 >999 M1120 197/144 DL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.06 2-8 >999 LL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 5 Na DL 10.0 Code BOCAIANS195 1st LC LL Min Wel=240 Weight:70 lb MBER BRACING -P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-8-7roc pubes =CHORD 2 X 4 SYP Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. °BS 2 X 4 SPF Stud -DGE 1:2 X 4 SPF Stud,Right:2 X 4 SPF Stud :ACTIONS(lb/size) 2=957/0-3-8,5=957/0-3-8 Max Hoa 2=-58(load case 2) Max Uplift 2=-375(load case 4),5=-375(load case 4) RCES(lb)-First Load Case Only 'P CHORD 1-2=29,2-3=-1016.3-4=-894,4-5=-1016,5-6=29 T CHORD 2-8=890,7-8=894,5-7=890 :BS 3-8=97,3-7=0,4-7=97 )TES This truss has been checked for unbalanced loading conditions. rhis truss has been designed for the wind loads generated by 90 mph winds at 25 It above ground level,using 5.0 psf top ilord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure D ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.15,and the olate grip increase 1s 1.15 Provide adequate drainage to prevent water ponding. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 Ib uplift at pint 2 and 375 Ib iplift at pint 5. chis truss has been designed with ANSI/TPI 1-1995 criteria. tE of NF{p AD CASE(S) Standard SP Y0 rz, T4 W. H • ♦ A in C � •�bNl 063030 Pv 0Ff9SIO H�`�' November 16,2001 AWARNINO-Vtir(fy distills.piz.ttirti and BEAD NOTES ON THIS AND REVERSE BODE BEFORE USE. siris e Design valla for use only with Mnek connectors.This design k based only upon parameters shown,and k lot an hdlvauol blulalna component to be 4ridithd and added vettaally. AppBcabSey of design parameters and paper Incorporation of component 4 responsibility of bLllding designer-not truss designer.Bracing shown is for derol support of Individual web members only.Addtlanol temporary bracing to insure slowly during construction S the responsib,luy of the erecta.Atltltlanal permanent bracing of the overd structure If the responslbl4ty of the building designer.For general gwddnce regarding fabrication,quality control,storage,delivery.erection and bracing,consult CST--54 C nAffy Standard.DSS-Ba tracing Sp fflcatlon,and XIS-al M iTek® , Handllrrg Bracing;id Installing and Bracing; n ovolable from Truss Rote Institute.58b 3 D'OnoM1Drive.Madison,WI 53710. tI I cuss cuss ype ry Iy Constantopes eel ence Est anon, 11663588 JNSTAN C185 ROOF TRUSS 1 optional) ASSAUSQF tiKLUMBER;MEOF Y 1178 4. 01 S 1R s Oct 2!3 Ot F1i e n iue Nov 2001�age i- 4-0-0 a-1-0 a-0-0 11.11-0 16-0-0 18-0-0 2-0-0 41-0 3-11-0 }11-0 4-1-0 2-0-0 Scale=1:33 5 4x4= 4 6.00 12 1.5x4 1.5x4 G 3 5 9 2 6 0 7 f, 1 3.8 11 3x4= a 3x4= axe = 3x8 II r 11-00 I i6Q0 —� 11-0-0 rADING(psf) SPACING 2-M CSI DEFL in (loc) Vdeft PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.03 8 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.12 2-8 >999 :LL 0.0 Rep Stress Ina YES WB 0.77 Hoa(TL) 0.02 6 Na :DL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdefl=240 Weight:73 lb IMBER BRACING rP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-9-1 oc pudins. IT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. =8S 2 X 4 SPF Stud =DGE is 2 X 4 SPF Stud,Right.2 X 4 SPF Stud -ACTIONS(Ib/size) 2=957/0-3-8,6=957/0-3-8 Max Hoa 2=-72(load case 2) Max Uplift 2=-375(load case 4),6=-375(load case 4) )RCES(lb)-First Load Case Only )P CHORD 1-2=29.2-3=-1110.34=-816,4-5=-816,5-6=-1110,6-7=29 IT CHORD 2-8=960.6-8=960 =BS 3-8=-261,4-8=404,5-8=-261 JTES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dealt bad and 5.0 psf bottom chord dead bad,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 It with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or cantilevers exist.they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip inaease is 1.15 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 Ib uplift at joint 2 and 375 Ib uplift at joint 6. This truss has been designed with ANSIITPI 1-1995 criteria. ,AD CASE(S) Standard S*SE Of New y0 5�QaEN W. N L z r n i t w 8 063030 �V 0Ff3S10N�'�" November 16,2001 A WARMND-ver VV deefpn preir.tera and READ NOTES rix TMS AND RE VERSE SIDE BEFORE USE. Design valid lar use only with Mnex connectors.thls design k baud only upon parameters shown,and Is tot an lndlvtdual bullding componentla be Metaled and added verftoM. AppBCGDRty at dedgn poramel<n and proper incorporation of component k responsiboy of building designer-not bun ' designer Bracing shown Is for blest support of Individual web members only.Additional temporary bracing to Insure stability during construction h the res ronsibilty of the erector. Addlllonal permanent bracing at the overall structure is tree responslbllty of the bulMing designer.For general guidonce regarding fabrlcatlon,quality conlat storage,delivery,erection and bracing.consult OST-BO Quality Standard.DSI-89 Bracing Spt,dacatbn,and HII.91 M iTek® i Handling Installing and Iroaing RKMailable, m ss 5B3 oallon Mailable,noTruGlatt,institute, D'Onofrb Drive.Madison,W1 53719. rb— e ross :ROOF s ype ty y onstanlopes� ence ast anon. 11663589 3NSTAN C1t76 TRUSS 4 1l(opustASSAUSUF LR COMB ERTWEDFORDT1763 �2�SRTs ct 300f M1 a Mn neTTu"N viaF .01 1 age -2-0-0 39-15 7.7-15 S-7-15 2-0-0 19-15 110-0 2-0-0 Stale=1.19.7 4x4= 3 6.00 12 4 2 3x611 \ 5 Ig I. V 3.4= 1.5x4 li 3x4= 3,,6 li 1315 t 7-745 3-315 110-0 ate Offsets 1- 4: - - -1 )ADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.00 6 >999 M1120 197/144 :DL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) 0.04 1-2 >592 :LL 0.0 Rep Stress Inv YES WB 0.03 Horz(TL) 0.00 4 Na :DL 10.0 Code BOCA/ANSI95 fat LC LL Min Well=240 Weight:35 lb IMBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or(S-0-01 oc purlins. )T CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2 X 4 SPF Stud EDGE ft:2 X 4 SPF Stud,Right:2 X 4 SPF Stud _ACTIONS(lb/5ize) 2=WA)-3-8,4=540/0-3-8 Max Hoa 2=420oad case 2) Max Uplift 2=-257(bad case 4),4=-257(load case 4) )RCES(lb)-First Load Case Only )P CHORD 1-2=29,2-3=-367,34=-367,4-5=29 T CHORD 2-6=317,4-6=317 .BS 3-6=74 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level,using 5.0 psf tpp chord dead bad and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 it with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantle am exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and{he date grip increase is 1.15 Provide mechanical connection(by others)of truss to bearing plate capable of wiftlanding 257 Ib uplift at joint 2 and 257 Ib uplift at joint 4. This truss has been designed with ANSIrrPI 1-1995 criteria. SAD CASE(5) Standard S*S6 OF NZW yo yd�QaEN W. N A - bEi to 9 3030 �V OFfsSlotok November 16,2001 AWARMNO-YerVy design parameters and READ NOTES ON THIS AND BEVLRSE SIDE BEFORE USE. .. Design valid tot use only with Miles Connectors.This design b based only upon parameters shown,and k for an indivkual bulkxng component to be � mslar*d and carted y1flicalh. Appicablllty of design parameters and proper Incorporation of component b responsibility of quioting designer-not truss tleslgnar. Bracing shown h for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 4 the resoonub,llly of the vector. A=iional permanent bracing of the overall structure k the responslbllny of the bulking designer. For general guidance regorging robrcatcn,aua:ity conuol,storage,denvery,section and bracing,consult 0SA34 Quality standard,DSII-89 Bracing Specxlcallon,and Hill-91 MiTek® . NonAling metalling and IIq raclrRecommentlalbn ovallabb from Truss Prate institute.Lel D'onofrc Drive,Madison,W153710 "us' =ROOFTRUSS ty y Co�Zesn esr elas< action. � – 11663590 ONS7AN C187 7 1 o ti .ASSAUSUFF LR LUMBER,MEDF , �31S1—SR�Oct a nuroeNov 1 1 -b£NOb1–Page i r -240 1 4412 1 7-7-15 47-15 2b 4412 3-7a 2-0 4x4= $;ale=1:32.4 42412 3 1.5x4 II 1 5x4 u 5x5 5x5 _ 4 2 5 n qq 15aI II 15x II 15x011 15x II 11.4 11 7 15,14 11 1 5x4 II 3x8= 15x4 u 4412 7-7-15 4412 3-7.3 )ADING(psf) SPACING 2-0-0 CSI DEFLin (loc) I/dee PLATES GRIP :LL 30.0 Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 7 >999 M1120 197/144 AL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.05 4-f >548 :LL 0.0 Rep Stress Ina YES WB 0.71 Hoa(TL) -0.00 6 Na ;DL 10.0 Code BOCAIANS195 list LC LL Min Udell=240 Weight.63 lb )MBER BRACING )P CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verb als. )T CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .BS 2 X 4 SPF Stud TAERS 2 X 4 SPF Stud :ACTIONS(lb/size) 8=540/0-3-0,6=540/0-3-8 Max Horz 8=323(load case 4) Max Uplift 8=-274(load case 2),6=-352(load case 3) )RCES(lb)-First Load Case Only )P CHORD 1-2=29.2.3=-144.3-4=-144.4-5=29.2-8=-501.4-6=-506 )T CHORD 7-8=-0,6-7=0 EBS 3-7=199,2-7=184,4-7=201 )TES This truss has been checked for unbalanced loading conditions. This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load.0 mi from hurricane oceanline,on an occupancy category I,condition 1 enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCAIANS195 If end verticals or cantilevers exist,they are exposed to wind. 1f porches exist,they are not exposed to wind. The lumber DOL increase is 1.15,and the plate grip increase is 1.15 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face).see MiTek "Standard Gable End Detail" Gable studs spaced at 2-0-0 oc. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 274 lb uplift at joint 8 and 352 Ib uplift at joint 6. This truss has been designed with ANSlrrPI 1-1995 criteria. 'AD CASE(S) Standard of NEW}O F X53030 �V OFESSIOWIV November 16,2001 WARNfNO-Yer(rg design panaefeterr and READ NOTES ON TB75 AND REVERSE SIDE BEFORE t73E. '•�® Design valla lar use Only with Mlles Connectors.This design If based only upon Daramelms shown,and if dol an Inalvlduol building component ms bdd Io be � staile and oeveribally. Appllcabllttra y of design pamelers and prophwcomponent er corporaln of coonent k lesponslblllty of pulldieg J. he,-not hues designer.Bracing$mown k for lateral support of individual web members onry.Adarcbnal termpalaly bracing to Insure stobtitJ during construction k Ine resoon Hbtlpy of the elecbs. Additional permanent bracing of the overall structure k the tesponsibllily of the building designer.For general gubance regarding labrbalbn,quality COW OL storage.delivery.erection and bracing,consua OST-W Quality Standard,054-ae tracing Specification,and HIS ai MiTek® Handling Instolling ar$d Ifoolrsg lecommendav albn albb bfrom Truss ftle,Institute.583 D'Onohlo Drive.Ivadison.WI 52719. ,OF- cuss runs ype ty Py Constantopes est ence Last anon, 11663591 :ONSTAN C188 ROOF TRUSS 2 1 o tionary SASSAO SDF LK LUMSER,A 4.201 1 s MI e n ustnes, nc. ueNov13 16�03�061-Page 1 -2-0-0 4012 7-7-15 9-7-15 2-0-0 4012 1741 244 4x4= Scale=1 35 7 4.24 F12 3 5x5 C 5x5 4 2 5 i 8 7 6 15x4 II 3x9= 1.50 n 40.12 7-7-15 4-0-12 1741 OADING(psf) SPACING 2-0-0 CSI DEFL in floc) Well PLATES GRIP CLL 30.0 Plates Increase 1.15 TC 0.60 Vert(LL) 0.00 7 >999 M1120 1971144 CDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.05 4-5 >541 CLL 0.0 Rep Stress Ina YES WB 0.14 Horz(TL) -0.00 6 n1a COL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdefl=240 Weight:58 lb UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purists, except end verticals. OT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10h0 oc bracing. /EBS 2 X 4 SPF Stud EACTIONS(lb/size) 8=540/0-3-8.6=540/0-3-8 Max Hoa 8=384(load case 4) Max Uplift 8=-274(load case 2),6=-386(load Case 3) ORCES(lb)-First Load Case Only OP CHORD 1-2=29,2.3=-126.3-4=.126.4.5=29,2-8=-501,4-6=-5D6 OT CHORD 7-8=-0,6-7=-0 JEBS 3-7=-211,2-7=177.4-7=194 OTES 1 This truss has been checked for unbalanced loading conditions. This trusts has been designed for the wind bads generated by 90 mph winds at 25 ft above ground level,using 5.0 psfitop chord dead load and 5.0 psf bottom chord dead load,0 mi from hurricane oceanline,on an occupancy category I.condition I enclosed building,of dimensions 45 It by 24 It with exposure D ASCE 7-93 per BOCA/ANSMS If end verticals or cantilevers exist,they ere exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.15.and the plate grip increase is 1.15 1 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2741b uplift at joint 8 and 3861b uplift at Joint 6. This trusts has been designed with ANSI/TPI 1-1995 criteria. OAD CASE(S) Standard OFlewY0 St+ W. y L: A n. ~ _ O 063030 �lV` �0Ff3S10N�'� November 16,2001 1VARMNO-Vur1fydesign parametersaed 7hLA0 NOTES RpONi tN AND VERSL SmE Desbn valid! loo use Only with MBek,RLIO, This designkbased only upon parameters Down,and k la Intllvlolibullnq component to tlRntl de Ap .f desn parameters and propel incorporation of component k sp ty oLbWcintl -not truss ube designer.Biocing shown Is f rMelalsupporn o1 Individual web members only.Additional lempo1.Insure sty during,..silucibIs the responsibility of the r. Additional permanent bracing of the comm structure 4 tne I mslb ty of the bulcInp designer.For OquibOnoe d1m,fblbclb .qualify ndelivery.erection and otocing,cornua Quality Standard, VOtinq SpecMccrtion.and HIB 0e1 Handunq Ifulplllrq OW{Iocllp■eoammentlmon ovcibbb from Kusa pate Institute,SKI D'Onofrio or",M.drhon:.Wi 53719. M�iTe�k - ._._ TOE Truss cuss ype Ply onstanlopes fence East anon i 12 11663592 NA SAU- C188G ROOF TRUSS SDp6onal, "AASSA(TSUF C' 3MBER.. EDFO 117€ --12 1 s 2 2001 I e ndusF I,lin e�ov—i3i6:a83 age 1 r - 4-o-1z I 7a-ts 4A 12 3-7J 4.24 F12 4.6 11 Scais=1'42 71 2 7.8 7x8 3 1 i 4 6 5 4 2.4 11 3,,8= 2x4 11 l 44-127.7-15 4-04--12 3-74i LOADING(psf) SPACING 2-0-0 CSI DEFLin (loc) Ud fl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.01 5 >99 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 5 >99 BCLL 0.0 Rep Stress Ina NO WS 0.31 Horz(TL) 0.00 4 n/a BCDL 10.0 Code BOCAIANS195 1st LC LL Min Vdefl=240 Weight. 1371b LUMBER BRACING TOP CHORD 2 X 6 SYP Ni TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS(Itil lee) 6=2011/0-3-8,4=2011/0-3-8 Max Horz 6=487(load case 3) Max Uplift 6=792(load case 2),4=-854(load case 3) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-604.2-3=-604. 1-6=-1972.34=-1977 BOT CHORD 5£=-0,4-5=0 WEBS 2-5=-1535, 1-5=935,3-5=1037 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph Winds at 25 ft above ground level.using 5.0 p f lop chord dead bce ad and 5.0 psf bottom chord dead load,0 mi from hurricane oanline,on an occupancy category I, dition I enclosed building,of dimensions 45 ft by 24 ft with exposure D ASCE 7-93 per BOCA/ANS195 If end verticals or can ilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind The lumber DOL increase is 1.15.and the plate grip increase is 1.15 3) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 792 Ib uplift at joint 6 and 854 Ib uplift at joint 4. 4)This truss has been designed with ANSVTPI 1-1995 criteria. 5)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 6) Truss C731 intersecting bottom chord at 24"o.c.to be connected with Simpson SURL26/2ply/2x6(SYP/DF 1.15Dn 1.33Up) orequivalent. This connection supports a maximum download of 920 Ib and a maximum uplift of 720 Ib. Follow Simpson installation recommendations for hanger connection. Z*tf. OF NEW YO 5 EN W. q LOAD CASE(S) Standard 1) Regular.Lumber Increase-1.15,Plate Increase=1.15 Unifoml Loads(plf) • p Vert:1-2=-525.8,2-3=525.8,4E=-20.0 Tr - loin! in C 063030 OFE9SIOH0" November 16,2001 ,&WARNING-Vest deBlyn parameters and READ NOTES ON TRIS AND REVERSE SME BEFORE DISE. Del valid for use only with Mitek connector.Inn design is based only upon parameters Mown,and Is for an Intllvldual building component to be Insronea and loatled vedkairy. Applicability of design pcfameteis and proper Incorporation of component is responslbliny of building designer-not Imss designer Bracing shown is Tor lateral suppod of Indlvolual web members only.Additional temporary bracing to Insure stability during construction h the responsibilily of the erector.Additional permanent bracing of the overall dr ucture Is the responslb4lly of the building designer.For general guidance regarding fabrication.quality control,storage,aelmmy,erection and bracing,consu8 OSI-]a Quality Standard.DSB-89 Bracing Specification,and HIS 91 M iTek® Handling Imlalling and Bracing SetommMdotbn avallabb I,am truss Irlate Inuubriv stte.5a3 0-onoM1De.Alatleon.W 153719. — e — �L.37 QQ EL -moo,pow ;qt P, � N /I U o r vs .s a m o q r J ,4.39 S,(.5 r A r2x u.G. m N Tw= di0.2. m 111 39.a 0� Q 0 o S a W tom' 4..IIt,3f•.•I�Q�w..tT' pT O 1 O CO — CEJ 1 — C=am LMD aA; Lot 30 Aga (vacant) Young & Young, Land Surveyorsrt bdt young R F 1 !901Wl� 400 Ostrander Avenue, Riverhead, New York 516-727-2303oW �a,-• x£ {�Dnng ��„� a"D Alden W. Young, P.E. & L.S. (1908-1994) Howard W. Young, Land Surveyor 0 Ra25.00' Ls75.95 Thomas C. Wolpert, Professional Engineer L=37.05 John Sehnurr, Land Surveyor 0InuninB fL=JIO FT OP [nglnrrring w vs,. HEALTH DEPARTMENT USE _ •nrurying W Y Sa if) 0 04 oo a N • �0 Lot 49 c vNarosED S clFSE (Dwelling - Under Construction) Z SvSTFM ° \ o No vsiuie Well Or Sanitary \, Lot 31 Lot 32 NO MC[E (Cwemng) e b C7 z q; _ _ k - — - — - - D i SURVEYOR'S CERTIFICATION � gg O0 WE HEREBY CERTIFY TO EVANGELOS KARAKOSTAS wF:u & Ill KARAKOSTAS THAT THIS SURVEY WAS "e ° r VI e` r '� s?° �� PREPARED IN ACCORDANCE WITH THE CODE OF PRACTICE FOR ill f N LAND SURVEYS ADOPTED BY THE NEW YORK STATEON ° OF PROFESSIONAL LAND SURVEYORS. fiT „' �PN5CN/y`3 $� € ig Lot 48 ,Y `� "�Y,die }zn /� ' i Y■ (Dwelling) No Well Within 150 Fitz ;v. 6 s JOHN SCHNURR, N.Y.S. LS, NO. 4951.7 F • h3 _„4.0'� • W nOCO Ng0-5 HOWARD W. YOUNG, N.Y.S. L.S. NO. 45893 �s�O q9 1l V� 9 LAND 9 TEST HOLE No. a Z� " ��2°a N SURVEY FOR FROM FILED MAP o IN Lot lli 93 ° EVANGELOS KARAKOSTAS & ETTITIA KARAKOSTAS- 0.0' "a TOPS n LOT 32 "HIGHPOINT AT EAST MARION, SECTION TWO, INC" V-P < P�PGE At East Marion, Town of Southold ag�? EDAM P�G Suffolk County, New York aqSE 30' MP O - MONUMENT SET MONUMENT FOUND Q STAKE SET A STAKE FOUND SAND County Tax Map Dlstrmt 1000 section 31 e,NeK 03 Lot11.24 e.o dot 45 NOTE 2§ No<°n� BUILDING PERMIT SURVEYo& SANDEa L CRAVEAREA = 40,416 SQ. FT. a° 80' • SUBDIVISION MAP FILED IN THE OFFICE OF THE CLERK OF y SAND h SUFFOLK COUNTY ON JULY 13, 1984 AS FILE NO. 7755 gay GRAVEL • VERTICAL DATUM = N.G.V. DATUM (M.S.L. 1929) MAP PREPARED JAN- 14, 2000 �5 17.0 • ELEVATIONS SHOWN HEREON ARE FROM MAPS OR SURVEYS SCALE 1" = 60' € PREPARED BY US AND ARE SUBJECT TO FIELD VERIFICATION. JOB NO. 99-0794 OF 1 � DWG. N0. 990794 O 3$� �aS Lot 30 a (Vacant) Young & Young, Land Surveyors �b ng 400 Ostrander Avenue, Riverhead, Neu) York 11901 a'y W/<< OW R1VE 316-727-x303 ■■ EI-A.E EL-]62 D his D1IItJ CONE cuT+e ACden M. Ypung, P.E. & L.S. (1908-1994) Howard^. Young, Land Surveyor o R=25.00 L.75.95' Thom" C. ff4prL, Professional Engineer L=37.05 EL-355 Ow O John Schri Land Surveyor �lggniqg EE-37 0 it 1Eq LgrMng U+ ,T 'O EPARTMENT USE S° Q ;e igrvryigg w i �^ SUFFOLK H$AI.7HSEItVRCE$ aig h N 0. liRl w Polk htROYAl°OFCONSTRuciWN IOR A L goo Lot 49 n vRovoS 0 E" -MGLir PAMMY RiRSMENCE ONLY q sAwrrsr5 (0weilin9 - Under Construction) 2 SYSTEM ° DATE r-3-200HSREF.NO. -OU- UD3 oi}� No Visible Well Or Sanitary T. Lot 31 APKOVEn -L �� Lot 32 "a � w � (Dwelling) � sod FOR MAXIMUM OF.L4ROOMS a n % W MRES THREE YEARS FROM DATE OF APPROVAL rn OI ayf.o Dgry poE -10 iz M°= `t • WE HEREBY CERTIFY TO EVANGELOS KARAKO5TAS , wcu.. I o'er _ Y�� "E" yV Q & ElTIT1A KARAKOSTAS THAT THIS SURVEY WAS ° � pcfl �� s?d' i� � �Ci' PREPARED IN ACCORDANCE WITH THE CODE OF PRACTICE FOR _8� N �r LAND SURVEYS ADOPTED BY THE NEW YORK STATE ASSOCIATION ° 1 ��,,; •_?'' �m +r OF PROFESSIONAL LAND SURVEYORS. " w -- of NEW y w'� SCNNv9 9,j goy Lot 48 eq0 ��"�Y ��`► , 3 Il ,`�/VG1 9 ;f� (Cweiling) � fN,No Well Within 150' :4 JOHN SC4+NURR, N.Y.S. L.S. NO. 49517 a% a aow�arc+ 'E5 a HOWARD W. YOUNG, N.Y.S. L.S. N0. 45893 TEST HOLE NO. 4 1��Z� q ysFp � s SURVEY FOR -it NO- FROM FILED MAP O �A ' a Lot 33 0�� (Owellfng) EVANGELOS KARAKOSTAS & ETTITIA KARAKOSTAS ! � un' t„e TOPSOIL f �� aLrV CL, �,�l LOT 32 "HIGHPOINT AT EAST MARION, SECTION TWO, INC” E I°' P�PGG .��`'� S��w^"'- \ At East Marion, Town of Southold LOAN �` Suffolk County, New York aq�= 3.0' MPP MONUMENT SET ■ - MON 7 FOUND - STAKE SET ♦- STAKE FOUND !Ze SANDr— — County Tax Map District 1000 Section 31 e;aIK 03 w111.24 t„g FD• �5 NOTEF: SACKED ca°k) —� BUILDING PERMIT SURVEY AREA = 40,416 SQ, FT, GRAVEL O RA' • SUBDIVISION MAP FILED IN THE OFFICE OF THE CLERK OF SAND rt SUFFOLK COUNTY ON JULY 13, 1984 AS FILE NO. 7755 $�e 3, GRAVEL • VERTICAL DATUM = N.G.V. DATUM (M.S.L. 1929) MAP PREPARED JAN. 14, 2000 � s 170 • ELEVATIONS SHOWN HEREON ARE FROM MAPS OR SURVEYS SCAT 1” = 60' k,d PREPARED BY US ANO ARE SUBJECT TO FIELD VERIFICATION. JOB NO. 99-0794 OF 1 . §§ O DWG. NO. 990794 5 Lot 30 / O Vo `me (Vucant) Y��= nung Young & Young, Land Surveyors Wim WQ1, 400 Ostrander Avenue, Riverhead, .Nein York 11.901 z Or,/ pRIVE 516-727-2303 -` _. W W Ccs ,„ae Aldert. W. Young, P.E. & L.S. (1908-1994) €"_' R=25.00'- R 4Il.-OA - Howard W'. Young, Land Surveyor L=75.95' Thomas C, Wolpert, Professional Engineer Planning L=37.05' �'�� u c,-rs> _ �.v John S'chnu.rr. Land .Surveyor aRorosm N SMITMY [nglnrering `I ED Dq SYSIr1A© I �� oqQ jp- - DEPARTMENT USE k:Fw o a •ururging o st . yS iDEPARTMENT OFHEALTH SERVICES am OriA N N a-" .8 �a° ro,.v. PERMIT FOR APPROVAL OF 6;C+A;STRF1�>r PION FOR A g' Lot 49 icon �`AP , /� �� ~~ 0 WiGLEFAMILY R£LSITDEN a4n� (Dwelling - Under Construction) O .6' r 9, ~� rY cG�N�.� No v.^,able Well Or SOnitar 2� PRORG < �G.-�i"�z Cci.Oy \ DATE -Z-C9p HSREF.,N ' --OC,_0( � c Lot 31 \\ APPROVED bIOG�y Gpwp G.DEEM (Dwelling) \ V N GFr t"9 a � FORM 4X<'.:UM Or' EEDROOMS M f+f J EXPIRES THREE YEARS FROM DATE OF APPROVAL ;a - --- -- -- - Im cL D ”. 0 SU ds ~_-iso. . I o_� • F WE HEREBY CERTIFY TO EVANGELOS KARAKOSTAS - y AMAX '� WILL I & ETTITIA KARAKOSTAS THAT THIS SURVEY WAS „zw Lot 32 g PREPARED IN ACCORDANCE WITH THE CODE OF PRACTICE FOR LAND SURVEYS ADOPTED BY THE NEW YORK STATE ASSOCIATION y" ,In { 0 `1 & ( OF PROFESSIONAL LAND SURVEYORS. 140N 2O ':' Lot 48 fn 11" \ / ,i ��prr NEltiY < o - .. (Dwelling) \ \ / �P W. CO ZH. Ilea z'o�a \ i JOHN SCHNURR, N.Y. L. NO. 49517 g _ / HOWARD W. YOUNG, N.Y.S. L.S. N0. 45893 TEST HOLE N0. 4 � 0 «" \ .�ZoO+ W �� 45893 p� s SURVEY FOR LA FROM FILED MAF ``• •�, ` I` -__ . LOt 33 �`: i ,� . Dwell,n,,, _ EVANGELOS KARAKOSTAS & ETTITIA KARAKOSTAS = ' TGPSGN. LOT 32 "HIGHPOINT AT EAST MARION, SECTION TWO, INC" LOAM PLPC � cP At East Marion, Town of Southold "=F 3.0' Mp,P�-� \ Suffolk County, New York ao O = MONUMENT SIT ■ = MONUMr.l rcnurD p _ STAIr SEI ♦= SIAeE FOUND azz SND County Tax Map ortrirt 1000 Section 31 al„ck 03 Ln111.24 , 6 D' roti q.5 NOTE SAND& �� - BUILDING PERMIT SURVEYp's GRAVEL AREA = 40,416 SQ. FT. o 80 • SUBDIVISION MAP FILED IN THE OFFICE OF THE CLERK OF O SAND k SUFFOLK COUNTY ON JULY 13, 1984 AS FILE NO. 7755 REVISED BUILDING PERMIT DATA AUG. 30, 2000 GRAVEL €.and • VERTICAL DATUM = N.G.V. DATUM (M.SL. 1929) MAP PREPARED JAN. 14, 2000 0 kado • ELEVATIONS SHOWN HEREON ARE FROM MAPS OR SURVEYS - SCALE 1” = 60' PREPARED BY US AND ARE SUBJECT TO FIELD VERIFICATION. JOB N0. 99-0794 OF 1 $ �z DWG. NO. 990794_building-_oermit O• .�y= Young & Young 400 Ostrander Avenue, Riverhead, New York 11901bE 631-727-2303 �Q Howard W. Young, Land Surveyor dyes Thomas C. Wolpert, Professional Engineer p� Robert C. Taet, Architect N Ronald E. Pfuhl, Landscape Architect '] Douglas E. Adams, Professional Engineer 0 Lot 30 W Es avo € a Subdlvlsion "Highpoint At East Marlon, 5ectlon Two, Inc" s e9CY S L04 WILLOW DR N/ - — ' t. R=540W OHLRETELNRE � tl SEC RLI 1 _ n 30 � a TE I L= 5.9 h ry ' p5' mo m say � lu LP Q1 W °FLAG PoLE Q @ E S Lot 49 0 rnu n; o 9s Iris NOTE ° AREA = 40,416 50. FT Subdlvlon - O "HIG,hpOint At East Merlon, Section TWO, Inc" Z e �" p° z" y • SUBPIV1510N MAP "HIGHPOINT AT EA57 MARION, SECTION o 0 u 1T TWO, INC" FILED IN THE OFFICE OF THE CLERK OF SUFFOLK I COUNTY ON JULY 13, 1964 AS FILE NO 7755 33. ,5r e n i- ' 3 $ S y5Sd�_cC m ° 4if � '6 Wn'_ c � --gj e:_________ A STocen°E eENLE s 9A g• � �P a � \ 2geE rn tG S � O SURVEYOR'S GERTFGATONa � v Q A WE HEREBY CERTIFY TO GARY CCNSTANTGPES e oll 9s o m 0 THAT THI5 SURVEY WAS PREPARED IN ACCORDANCE WITH THE -y� CODE OF PRACTICE FOR LAND SURVEYS ADOPTED BY THE lit ' EYORK TATE A55COIA71ON OF POFES51 �°° SURVEYORS. yo°o\ y N GOO `sa +e" o HOWARD W. YOUNG,�N Y S. L 5 NO 45893 [ANU SUbdAAan 'Section ' iE _ H ghp°`"t ht East Marlon, a SURVEY FOR E m Q LY1°E &ARY GONSTANTOPES ares ppb 33 ° �nG, Lot 32 "Hlghpolnt at East Marlon, Section Two, Inc." 5�e� 9PE Sjo Of,, tw"�w At Suffolkast rion, Toviin Gou County, Newfhold York e hP°int � =- N9 County Tax MOP olomct 1000 section 31 Block 05Lod 1.24 PPG� IN,4L SURVEY 0 g.n3 MAP PREPARED MAR. 26, 2004 gFp`3 y„s$ 50ALE. "=40' E=MONVHENT SET 0 =MOWMENT FOIMO Q. BTAKE EMT .=STAKE F o C a CHIMNEY RO_HOOP OVER 5=STOOP OE-CELLAR ENTeANOE JOB NO. 2004-0101 FS `Wj DWG. 2004_0101—final_sulvey 39} 'M" " jnIR1^S•�,E- :.WPM Ir , .. . bt" ', t• :. , , , . , - , . *s, ' h «�A l�. ' t w _s¢': c 7 , xmu b K ..1, . _ ,, _ •;'.In, ' ... 7 q. .n, r i' .,e, r.. . v- , . 0 - .. t ... - ., -Y . - \ ..4.J 4 .� .r i. , 1. a r,. 1.- _ _ �� _ .�. � , ') f wM'ir l: , n ... y,P e;. a . . i, 1 " 11 F� �y�4,", 11 All ¢41 �I1 1ir, ` t * rl 4 _ D CoHf �// GA'__._- --- [k f NrY,✓. LIl�IHT+VE�ITIL,QSTION N Wr 11 <. N rT/f SIC wA 1 wti3 , r F r $ yrySU l �w , O I❑�'� ", a rrh��,,& r`sivi�ie 2.c:r. M. wc• - 4,17i oat-oo"i lirx4. I zts - f " 1 � r1i +4wteisy } � AUG 3 2000 9U K��rw ori ur uaNrr ver ,a. Krztn Pkn/v ta•Gv R�'D 1 ; r l -,' r IRy R. L , 1 I"E ., ! �rp -_.-.: - __ �Qv.I Le.. .rvryl F 1 ,/L'iA�a rt...b �.k✓.R %Ow.a Z O.J r.3C (4F) rA _ n ',' DLDG DFFi ;° 131IILiPIN '.�' JEA �A.-- ` . I'r FL - 82.12 +aE N tA T wu F s uTHOLD W nE3K 2 L G 4 Ora I ;, � L L� pb4Fz. ;,�Y19 1*, I to ra lf9a =cr .1 e y, tem 1 trT FAL - i5o �r :00S � � 2'3 %,+ I+�e,5 r A,,,I L 2U L' 3 �,7 7F � r OCCUPANCY OR T3 4 s ` �'`4 M : ' lJArEK TkCI r�'l>� + , Jyk1 7F I 0 - - PO 7T ' �AoTaII, � �, j �C - It ;iC ' . 1 r' ~ _ - - -- ; Ll 3 _ ,' _--_ 4 � �, USE IS UNLAWF L ��N.e1 �, d �p p - J iINC� Iz <lo I I Jr1 4 I �R r. �-TI.sILI!IK _ ___ - y -- .- / �1 M , , 3� iTFIOUT CERTI CTE GNIFG � r I{ _ tr" E q X OF OCCUPANCY r Fy v I!�Gfr. t�.� % I _�- 1 •Fh , s _ - _ '.fib �,41v �, - - 'PC251 I Ji , �'G,TJ X% iir?J G5 n A I " AY N s Y ur Y A'I�� h 1+ + 4'' s :o-, y 91 I E3 - + • 1 WT/FPM I�f".2 ,1& " 5 3ll _ ��-L �U � ' 4 s� -. - ___ P- lu.r I' o . " \ - G u 1,SI F I' r ' . I'll I " PL TNG L �' I ' c 'rA+l'�I• AE%It�81'l• -' - J•IE.L+L W6L1. LGfiJf.�-TKd1iYTl1�-i [ `'3 uV LL WMBI G WASTE _ "' ` ,, It, 0 - MIN.sT7fra 4Wi�j�' � '�+L14 '��yN J 3> TER LI ES NEED P1'�'M I!G% 1°J" 'Z _ _ ,c y, r '' 1' x 5E SNT1EPc _ V ,,; l la,Gr _ I1, q N7 � TESTING SEPO E COVERING I � N41AMp +dra / _ s j 1 i . , '.i -r q !-J=FUkea xu7lIL.F F;0.114F, F 1 { IAI.Lrl \ w 4,,, r� " ' ^ ' '' r :Z F M .,a .!- L`X7t-FIPIC �7 '�¢Z�'-Q'1 I � 1 I T n 7 .- . ,, L_1�v/JpI, _ '.+jtnit-tGl 7' / R .r, UNDERWRITERS CERTIFICATE / 4 " =rR 'S• i j s - - Il- 1,11"i' JJou� W?gnP - = - REQUIRED ' Ff N'ai� k s, rr• , J � � - •� ,�hfLltyi dlZ IL x°Ri paTT 2tJ6. it -�+•�, �•g P or- �'' -6� CG c+, W- N ',,,. r. �' e Vkf i L DET4(t_ - r" F s � '��a Y` �5 3s, `r 0*iMMEDIATELY0 Y _ _ INCLOSE s ry. r ,` --__ -__+--- - - f:r3<c,o ENCLOSE POOL7000Of, F `; , �, - - . . �.,, N,I � -Cx-%'l•1 BEFORE'INATEII PON N I�rt� NEr �►�T -IN _ " 's ' '" _- " n .^kle1-u a,rRr'I'�+nMnMLY ;',�xS4t �' � � IIlIlt� ' 'a '" Y ` I t ,r r' ' r MC�ww+is�+ e+%s,� r t i �� PLUIf�� /CAT/ON ° v Ttr�e err IZ cN S rya a1 Rpt r s 1§.t� 4.'• '�HOFK/4 bhMNLrJ',?/1fL•II : C 1'`MI�G- �'�' � T,�I`1T1.� " � ' TBEFOR -- i,,p r� �e,°'rl PYA s , : ane aw ON LE A FK�r a _ ; u r r Ir St�� t F ." I qur�na rea k,TAW- •, �}� M L LV'� U IZ : p, �r1.I, m Im ', �, GJI F� - - CERTIF/CIATEOFOCCUPAN ,a' a> F�uNP,& 4--,w �N '',? _ - 7. 9r�ice aeb . 'Y�I L✓�� , Y I I•*XGc' _ - I .,M r ':Al, G, ,A1 1 i)�7 - -- -- A- 3L CEL.LaI4. r'L�,Nb yes , ..; .kNW- x .S3' R 4E , � ?1� . kPa CIIP.2aI� 90 SOLDER USED IN A- -4 at.Ewwna)tI-a' SUPPLY SYSTEM CANNOT Or-�wlu r mw aw' Irwn ' X EED 2/10 of 1% LEAD. A n N.� r 1 .lI , � f o ��.Vti` R v 1 Ld 5 1 r , ,3s ? '„ s ` , :C+,.r n „ ,, Q A- 7 "S: Gll61N`i t I L!v 4,lISMfN Q7�Q!' ' WELL.' i IxYA PI . III Ill I'I l k �Eb71vN/itTAIL� N copper tubing is used A- to � p�+-� r . . /,r1I rsA ��.�y� A1I ��F� k-p �� y Y 1� f for water ibutln ' 4+"FGx'* L" -'1>14/ 1 ',+! ad+.coNG , r.�Cl��f°7F-�L.. I `u,.iJL. d6,L. UR+G. '��i� �i•�w t`IS/Ic�'�j rn1•�RE:'IE � t1�I�""+°. FK/IG WvHIN..q+ G,.,?�*J�I � li�l� I GJ'�'�"�'�M f�lcNIT�•f•-Y '✓'Ca•I' M taEhlr�Nt>g1AlpQSw �4�rMT6 e••I f�J.E4i•�Ic..iLI�I I'rI"L < L -li ISP ar TGUNG1 f'(0.1FIC�, IpµG A.�i]FDB341 Icor Ltl 1-280$ �'2 ELF�.-�r�•L„ ISN _ i'I+FFL. . t , ° . L'. J47RE;§ f fl+ r1 111 GE., Y IC`s J5. ALL coNTR T "� E� XClr�lzE r�J: I. mil CEnRLL ICI G+�pwcg7T 17ArrIJM � Y� EE i.' A" LumeeK'OJI M ;i�, `� fir-, ,� , u 1 r� E UNDERWRITERS CERTIFICATE I , e ,1 RPF +1d fir ► �!P A nuc INFI Errl"Ta mif*t �zE raa %"F-II 4=L7 R�a.t=:. 1WNauLP rz� �L; avRIne41; w�rem4 W.IF,{,:� " Hwn-nw- 5i 45o t-A EdluN WE ri ..a. ' ' �. ' �1'L ^`l. F 15cwyT1NC1 GOitG:'I IGN LA'�+LLN�N,u`i Y.'E L`'w.,oLJi:1l RA.7,dG7,4AL PEss�lhLG9 1 °u1Lq"`� K,,.wCe{[1� ^"�T a�wA�E 1 Y LA4#eJtAlktki<tl ts7 G 1. YI1 ETE l.�11IJ`'+'t Rl ) r �'PsY.t1Y ��flhlL EE 4"FrAStNEM ,I I r'TrWIori T"GT WTH C IE GF I m�ONRI DE ANTI SCALD AN z. AIL WvGp 111 20'b ,i r PRO PROVIDE OPENINGS FOR A# '+14k LW�M�fa6'� I rNt liwOtP�'P ^'+ T CE .ItE' i% PIS Ib¢E I�T 1�1NEp. <a+wa 1 P ,T1tF�1T v U,AN, PER�IIIMIL"R THER AL SH /OR EMERGENCY ESCAPE AS AIARITFS UNDER K PREVEN ING a ' RTS ,�,,;,:.. _ ' '' 1. ' J L WT ' - Z ' AI.L u7lLFk'TE DJt�Igc-I �oµ�7�"I�'tn s• W _*I ae �urA.II ,Y - ALARM LAW DEVI S AS i PART. 902 1g�REQUIRED BY PART. 714 OF � Tf ley U e T v R�r4 :'T r , 11 aI IfIt' �' L ' r` k c i' i ,ala S r �� y - N' TE D NGTE BUILDING CODE. 'c .r. I'. �'T 'I. ` ! JY. a,EI HEP LFWI<�iL0WL't TRUE' F 5 _ Y, TATE B N.Y.NY $T ``� ,' +71, �,#-, J. P"LCkE I R'Oj�P/INP n.1i .r.�'�nr oRw.rEr.°n R�r'v' rxE-� , Hon»ler IL I CO jr.E T R r '. WrTh G FW I:L 7C'✓ P""f AWry,4�4�1�1� Tc4E.T 49tC To,(GR11 v�A Fk*f 7 -°t 4 - :FAOrHF rRe�,"tx w-..,_rDI III s'0 I '�{t'#� , ^ a• .. T- -S" ALL 4P'WA ^M _'"ALLVe 'FW�Iit'4':.ra1`.a vrp4t u , ITrr'tN-Fume��5YI _ �py� ,t , P lA-3r i , 4 HB`i? JELP 1p *W IRE f;3EGiA1+J4,6L 1. : UNI 'I 4P INS y. �E:r LF4wI 1 . WNKA6e TAF4"Ho r i,J.q{J �. . �' - $E4M. FIRE II u k , , x; t IRI 4 ikE7 rVEIC A T IYN.ANlP I4 4M4Ne� l kk y'. !+ a .r. rr r NAfiEIYSEPRkA IONTO DO NO PROCEED WITH % Ir , ., ,Lht(L {d�1L,��rf%1.f. h1A?L�'1 !TL`�%Mt1G� _ ATE I'"Trr7.( �GTil71� i�1bC'£� MIR .,'�fC 4. �.LiNG%g1GW fM1A'IL�.yt'�'111T �hfz>♦.LC�E:APi7EP Me.a.�s, �)64c.e.A.w� . ' ; � ' ' ll+Nt'. Htkl i t Ifww7" ?1EAJ rYiVaH `'WFr1ah1 A '�N �fHFTCWY�E" ".4p .A �'f }gr w*K,A4*NMF 1b FEF++ f F W�rrl Jh'*. fiPm Oc�.T-; `;:`-_ � �� I PART. 717.3 (f) (1) OF FRAMING UNTIL SURVEY IwGpT1Y 7 1> FQ+ Mew":F;i 0 G GR,' F iN61: A CYl IP eI1 0/*?Ii- 4p'G B` 410'n�c ftpti E� _ -' FFFFR E IR.Y. STATE BUILDING CO E. Of FOUNDATION LOCATION x a4 0 w _ "r> } I, ,� C .tim 1 N ra r*,�?fTt l�r .F �:+�c� tt+ + + IE,+�rs�Lk, E b: �s zorti� tf ISoFrE�> dT.; ,r a- y to I' € ,V�°, HAS BEEN APP - I! c t�IL7LsIA Ii riC-H3T�, '+ILa s l rsr rr q �� r v� rRu r� K y� to ROVED. �,`. r B ALt ha�TTN S: T�'hkJrtTE E 'ft4>E 111I� I� Ih'4"i.: EtHC7. ' r' wlocerN) r p C Fav)' '` 4a '9b?1'I "'ViA NGL; t7' ' +RIt ?ia'sYELEar:.rl14�tN171� MreT€f�ALFii AML :REJrL L. f.tPvaRU1DJ,:`ipJL ,:' f� ruiF� �LEVATEHFATINO 1 I�fA�14T _ $ },' kPt4 11 i:�t J ?ul� iTPlEo1J17 'ttkIF,MIN,MLl71FI. iv*rrEP+t_ iRE_0'P Gr fSyn F�Naf ,;Jdl b'tJtL'kFJE APPLIANCES Ir Lt F-uo-m ry1 ' ENE =gYccr� L+v . �y e = s; ��: AW-1 , ',R I.W.01 IQr1'I, L14M1 ?9=7��•Nr40 (w 4r ?� % 94Umw . . I ITIt.}IaL L VEI414oi: J4t * aH sN _ REAR Y PARE fJv G7L� ( Er�ar-K iING 1 aa�-t,7Y� G lP/A, I ,I'G,' 67 L°tiP ') . X17.3 e 4 AtARM DEVICES e wYYTQ {IIRr R}, amu, T A1�,r T*L �, B3. 0.0.0. ,fir ' �� : r; + 1r�C�I Ic I�tEE ' +kF+�+ E:" '7 i4.t. '.7lkU�T�ll .l wncER 'aHa.L C lr�{'T " XaF 4L. I,, I' ,` " If!s!� '�iiaLl ,CEIP?JCET? Ffi q:T7??Htat1.;43T. i' a UILDING COD REV I �ION'��STf f L 721.1 G+I°GNtMNE T'� }� `�' N.Y.S BUILDING CODE tIn Yo-u, 1 '�"LL� '+ Ii' , ."Itaw I ':1GGkfita-.oi1nYNTWaLL$ Yf�t7fTG,G1�177E 'Y>- P.S 3GY,�. ` k�hLlfNe`��'iG,. .fK'.P[,L I'Lnli"tl `�o M0`c�" Ir +" ',,t;F, , "'Y�i''_ `F > >,kll�wra6 •WITH IME,, ., " - Y£'Gl. gbl +GTE iJtXaP TK9GY+riEf�-' �, I 11 y y�o " i0`"E xr�. ' „ L e� `T�:o^�� V'PICAL SECTION THRU `SANITa'RY SYSTEM R.STEVE IANDIlJAR Aia 11;Rh „• - , ,i, p +>, I't�?,,,_;; ` ,EW;)`°_1 _MFGNoNI i.. �. 4T.- +G:RLIL hn?, `E. Gvt�P,+ '` 1 6T 1. tk I:6FO1JN1�,6LL .r'PbhRNtM��r1G .,.,,�„ .. t. ti, i Il -t;t _ 4AyE `F;:T*I�it F :: i1'�''dT,4*n^um Li , f"' ' l'�KA.LLE:L �k*tL PdF`AT#GW3d E. 'k _ r 'i x. ; . ;� 1e+� " 1. aSAT4tr 4,m",To r�r�ra io•F alr : ARCHITECT I f p' iga 4CWPNT'� P'g!rE�TINEP,W 14 GNit Auld ri Ehllt I II I7YEY envie B7IFe A � l utN6' :II+, M`4 Tft9N� III C T8P&I?�TMMPEfiATLIRE� WITH+ �r h PI H.P,N. ''IIELG}Tri dtlTl 1 ,P' 4'^�1."il : LIaL'R�'OLL''NIP" OF L1l+LL MAIM["I 1. Ki uMtn v »a aw;TTI vvirr" To SE M �remumi a � 1,G�CN ,ztio PrAPfn ' 4 245 HUNTER AVENUE �i r - Deco eRIL•ON i 'De nrPRwE9 ECRYII. _ J X7.1r') , 1 LAS 0", 1MeT t� WITH' �' r 9, THE E7(Te fel yi. . ~' r ' 11795 T _ pff wA't' A 4iN fl Fl. Ii. f LL LAOLI Fi7Ei4!}J0I MiI MOVE e. CRE riRA ec A m OR'A ..nn 3NTD mcg ive ¢ &PPII l ,ITH I1+E' rI ? WE6T 16LIPi NYa t allo rri v +t7 K� HTLL .� was n nnD uwTE. ani TD 616•ars- D749pax t1r�r+F 3 TA^0k#�a , 4rrPSrT+r�: 1. JI wTI 1 E* ,d, , »I, r s' pCw Tf✓' 1H WJE{ yel l�`+�' Er {�( jjfJ y�y(� yy�� ,,4 7 �.y I � {y/' A��1 ��y�ry��.IF !� �;;'Yyyr��:�;�f l.I "� ^^ VFr'ili t'�' � WJ '�MV; WRL IKEA. RRPROVIOT b TME BOARD OF HEALTH.. /'1+^n.111/"T�11„�"•4Vy X' Y, I . I 0If a .��/u �j.�i yah ri }� /ty,� � �t 1� In. L �1 w/ra[�''/I�E YAI/iWG {7JAly E '-I,Cipyr Al !_.. q y�ED (H TIAE EMRI TP.IT !nT H SHALL NI OR E%GEEDC1. - ,�,I .! ii!fTCFF'Aw., "' i'�'.F.,M.• i I ✓✓A•FY T M'Tr^! �P ln.#'M'rG 'f•-'mi'• ,'.'^!1I !wS,. V' b MIHTd3M 0.twRtR M �RQM OH Rlw.ky -' I $,. 6LL NE✓ -' r: !sL?!'IP7�51:"1�E�1 $ `.QFGL'b�+11.Y ,f'14'�.a7GEll:. - ': #L OC ,W11L ER`.i �l' . 3'Si • ,;e. °HE°i'Mi'L"� ie�Mu�.onivnariuntie�iuvP�i.iEULx. F( d ;Y..3A4 � ,'�.pl , , �I , I, � IIA ,77�, W�(F) �'il�'. I'+Yl�., ' 4'IGl'I SW,141-AU:,A 41}'N4,'.nF�/CI'L' TLEhI�? w(P G 13.. dL.L-'WIL l9tP°'POEP--ig L.EP Win4A T. DyowD IwrcR' a rT. 'Enw rHE wRrRu. Y I�..a1#TE'Ni�E'"..rAN1TFC1! i,iI,LL., . ,,1 r I Irl •e+IC oWMIK; _ CUFFTaNI4TbTo r, s P ... �y,p�' p� : ..I a - FJ+f�.m,r`F,u"4;i1L 9Wvry 4 .'-r {{ /��yL,� �y� 1f. LRTWT V LM3TE TD,W..RE,�M,CF E[T11[fM WTCR LTM[ TWO , rY^M 'C In�i LCrT.rI Ir-. .�' f 1 • ^ " -� �^'F'<E N"K� E° piY U(IT OA �N[HE�ItARVrtlnTER: �n R �I pq.�� _ f F ffu* 1?.CTIOW1 " 1 e THE F NII 12 �aNb1 ^Ua. .- I + _ 1RW ,...'ww. r,.. . ,.r_y . - _ HMWN OR EFR{LRR IN 0.M1 _ ., IT y�g ry �I� �y�� y �y YEF�t� SJp - 'I' •f iF110 ^ ,r y-��,,,r� +�rt.r'I �y,HF''Rw/,'.iwp.�iw KPRMP"M . iRELn adMDiT ONE. fir" « .»,K^ .,.,. !J., ,�, .FT, A -PILUE.y,L!iWN!�"7'�"?- nYT^ ++ � J+. r0Ly.A$`"I MW "t '(�LI�. -Ic L ERE is �La�RicTw3ti Ji9'i TMv r..e FlwFu.iv+rrARLifiv vFLiMI � ��RED AqG. TRk, � p ��p T dW tGt kl l 1x1y1.p.N.�fINF+t�� F e s PAGIVERTY x w! -N r!FI' � IMRTMF. A M TME PIII11D F T E M f19.nN,1• TO Ec I2`& Ii,:,-H a;, • " }.vr,w .TM Gt71df%JFMIt "14'✓n ./F'yTMr A, Ml ,. _ �i,l.�t.3�f1�7T..a wCy�y h.�iao�W�,W.L�, f KT1.T1CW.i TI. THE c . Fa►" e �t� ., , ':'; ^ ,J. IRSja ':,. , �'�i, a� y�� }�ry�, p�� Y+P'R'c h^R✓g,vl- �..vl iR�RGNran, macs Nt TMLM Ib'm rT Or THE v aFWT]'fF b4.l1M.' 'V a - r..« Vit° i7r'm ED F!F a , IW .,, .. -;} .d k;. 'l , rH....',. HhH�� ,, + ,E1NbttL, 41/,�rarR - _ t� • , y� s 4 RNiTIII IN cor-O HRHANC T wit.ETIE"APPENGINEER NS.eu MR t3 c ' 1 ,H 4 y�y� I N ' ! T • {,rvG r R-iA•r , ¢ e r^ Ik 'rF'^ v _ - _ 1'rGc l 'F wryer.F+^rnP L I IT*a I I Id -j 'r J + ' r } d� '•,A I � , _ _ - ND Ap6 O NRMZPWN . LY1EI '� J IJJ=I�v a . WF_w York. ��Tt5 5F►.1r=qw, -j Go 1 ,OF N �� P♦ as o r l? �* I d I -Ik ry L:�� ; �� '. - pE91GN FOR THE ENVELOPE COMPLIES WITH THE EN@ROY CODE _ ._- .-_.w� TH _ �� ffff � � IF THE T4'FAL THEgMAI RATINQ OR GREATER.THAN THE ITEM AREA UVALUE I. �yR , 1 s1ErL�jR �j{{�I_ �y l, r `'., �.r�,��Tr�'L./�1 C �'�Lp1� �/ RA,ING USED �`I /r I� �, TT•' ' I`'T�'�F'}•�i•"S4AqI�Y� it �'E"I�R�'R•��`• -LL 0*_,4C m1t'A � � 1. AL'L -.'r T`�H1.+,ArZ"�YL' �.I�f , ROOF LE LNG WALL HA�E ,tlTION .FLOOfl BELT aN A.ROOFICEILING 2l/ R,OI]9 I ^Fi' `T-21 �P I�''IP�-I�"'` {T "R"; I9.L- _ 4F Ir f '11�IEj�• :- M4A41r C7FE,G7 ' ' _ 1�,c.'+y:L9TE+�• MyG''+r1"1 �J'F�Gtfl,CtaT'IGN`.i �.1 L��y _ _ MPJ M 1'T �! {'. ]' ,I �. yy��y,..,1� /..EBF ,,�w1 ,..�«C y�R�.,,y�.1a 1M1", y,,�,. .'i.4aLn I II4ILI1 w'l ' 'AREA' y'MXII AREA.9{PSI M ARE4•iZl✓ 9 NET WALLS L'.E R33ii 63 1 'Y�'FI 1 �/ ,G A I� � J� ry i _ ,Rlf%, �, ff hal., +*•G" - �.f�l -atl�H•G %l Jf.T'''(VK YwyO•'l llvR /`".'YL/' R �'�III VD.M-ROOF MINGLES 0.00 6-01ND�FL 0,61 -CIARPIETi PAO Jam_ a r,9'� R. ^ I,;e... mrryFln•••••• ."' Q I.A" `•� >TA- �� F J.i� � y yy�y� ♦.�,��+ `1 �}�' .gov r•Y��L.1, :�0jr*� ., r Pma`L1t 11'',, . . . r� ',' 11,� y,. _ C.WINDOWS 40C /�� R \ I '4 II" L ,1 ^T 'S/PMif�:�'"'!!.,G'f�Ft: •' 'AMWF+� f"w+"{�R-L� ��IIfrG V�''w�M'LLG✓ I�IIP'F"F.(T/ry-M.Le,� 2- ALL ,.HFEFr-Hf�w•'•^�w, e��'�,4'•1^I��T�" LQT•�"•✓I � "L' ��`LL'tV4VVEC,aUj•Y7E��T- K n /ilrtlp. T#rLO)cp 9, -OLAO:PAPER 1.111-INS.BWRO' 0.85-SUBFLOOR DODRS 19GP 0.5, _�_ g3 ��'jXgP� Ybiv� �-yry i•{I�. f � ^11: 'i1G 04,, :tQTIoH-'A, / t;! `r;P IFILdT1Yad"a f WAGi[lED �/1dCTFa t'IIN. " MC?mmfi!LE r°�-s EATHINo APPROVED AS NOTED - " ., r `_ 1. ..,,,.. N10J - WJ'R'1F L�,I�1®,�; �'/IyiN LAr�� tt�y6L1cC°T1'iyc� �".T - y� : i INSuuTION MID- INSULA NG ,D.D- wsuuTlary - DATE __ I / ':Vl , ,,.ry. •L ,+"Ir AII.L,p . . y.•p . + C/•yAJ ',F i...�r. 1pr/C'Ln - �f T•, Y Ly��r,� �,/ 0,55_INT.AIRFILM Ot FLOORS 22fZ 0014' 'L" 6-1 I,��r l + J J 'lEe� „ Fir l /^'1T �+L61'sTr,R eA.Avl\ kG�L _ VL. ALL Lf�iFY'JE(.11I:1G MFF D'rvF'•"d 1�1 ID,90-TOTALR VdR-TOTALR 3313-TOTALR DP 5A6EMENir CEWRWALLS _- - FEE' wi III ( A` I Y f ,. ,..,A�.��v!��y�„ ivy�!r� _T"__' �yC�s ' dZ1'''L 4_111'ItT2L'�L11X 11 M �,/ �j_a__i4v. T91 / U.1/R IJaITR U VR PEXPOSURE I FEET 1 ERIMETER 2'1� FEET NNO�T�I/FYY ByUIILLMNN D.E,�M,RTMENT ,i S I P\ R1'1t A w^r'•'I.n• M,V;U_. W) „WJ,,1'YFF•' •' I � - � �� I/'. dLL A_&ZINA 1✓ aC',✓PfzeY 4Pw�RrvrTruIi Uc001]D D'o0555 ..Y II 1, - _ ,OfC LH DG DDE UE s-L INCE, �P� 5� 7•vWIEERI arrow Na. FOR IIs r' FSy k] 1 +^IT{i, '', " L - ✓ �(�y�1 , 'I' �L�J y.yy " - yp� ��-�5 1�vr`r..'F'-.1 •"I Y�I�LM -03 EU911NStlUTION 1• �IE�� . TI TI+4 /1-IG LT ��IT� VI P,WF!! f. P _I 'I _ � ,r+,.!Y r,•+! � I EIS WIT!' OW M 7!} � � •��wNR•ME • 1� R t N �'TCiF iPJ�IL'IP, 4LI711 " IG MIIJilIi2� 3JJTur-T IN THE weM 'aF FONPDIImnnNomm I rL A L I, ) _ yJ4*ALATKJN w4 Lt' TJ Rlt7r, WCI Al II IL I,y,1J /y,,��.� PERIMETER V,- FEET FK TR,,I.J L,"1 G ✓W. IE�L I I: R 1�IIv1 Jw v K R VMLU� �_ ISA Z� -mmm' rJ cf N6 $.19�GC"a.7b lE ryCe V*'. •awoE�•un i I b'�^ i'IF �y1'. , ,FTF',»R�-1 E INFILTRIATRIN CONTROL' � �D „'1 iufyt�.f'�41dE.r,7Yy�1FI�aF�I{�%1vM:F ImOLL EE_ JU __;I HJTiyt� �+��MGf� �^I IElC,itA61FV�1 . - •F. ' AM.UJ.Y4L�7Cf�T�aTIU PLi 4eFlV�E�.y�VNI'L UVEFF..J� DDamInoNED IL 1 FINIAYLYIF E OcD.IgTLNN17NN Ga6TE : 5•pi 2az: f : ' T1+h'D,f 1Ll/ 'i'.fi6nIC, nI�A +rc+"'1 Gi/, !"R^'n'*!F• . '` " - •, �L•s �LL` I'L'i .Af47 Fr•n1' KPPt " 4I'a.PI . 'FLO410R ARRA, ' %** S.F., t'Pe.T -Ea BB wRivsiC . l'TCJ1Y.� A'k �l AFPUNP dP _ ALL IRONIL,OI -Arr, 1 Ikfi r Lt• i� X �`L; 'k'r`" �j, p1-;L �Ij .Mj'Tj HIww •"E.,iy*11F^ �L FSouTH lcnclNealAaNc j ' Tr� T E CONSTRUCTION BNALL M - ,I I% w �A�Ttmilo r YEigJT'T- . E,,,-4,ft 4�j Yb7f11TA7VINI .? NJ,T� I REQUIREMENTS OF THE N. � LE - bllli L14 'i F ; ,r, ;` ,.tE` '"; 4#1 "'{,41i1p L'C#1 1)a .L]17'Li.''F7eI. I7 C'f, ,E tTN '!+G!'sll. Q, IN ,IIt 't '�Ml= l'T IF61Li�(��R,+.�_ ff ," 1`J "H- � INS >*' 41 TOTIAL OLAS .JX PEI�ENT �AL4•'i .+,A.ER''+F'f '.L'; .. ._ ^PT" R, „�H ,� YI1TH�,f�` T. 4f7VE, M'aM - ALryq STATE CONSTRUCTION & ENERG I 11 ", :,♦ . I IF "T , '' CODES. NOT RESPONSIBLE FO < • ypcF Lb, i " r3Y�1. ypp��r��-1 EA Z �1} 'sr• ',r ;I'.�D`' JiT16LL # iIF•J�M.�r', F14T"IRWFLr1 aPRc aw.- n FLo(ORARw -zR�.'d_- 'a.F. Ivfrr- a DESIGN OII CONSTRUCTION E //-(-�� R 4 A ,�: ^ ',. >,, II - �/ , ,,.T i�rIL? -ciY;,�`FY MIF IF �YF`�,_0F,AI M^�F1�,l�1 -t'!P�1%✓1.�, ., '., 'CONDITIONED n RROR / „ �, s '! , WAR I rP + P E gW4 . ., , � L ur 9/cct�E. , I�WN • �.� �E,,r�q �•y ��rf�lC pAr�� y��y� �I y�1}� ` L,{�,,'�y y� may., GONItlIT l .IIy I,� _ :l � M _ IAA"ilA �i.� ,t4•rt' �, 40 '�l, a'.,".IG'T'� y !i!�'A'" t!�FT,r!TT' �'w, sililL�_ i(/ -T ! R I - 'r.. 'I' y ' . 5r r .-' ' moi` , ',f <'' a "L;' R 1 r Ji�G'E:'f. 1F',� ` LIT,Pt4' j4 n 4TA 'tfi - NF', .L� � 1 r'•F"� eeEEF� �,, uv�4 k ,,r 1 1 n0 r s :,,. --. . .: - 1 P „ ,x v.l V 1r,,.r 1,.R. ,, +.Iq 1, e5. .r-. . r' .. .,,,., ., �,e e,_. :I, -QG r I. t , 4 c- r Y . - y n, ' ,I . ` Rti .n. Til . „An r ,W ], ,,, , _ .. - , ,`h'v: -R„bkR,s31,; . ,q..:, Rr - v -. r.,., III . ;,'. _ I ' 1 ;'x-, _ ,;; ..;�i. t,,,ju;t .. r- 3 „rl_ F 7-3k. ,,,,y x', r r .q. _ 1, , , r , rLtRY " ., r , , < n -o .. 1 , .:_ ,vl •', .'. .v 'n ,. +r�= ', ',L IR ' \ v .i, k ' - e y r' - L I - tLf 1. r „' `>T;v_. ..1 Itv, .: .;„ q ... r/ L . ,, .t. ._u'Y,, d, _ ,.r . " L'II _ .; ...,i ;Ha . J'` , .. 1 , , c. , .. Y _ n ._ ,a. . -n R ., ..r - ,,. 'ro' r 1 I,x S, � ._, .JLR. , .,, . , ,rt ,. n .„ t ,� + _ _.,v. " f t ° l. ,�. a . X , , u , .,,. t1 . .. ., .. . . .I ,. u t ,"v ..x. " .,. ,vt. . rAte.0 ,.4 ' uv d Ir- _ w ,, J_ u., r r .n.,A++ se .,). w ,,>_ � � - v Y. Y:., 'v r, `.. r "' * n $ 'f . . a ', ✓"" n. , . i i , .. � .;.. .- ,� � � ) , '..Nae_ , 1 � = llfi . e.,, t , ' .r. ' ,1� ,., v e. . LS '1 I .;A :.-5�. _ Ac 4 `� 1 G l'� k: i y i r i 1. ti, � Y' _ ' T , :.'� r.," , r ..r rh,_ .,, Fn , 1, . .. 1, -, . . . ..I .. ,' '._ ,. ♦ .P: �,,. , ) 1v„r t, SM .te��,1�.2, �f d , r : a k� �1 4 ..�' r , ok e . .fa.. 'N. �' K 1U r . r., 'R , :�c 3veW'J'-vwS�eY.I'.,cd�'-+{i<...:UeNJ,.."wtl�aa- ..3n.K$_,_�'..r,�, " .,n -�,bu'�V"P Anr,ndY.aa , •h. ,L' IR. .' "Iv -. „ " �.r�. er r� lev t 5N. vk ' ,.,,,..>.�.�, �N. ._°,.r..a..�k... ..l,r., .�.:T�.z.L�a,.E.,�.�.._--a9,k'',..,. «...xtR^.:.>remit„I. '.ly:�',.,.,.5 _tri,,.�;�., �,t",,,....+."�J�„urf;..;>��"�r:.l'' :r, _,I 1 . F � "N' ,+.n - .;'' r1 1 1 ^ r _ 7,(/_ �I-�� f! �C uST �� $o/✓�/L/r,0 �Gn �OO� FiLO�v �.-1 - .' 4.4444 . IIS �, w, NOTES: O DOOR SIZE KEY Ej 6 2-O INDICATES NUMBER OF DOORS. OINDICATES NUM at,� be-- L 9e,`6 c�ayt•+ FR - FRENCH DOORS OF WINDOWS, MARK SIZE 13'-2" 4'-10" Dc"n9//`"�y� `Y FG - FIXED CLASS LL LiTE A 14'x6'8" /\t Fpo� b TR - TRANSOM B 1 8 x6 P - POCKET DOOR LJK 1 8x6 8TILE SEAT ♦ OBS - OBSCURED 2 0x8 6406 FG. W/ FG. TEMP - TEMPERED 2 4x4(03 FG. W/ FG. IS" AB. FLR a HR - HORI20NTAL ROU.ER 2 6 x8EYB02V N OVER E OVER3 1/2" - I o ` SP - BYPASS 28 x6 8T2<rl KK 3t o fffT"'""" SPECIALTY WINDOWS/DOORS, FIXED L ry _ O P T SI /e °P GLASS WINDOWS, AND TRANSOMS ARE 30 X6'80 FG. TRAM 1 OVERNOTED ON PLANS.R _ TUB - _- - 14 x80 a5Ft"x"I ti" FYw.il+�`•'I f` - 16 xB 0 - e 5068 SL L DOOR 0 - 1 8x8 0 �,5020 FG. RANSOM - 2'0 x8 0 __ `, 11 MIRROR ALT OVER N TEi! 81LL 2'4 xB b I € 4" GONC A88 o I2" AS. IK FLR N 2 8 x8 0 8 �� SL 3'-d" 2'-4" 2'-0" 5'-0" " I 11'-4" - C Pcci u 0 26x80 I_ IMMEDIATELY' F 30 x80 1 V• E -N E MI I A4X4 m ENG OOLTO CODE e m SH O d U111) BEFORE'WATERN D 1608 BF � J WG M at r 2'-m" '1 " B' m ' 50 0 FG. TRANSOM OVER / �CL° x 2 6 x6 6 BFn'-m cLG a sH i m ky fff T 3 0x6 8 BF Ew I ° 'BTE D' b -0 , W 60 x68 BF Rt6 GOL V 50 x68 OF 1 A AY 3'-10' 3'-Im" 4'-S" 13'-4' Im'-4" s — L' I Master to NON w/ I TTPANS SH x 1 s xe o BF � 1 12'-0" LG. OVER Y 20 x80 BF µa- 6 4x4 WD. IMh Z 2 6x8 0 F I KNEE- L POST ,L ry1 12 " 2_ 5 6x6 P.T. WD. AA 3 0 xH 0 BF ra ARCµ --•" -- COLUMN BB 40 x8q BF r ti,l VANITY > 4 T 4X6 WD. 4xb WOD \ 5020 FG5068 GL. D OR ( O FG. 6YE OVER POST - - - - - - -- - - - - - - - - - - - - - - - -- DD 60x80 BF g POSTcc 5,0"X8,01-RF c _ a 0'I VSs OVER NOTEI= 1 s., 9 O _..,.... i ._,..`� O _ _ - _ _- 5%4i li}'' Wrx.IMNI B LL I —_ -_ EF 8 D x6 8 tS SL.GLDR. 0 I \ O o 12' AS, FIN. F 0 ^t J„ 30 rEE I's L,i y s R 3 Irl° w GG 9 D x6 8 SLGL.DR. N B� T�d HH 12 0x8 8 SL.GLDR. 5'-0" 4'-0" 1, ;t --fD, x,_411 r Nla4x � •3�6 AB LL iV 2- 30 I6 � - --� LL 6 JJ 80x80 SLGLDR. E L _ aLFE C LOC 'x' q/ ' PIN. FLR 30 0 rt O it 6'01 m N -Rt8 - - - D ..._ KK 920xdU SSL.GL R. o Ell T FLOOR 2 -4 2 -0 '�+�--.x -OGEIti TRAN V� _ �_ x04ST- X13-2x41 ... -- .� ! I ' I .. i--� . .... 3 -2 3a4I F_ — INTOPUSW NE ER OVER TTWIIS .J ' x WIND 0 U. eh/stud W I .. _ ` '1136 RAB FIN. FLR SH i 1 ..J db { ; f I a / O WINDOWIU MARK MASONRY KEY J V 0 12,_0„ CLC. I I I I . �A4L i _. - _ - —�F- 1- ---j- _ 2 SH12 20 x36 ± - 3 JJ -- H d1e_ pQ 1 SH72 20"x24"± E 1 13'-S.. 2._ n _ •:d 19'-S" _ 261'-4P' 2' ° I� - --_'4. -. { Ltv / pm 'F ff_ .1.. F047X! tf= OF WALL 5 SH16 20 xZ2 * E ?� � 1VENT CUT 6 ZI 2� IE - 7 . I V/yUL G"" "- �i V I i __yL.. - I ) !r�" . ...._. - -- I O �N 7 SH1H3 24 x36 . _ ..,.I, . - ._ __._. �_ L _ - . - 9 SH1H5 24 x60 +_ 9 SY. .'x 117/6 I`..XAI.I.AM ..�... � I q � � -- 1 S F „I .. � 9. i0 � '1r ' 6 0 SH1H6 24x72 r' ovER 2' die. F 7'-3 I L - I L. ... / T3.: _ ., • 42 t;x ;, td1 io 11 N A 26 x24 t .00: WINDowe, SEE ELEV.) BHELVEB I„ die. COL. \'STE ED' cos rp _—.2- 30 --__-_. ____ ..Pik, . ___ \ N • BEARING TRE T ...�.... . ! IN D�C_f • " OG. - N/A 26 ,x80 + i _ AD NW 14 m C O - �.\ -. . - .,- __ IL i . t - - - - - - , . Ff1 S 3'_2" r 16 NA 30x24 ± , ; lU/ I T ` _2x4 r r I tdt PLiIm I Diu. \ .. - 3 6'_41 _ M.T, \\ .� G _ _ I _ _ _ B J 10 N A 30 x40 FG. TRANSOM 30'x60'± , __ 33AJJJ II '�. .. o OVER (SEE E J _� _ Y,.�_ t f, _ \ yo• la- 20 N A 3D x72 " -- �� 3-221 SH22 n 4. -.R- _ .=._ I . j .I - -i -- b .a 0w 22 SH23 36 x36 + o - 23 / i h 2 P "7 i �16�_'In G i8,_; �i� _4u F�j `C W `n 274 5 SH25 38 x72'± N Q" -- 3 c E,.y , .t (4)2x 15. 9 26 NA 48x24 ± DII�Ca�I b' Ili l r 6 1.b. / •`'H - ��.•:. `G-�; •{y, r 30 N A 8 x72 ± 7 w 'Oa ! '' �J - - - �uyl +lo t+[IL, �� ' fYn�'+ - 31 SH32 53 x24 + 1,� I I I I! \f 32 SH33 53 z36 t v I I I I 11 efi 33 sH3a 53 x48 ± Z s ' oT 34 SH35 53 x60 ± Z �I n)jr d I � I�"l �I X4285/ a Q 35 SH36 wr _n ,b 5r 36 MITERED 30 z84 3 1,., / L - t ' N AC - - 3- to L. I 5 %4''a n FpraLLA� " t- ".1. D- n ' ZLZs. emir -� W,H. 3-2x4 lir �Zt '- -j97� S U) n all # ' I(z72 .c.. V A.J - INDICATES PLANT SNELF W .,i °t'I , \ BEARING P Q SIR.F Iprm,% -'\ .er .o nMO �AM m .4 '4W -1 WALL BA ItATIU ��" \ l`•N G W n'rF- �s Ceo .tee /trrrN•h+vsx - L IY a' n 3e n - V) OF\ - - — - - - ♦ 8 -4 AFF. / rn CED / WALL. \ 'ASwtoto \� _ 4" CONG. 9Ou SF a �� ' O R (9EE EV) �� \ ___ 28'-4' nD Y7 " IILIFL _kqA1011 �'(V -2xb FRAME WALL \\ FIN. GAR FLR o -0=4" SLAB LA Y�6SF Area Tabulations 3'-21 14" 1 5/S" �' y5F 7i8�sf LWingr 2 Gar Crtaraae let floor: 2212 of 2nd floor: 615 of PIED qqC 'o m 5,tv 9h/ham Total ("IVN1gr 2881 of E drawn by \ e N O P � WS S E k a portico t entry: 313 of checked y e' \ j 2-0 a� ; f,,`:'!Yl patio: 149 of date m L JULY 15, 1995 ' r \ �) /. �9p pyr,)T� garage: 419 of a h Ne. pies`j, LF 2xb FRAME WALL YW / F OF NE.ln1 scale II'-I" I!7" m/l AS NOTED I -- - -------- ---- --- \h / \ •�j� THIS DRAWING H:45 BEEN 2nd fir. deck 149 8f y job no. DESIGNED TO MEET OR 95-2130 / 2887 EXCEED THE 05 or EMEN78 Total Aries ufldw I�DOh 3828 bf = OF SECTION 1205 OF SBGGIOR A8CE � WIND SPEED AT 100 MPµ VAITTEN DIMENSIONS SHALL HAVE PRECEDENCE — `'; OVER SCALE DIMENSIONS. Contractors shall verify '^ drawing no. 48" NIGµ CONC. BLOCK // and, be rasponsibie for dimensions and conditions a N of the job and Home Design Services, ina, must LANTERN BASE. SEE ELEV. �B' µl EE H CONC.WALL ejr / ------- NOTES: dimbe en�Rlacoiotified In dRlbns and specifications of any appearing on „ r ry/� Al _ 19'_5” 5'_5" 2'_S'� ' 10 0 — CERTIFIED BY MFR FOR IM M.PH. FIVA1 PIVI1 .II 1 -II" W-3 5/S" I0'-0 I/4" 21'-8 I!S" I. GARAGE DOOR TO BE - 2 "AVE ANTI-ALL TLS 4 SCAALDING DEVIR UNITS ICES N --- -^ -- ------ - INSTALLED. sheet of ;', ,.,J T I - - - I t revisions by 5.9•ZNxt7 NOTES: O DOOR SIZE KEY 2 2-p INDICATES NUMBER OF DOORS. 2- INDICATES NUMBER OF WINDOWS. k LR - FULL LITE OORS MARK SIZE FG - FIXED GLASS = _ __5'_ga _ II'-4n A 1'4"x6,8„ j _ TR - TRANSOM P - POCKET DOOR OBS - OBSCURED C 1'8"x6'8 S 2'-10” 5'-10" TEMP - TEMPERED D 20 X88 = , SPECIALTY I WINDOWS/b00RS, FIXED F 26 xH8 0-irt- o D TRANSOMS ARE x6 8 _—_— , U E GLASS WINDOWS, AN E G 2 _ I 14x80 g . I � I K iBxBD Y� a M 2 4 x0 .8'0 € V N 26 x80 P 30 x80 76 x68 8Fa� u t � 'I ^' I R 20x68 BF I ISI f �i i s 2 6 X6 a BFBF s` rl! - _ U __ 4 0 X6 8 BF r -. . . ir,, V 50"x6'8" BF-___. _ • _ HAND IL • I - _ V� ?' . DECK H' 60x68 OF 1 6 x8 0 BF r , GANTIL VER DECK r - - - - - - - - - - - - - - - - - - - - , -"- - Y 20 xB00n 6P- - 3, �" I I Z 2 6"x8 0 BF (i Ii ^lh } -- h ' _ BEAM LO�IUD ENG' i Be BF 640 x8O BF 0 cc x80 BF - - - - - - — — — — — — — ! I - DD SWI:n LF • I �p m o alC FM FLR 6-= i m EE 60 x68 SLGLDR. o .ryq 'I ; ' IIII j tl 23 I FF 8 0 x6 8 SLGLDR. � NQ O • irl, 11 — %W.....-. R II 0 HH 60x80 SL. GI DR I J. "is. k' _ _ JJ 80 x80 5LGLDR. %a JCL WJTREATTIENT L ( IP rO p�4 LL 2 0 x8 0 SL.GL DR. � � .I a z SE DETAIL Bedr 3 SIZE KEY I ------ ---- _- � O WINDOW IZ a MARK MASONRY FRAME d d Q v `r 2 SH13 M00 ,41- 0-011 0 x36"± g p- !. I®'-0" GLG O _ O 4-0" T-4" r 3 SH14 20 x48 + _ r0 4 SH15 20 x60 ± WINDOW SEA - LLLLII }' - - - "" - MIR in • IS" AB. PLR g 5 SHi6 20 x72 ± E Q = '? 6 SH HH2 24—x24 ± - ., 1 _ 7 SH1H3 24 x36'+ 5 -10 2- N 80 5H7H6 24"02"+ ` ."._ ., CLG. AMENT STO . , +y.;„,2- 11 N A _ 6 z ry ere 4 9 SH1H5 24'x60"+ O fi, . , __ _ __ _ _ _ 2 2 _ \1 . .y.hrd. ,. >,'�..'9 12 N A T PLANT SH. O } '' � ,::,v .'< ' ' �. ALF ;p NT 13 N/A 26"x48"± ui r' • g_4,. ''< - „ 14 N/A 26 x80 ± S -•„ •y tih > • 4 m 15 N A 26 x72 ± -' LOCATE AREA 0 ,_k .:�,'>,• / HANDRAIL ♦ r+ 18IN THIS AMC 0 l r e� 17 __ N A 30 x36'± 2- D ( AS. F r 718 10 9 N A 30 xa8 ± F x60 + o a tol v - r • Ui.T L _ _ - - _ - - 20 N A 3002 - - - - - - - 9 21 SH22 56'x24" o 2„ 22 SH23 36'x38 ± y I`3 F- - _ - --” - o q _ �, 23 SH-24 36 x48"± °6 - v 11Y I " \ lm 1 24 SH25 36 x60 ± Q1 y 25 SH26 36 x72 '± m \ / I li R ..,M. .. 26 N A 48 x24 ± � 410 _ Q g. \ / 27 N A 48 x36 r1T P� FG. EYES I! I I q 28 N A 48 x4 t g <( o �7seryator Trxaas o �� 1 1 "s �- 29 N A 48 x6o ± w m m Ip.W 0" CbG (SEE ELEV TION Il ' _ �20 S� 30 N A 48'x72 ± o . - _. . ._ " _ /� 32 SH33 53"06"± LLIGH GLG. w-; - __ ! "�I.. . m I 1e9 5/ SP 33 5H34 5J x48 + Q, ~31 Q 2 cD i 1i 11 t7 lT f - - �— SH35 53 x60 V n ,I �I1 B �$/ SF 35 SH36 53x72 ± I� -- MZ FG. EY BROIU - - -_ i'- 37 W j I"r (SEE LEW I __ 39 =Ns? t L - 1i Q ; W V DINDICATES PLANT -HELF \ • S'-4" AFF. � N Area Tabulations LI'IL o , I _ Living: � lbt Floor: 2212 SF 'a ---.� 2nd floor: 615 of y51 " �,tEPED qRC o , c+` o r,1cvFN '`'if To6al Livirl,rti 2881 sf 8 drawn by a WSN l "01 '' portico t entry: 315 sr " checked by a U • d .'yj �28t10: 149 of date y '�o"ot sa3o Q� b 15 JULY 1995 rF �C ! age: 419 of ' scale OF NVN r \ THIS DRAWING WAS BEEN 2nd fir. deck: 149 9f v A�ab�NOTED - t h 5'-0' 5'-0' 1'-0" 4=4" DESIGNED TO MEET OR Tp�1 /V'M �ICIw �00fr kXXX sf = 95-2130 / 2887 0 1'-4" 10'-0" 11'-4" EXCEED THE REQUIREMENTS `-'--"' --- --- - --- --- OF SECTION 1205 OF SBCCI 28'•S" 2' 0" OR ASCE 1-SS AT 100 MPH WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE -- WIND SPEED OVER SCALE DIMENSIONS. Contractors shall verify '" drawing no, and be responsible for dimensions and conditions &` 30'•S" of the jab and Home Design SerWcee, Inc, mast 2 be notified In writing of any variation from the NOTES: dimenslons, conditions and speciflcotions appearing Ev PJ on these pions. z° e 1. GARAGE DOOR TO BE IFIED BY r1FPZ FOR 100 2. ALLTTUB 4 SHOWER U41TTS WILL''}` Floor Plan-2nd' Level 2 HAVE ANTI-SCALDMG DEVICES ru INSTALLED. /4"c�'-Q"' sheet of rl - TO1_On THESE PLANS ARE NOT VALID FOR PERMITTINGWITHOUT THE RAISED SEAL AND SIGNATURE18'-0° 3' 0" ' " OF ENGINEER/ARCHITECT OF RECORD. . 4't` - - - - A I 1 'SHOWER 9 TUB _______ ---- --------- C ___ ________C a •✓ I C2 pl H LAV.t a) Z r 1 �\� 4 I rvi l W 7 J R I I I �/' 'v 1Yy`GC! �r to 1 I � •3�7 i LAV./ °1 i • 4" PVC 4' x 4' x 10" COL. I I FOR A/C / FTG. W/ 5 BARB HB. i ELEC. / e" OFC. E.W. r - i -1 - -► I 1 II r■ r r 3' ®" 1 I I ELS E`�. 0'-0" A.F.F. I A 3'x4k4" I �� I i ■ ■ ■ ■ ■ ■ m 5 m 1 23'_4" 11 I 7'_8" 3._ �� I ■ M ■ I S.. STEM WALL 8.. W�COLT I CONG. PAD , C 1 -I Q IULL PROM i 7 I a 4-115/40 I I 17 2,_4„I I -- , n I I PLOOR eLAe CP PLANT FIIx CONTE IL ■ I I ' -- m -- � 1 7E0O PAA.4"7NICK WRN FLER-M'EeN I I __ ____N __ __ (- -� p, __D_� _ -_H= __i RERwORCEMENT OVER TERMITE iFEATED �■ BAR Iff-JI- IZ' 6L. GL. DR. OR »oo ra`A�TM H caNc�TE r------= N BINK - - - ----_-_-_ ---_ I m o Fit SY PANNIER OYER C ACTED 4EMl PILL J _ I I Q.IAGN RERFORCING MAT.URTN MM I- / S 7 dT W T m 7 COYER TERMITE 11EATED EGL UYTN .JWP. ,a i MIL POI.Y9rAYWPM YANK DAft%M .g "D w 5'_4" �0 Ir-0' j 1 OVER COITACTED CLEAN RLL. 1LAV, a r I I ___-._ - _ Irl Ia ------- --- — I I o S 1 4'_8u ® ._,y.. 5'_4n I e I - � I `v E W/ 4 5 BARS ' EACH WAY _ m 2" COL. FTG. FLOOR OUTLETS - - - - - - - - - je;/7) �� + __ WAYIVEYI'9 BARS EA. CO OLLNER ET LOIGALJ�8 - � E3--k' ELEVATE NFLOOR OUTLETS CO-ORDINATE LOCATION 'a I i o f APPLIANCES 1 AS 1 1 I m a WITH OWNER (TYPICAL) D.W' « ° �-:`. REQUIRED BY ARL 717.3(a)(4 OF 2 sF DI$P. R.T.STATE BUILD) G LbDE. o I m 3x4 x4 C:ONC. PAD m --- o *fit I o 8 FR1JM 36"x36"x12" C L. FTG. WALL 38oSF a a F 1 :/ _-W/ FOUR 5 B R5 EA, 0 9 I • =,�N FOR 16LLAANNDIT� WAY (TTP.) —- -�[�.IL] .� I I 1�,, I {�_-�+ /�'I-��r 4' x 4' x 12' COL. M� \ + r- _}I-,� I I�"-.r,� -- �>�I��I I�FC%I /�-I I '-I - FTG. W/ FIVE 5 >. �`, ELEC. REF ^ J I ' 1�I '.-r'�' tv I."V-I [.� a ' W ,a I = EA. WAY (TYPJ % I 9 `"� 'C1GC \ W 1 J/ I I L T , �� \ �}h I�l1 L If vuT t�Rlx" e�FJ L� > > 0 W , 7 X`� a .ti" ,-== WASHER I c 's �. Z F, >Y ,� r ., %_ 3" L I ; 1 FOR ,C NOTE : Q •_ ; I _ - = a _ BUILDER d POOL CONTRACTOR TO � c � _ a 28 DR _ CO-ORDINATE CONSTRUCTION. — 7 — — L I II �?w.u.l I- -J - EXCAVATE POOL AT FOUNDATION a m -3 Ire" x 3In" a, / 7 i I 2" r STAGE OF CONSTRUCTION. BUILDINGS OC Q r3 'n °/c� 4 'b" I FOUNDATIONS TO EXTEND BELOW c BTL. COL. \ I ��\ s -lt' BOTTOM OF POOL, SEE DETAILS , TYPICAL. \ -- ----_ _— H 5'-8" 4'-5 5/8" 6'-10 I/2" 8'-10" T m - -- / \ -- -- - - — - -- - — I ON SHEET 10. P $ 14" V-4" 14" 15/8"\ II NOTE : / ALL COLUMN PADS TO BE e� 3'-0° x 31_0" x 1011 W/ g o / / / 4 05 REBARS EACH WAY, a UNLESS NOTED OTHERWISE. drawn by _ checked by date JULY 15, 1995 / / $ scale AnD 1(''.':'� INDICATE$ TWO-STORY 5 1/4" = i'-0" y - . .J EXTERIOR BEARING FOOTING =" job no. 95-2130/ NRITTEN DIMENSIONS SHALT_ HAVE PRECEDENCE � — -- -- --- - --------�------ --- ------ � �----- ---9/�-- — — --- --- 9 a"� Q. � = Browing no. OVER SCALE DIMENSIONS. Contractors shall verify ' and be responsible for dimensions and conditions l�OF of the job and Home Design Services, Inc. must o be notified in writing of any variation from the eciflcations appearing THIS DRAWING HAS BEEN p 9 E dimensions, conditions and s a ,I Z I/1" 11'-I" on these pions. Q II'-I" b'-7 IR'" � �� DESIGNED TO MEET OR ' EXCEED THE REQUIREMENTS • M - Cr- SECTION 1205 OF SWC) fO�� n pI � 1 OR ASCE 7-88 AT 100 MPH M 1ry}�OPlan -- - ---- 3 1 WIND SPEED I/40=I'-ae sheet of I r•cr-«-mv t' .r r,�-'-" � .,.a„ci n li>•;; .. ,:`: ....,- ,"4. .�,,,vr,',,m ,: .r, 9'ir',u ' 4. ,r: i.oa ..�„ - - .- " r, ., �. at :;.hr „; '61 s •.,, .ate .. 1 - a reftv[*to ."V S •z I Cpl QII — ----------- — --- - ------ -:-- -------- --'— -- -- __., HOUSE I�1•° I �b•oll �I.°ll �l Ol - --- -- 211- 41 — (c c„ 9. � t'•-> ��'-�'� �-gut..,, k1/VlpSul` 0 J 8 ` c , FF AS W I I I SGIN1 ---- �/ 2xI2 � �9ItJv( o ; 3 G k I I � -� � � ♦1� tp C , r F-PArc•,n erg g/r % t _o w/5tu L 7 E ' lop- 0 k' W jo 41,1. GOO1IIL4�II�fFip t�111t Of2lCali-Ib.l. I! 555 d �NFJ II g Id' rZ--U41z;' , I>•L4-.L f N rt j 2y�sl� ! 14'0 -- -- !°'�-- -- -- ql, �p I II a IvCoNo, F%uNatr W a varll E N. IL I ' � 12'*2R' r�i4ej -TYt"14o'•� s $$ p �, j I f- -�. - - --- --- - .__ _.-� � � — -- -- - -- — — - -- - - - - - - -, � __-- _ � �•' Grab s ai � 1/� �, , (10 j -�- I AccF/uh �h / �!X11 Illi �l �u 2-{f I Imo• Tr i�L P�i'..1� �n�1 Flt I/ la L L C-�:i`w L I I N t!O'�L'a, � I � ,1 I I r d � _ W/I' i rasa. „ v x o _ o v _ NORI - - - i *'oa - FOUNUAtION NOtE51 A/, + I Wriry focalloh of bulding at 1111 and ad)rkl i Y1 c ,J- eoncr111 (oolfnot, Mobs. landhsgl, and tape e ILRL I to grads Ngukal. v ' prlpaH Iol Id reNlvl 1' cbncrelo slob ' -� -� Q � �•f� 1 I��. .I^ ^ — �' II�G' ,�' -�' _, '” _ - 1 bold M0 *,*, MI r b "Put { .•. mHh ova mA f ` - / w- Icy f'- - ' I , • tsmpdctad, IwmtU ii 1 Ct O I 1 . _ l A / .� l�P>x1'I : I- 4J 02x 17 I W&+I"!•Jill ]. An IedlMe le 61 1rIy1P A IZ"0 a/5#5 /J \ �• I labors cbhlkruous. \ j _ �. b' L-block •/ 1/r d1am11M enchM ball tttt , 9 r20 L Al of 72' me. A/ mks, b' eovarog/ lar E ( -- _ - -' - X S /` — N CW)4MS PrN `y. �` approved alrapping), nR 41E% Q m e. AN Ihleklntd Mebe bell tooting*) Is be \ , \/ 3 ( s ) y ` " I - _ le M t IO'D •/ t /s rebotl tanlinuoul \ / A4 REQ• // ' • -� i O'� I VENT d1, (place uplift Hroppfny or anchors of mai - !' r 1 d I- - —I ----- N �_ - 1 _ �• be tlaukld par !lode). Cpl ,1 . i 60"C' 51APi ON AFbIL j, • j —31 S. AA•cdumn patio to 'be 3). 81 t RI-DIA _ _' {'�d.RRI&tL � � PCA gR1.V � � � - 2b'p a/ 1 �5 fbarl IseM *oy. u,m r?I^tel 2.3 1�II111 .I ql VIhQ LLEF..hI ON 7ERMI — t , I,_f - I S. AN Ihldanad &doe Yobs 16 be A'D t b'W , -1 FILL, (-rte M—PILt�FD rT �\/� — -- •/ (1) /s lbw. 14 Q: ,•,i, ` ) / ♦ /� \ — — t'o01E1Z D�Pf11 7. Ihlto bed Nab at hod Ysnuoult asenol 7 70' .� {I / dfi s ♦ /� @. It l0 61 At t 1A'W tdnliououe, soa - '3' • / \ qr \ Pte' �'t' ds16A 'II' bn Ipled dales bell. _" n W :14-m x�\ \ / N I I I M - _ / �� A)•v \ I A r bar WrlI'll care kdly if" tooling1, tome'6111 and toIII-beam. $ ¢' W a M I s W c " \�x /X 9.121,1 I pjll 41ll (sl- Idku �---- -- � • I A. (In obglob tion Ora o j I" In lo' I/plaal � . ly � _ U) ^ � r 10. Recw hoar Mob !/1' of am Yldlno a►a `� V q W • -'— dow end Ox And Mob but 1 I/2' pal C. W m block lace. m Ci Q C41 31 11. fdand Mab edge at Irlhlar doors 1 1/2' gfi n poll block lace. 12. Sunkon 1 total to be 1' tonctAll IIcINId L• ` t. ' 1!. Air ton dill+mo, t; *t1/d tlod lhab be s i Iv-Il�t'i � 1 ! p b dpA' Awn ads, ilpked na lnrrlhrd hn and, Il.,�ln 1JI,+lI IIEII �b�b 1 / IA. AN alone at 6tk* dn1M fallings to be 22'W a ID'D a/ J Is tobwl tonilnuoua. Is, AM loolingl Id 2 Nwy to b1 *'* ■ f 140 0/ 7 $5 tabula tonikweul. g / ♦� \.� - IA. AN ably IhIckbnall Mo bbe 20'*10e l o D a/ 5 e1 meyr6�Nquald ppo�da)l br anchwo Y c J r / �•ti = 11, thickened Mob (bell tooling) *hare at (iD blwtng *011 occult at change In Now • sj Monsoon than be a man. 100 t Ib•W " JIJLY eonlinuoul, 61e data, 't' on (pled -do ca chlor shoal. Wo °T•U ` ♦ 'yam / �.k\ tib('b Ie. Sol bearing cdpactly 41,011 be a man, ofb1, p. 4000 1 f., N nal natal doat Y -- _ - _ __ __ / • -/ �� Immo atoll IW radia el foundation 41 r ed 1 9$—Z 288"► f.1 C2TPµ/t+Ff.aL k/ ^ U am I/ MntILY DIUMSl011S SIIALL 11Avf PREClbLRce a lawny no. - ' 4%sll 1 y II I 11 d be roof ons Il Sea dinln Ions andtcondi00 �lt, p II • I11 _ III III 71/al _ _ 9�• / �b iv* 1°•D /4 2tl• 6I�611 ��y,° vao <� of the pb and fioml basion Str4ca/, tnc. muot c —_ -_- _ _/_ ¢ •1" n {�r '' be noliRad b *vllhl of any wriclion tram Ills n --/ tarsd1lfonl and 11paelheatiwd opplarin an those plane. 3b ��OFNO" , , — _. ._. ,. p �i 39 r ons by ,I ' e.^ - � THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. 2 E ° E • m o r N 212 12 12 R � u woo 2 xy - . • 7tiQ -- f - 21' i'. BFL'i. HL02nd LEVEL 12 I® 0 . . 12 12 n o 14'-0" PORTICO BR'w. HT, .-,-,�_,_.• - ______ - - - - - 1-�2'-0" BFYs. PT. r BEDRUGI't 4 STUDY -- 6� G . Y h y fLR ELEV. � 2nd LEVEL v •{ r'� ;', 9'-®" BR's. NT. � GAR CHT. AB. GAR PLP-) 1 13 B � TE7 we a x 0' 0" FIN. FLR LIV. AREA r a LIV. AREA - - - - A-4'-0" FIN. FLR GAR 0 0" FIN, FLP- � �--- � , 6 WING WALL 6 Front Elevation SCALE: 1/4" . I'-0" + ^ o �EPFD ART.` " r N�-Yp 11O of°'i l n n EXTERIOR FINISFITN>; OTES W ('Y - - - :, - - - -- - -- - - - 12 1. Composition shingles ow 115 felt al 1/2• f_ 2 �6 plywood sheathing. Z ? '- _.- - 2 22 2. Conaete tPe roof installed as pa manufacturer's a F <2 W specifications. ;. a V n 3. Cricket as condition req. o W W W 6 p ' 21'-.O• _ BFYa. HT. _ ' ,:: - " - - - - -- 4. Roof window ,F�.4 5. mney -- =-- frVto nam - O B, 6'ISmooth th Textured redaTrim/Band W n 2 9. 8 Smooth Textured Trim/Band _ N o ro 10. 12'Rai ed Pa81 Textured Trhn/Dand 11. Raised Panel .. \, 12. Key Stone s - - - 13. Quoines (Brick a Textured Finish) 9 J4 . . - .:. ---- - - -. . . _ �� - - --7: 14 4' Erin. Tree 15. B• Frieze Tree ; SEE RAILING DETAIL - g B O - -: - - - - - -- - - 114'•0" PORTICO BFds. HT. 16. 12' frieze Trim $ _ .- -fit- 11. Brick Veneer � f I - - - - - 18.. Soldier Coursing ON 5NEET B _ .. -. .. . - -. ._ - - - -O" 4s Wash a hY 10 0 BR's. NT. HDR "TT�20M,M. 5ATI4 AREA 23. Off Ridge Vent,M21. Cont. Ridge � g II'•o FLP- ELEV. 1 LL 24. R.S. Plywood 85 25. a Wood Trim - drawn b u ®_ 26. 8� Wood Trim E W'SN y g ® 27. 8• Wood Trim 5L. G . 28. T-11 Siding c ecke by DO 29. 4' Lap Siding TA K - 30. 8' Lap Siding "y ate A 31. Wood Laver Vent 15 JULY 1995 x - - - - - 32. Wrought Iron Railing 33, Treated Wood Hand Railing scale a AS NOTED t Job no. Qr ° 95-2130 / 2887 FIN. FLR $ _ — WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE 'L —_- --- - _- y drawing no. OVER SCALE DIMENSIONS. Contractors shall verify and be responsible far dimensions and conditions of the Job and Home Design Services, Inc. must Rear Elevation be notified in writing of any variation from the THI-- dimensions, condltlons and specifications appearing D SCALE: 1/4" . 1'-0" DES DRAWING HAS BEEN on these plans. DESIGNED 70 MEET OR ' ill EXCEED THE M=IREMENT9 4 OF SECTION 1205 Cr, $BCCI `I Irl WIND SPEED- Elevations OR ASCC1-BB E `I AT 100 MPN , _p" sheet of 10 11-4 revisions by THESE PLANS ARE NOT VALID FOR PERMITTING 15 t WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD, 0 24'-O' :L 131CPal-IT. 9015SERVATORY .. ..... 151ir� HT- ell, 2nd LEVEL 21' If 2� S V-0. R 2nd LEVEL FIN- FLR ---------- lt_� co 4 57LIDY 7 7 7 SI-011 1511QG. WTI 4, CZAR HDR 14T. DOORS 4 WIN, 0 ------------ - ® 6 sp GAS 0 ®-FIREPLACE r 1 OVI :I! Ig" SIL. T 5 8 GL r VENT DOC I k _�O -0v�FIKPLFZ LI V. FVOL LNOTEI FLUS4414EADER OVER FAMILY ROOM WINDOW- BOTTOM Or 10-011 AIS, FIN FLR HEADER Right t1evation BUCKET FLOOR JOISTSAIFUWS INTO WEADEFP- a,-ALF- V-4!-.- 11,011 BRED A _k .OF EXTERIOR FINISHING NOTES 4 1 Wer 241-e" 5F;?a- WT� a OBSERVATORY 1. Composition shingkiii over 115 felt on 11V Z plywood sheathing. LLI 2. Concrete tie roof installed as w manufactures Z Specifications. 3. Cricket as condition req. 12 5F?,CSP. PT. 0 2nd LEVEL 4. Roof window W 5. Chimney Cop/Spwk Arrestor I" ii--j Z 60 6. Typical Textured Finish 27N 0 M 1- to 7. 4 Smooth Textured Trim/Bond go , B. 6' Smooth Textured Trim/Band W to j 9. 8* Smooth Textured Trim/Band ME .4 A 3: 1" 10. 127 Smooth Textured Trim/Band ro 11. Raised Panel 12. Key Stone 13. Quoines (Brick or Textured Finish) ...... 14. 4' Frieze Trim 15, B" Frieze Trim 14'-011 Eip*. HT. a PORTICO 16. 12" Frieze Trim 17. Brick Verrear 121-9211 5FiIG, HT. • BEDFZOOM 4 STUDY L ........ 18. Soldier Coursing 19. Rowlock Coursing 20. Light Cone Mortar Wash 10'-C" r>OOR 4 WIN._HDR HT. 21, Cont. Ridge Vent, as req. 22 Off Ridge Vent, as req. 23. R.S. Cedar ap S'-9)" BIR6. HT. 0 GAP, 25. 4' Wood Trim 24. IRS. Plywood 26, 6' Wood Trim drown by 27. 8' Wood Trim WSN 28. T-11 Siding checked by 29. 4' Lap Siding 30. 8' Lop Siding ote 31. Wood Louver Vent 1710 32. *ought Iron Rolling 15 JULY 1995 33. Treated Wood Hand Roiling scale AS NOTED Job no. 95-2130 / 2887 r- 0'-0" FIN. FLR or LIV, AREA Ir IN. GAR rLP. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors *hall verify drawing no. and be responsible for dimensions and conditions of the Job and Home Design Seryk�eso Inc, must IN71 16 13 Left Elevation be notified In writing of any variation from the THIS DRAWING 14A$ BEEN dimemelons. comiltions and specifications appearing E A SCALE, 1/4" 1'-0" DESIGNED TO MEET OR M these plans. U_1 1 EXCEED THE REQUIREMENTS OF SECTION 1205 or 65cci 5 OR ASCE 7-55 AT 100 MFW Elevations 11 WIND SPEED sheet of td I _ _ a .I r A i Al Mli` gy i _ revisions by - THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE 'RAISED SEAL AND SIGNATURE. . OF ENCa1NEER/ARCHITECT OF RECORD, u 17 b� PRE-ENGINEEREID - ROOF TRUSS SYSTEM �-- --WT, o N - - SEE SHEET 1 FOR M FASCIA DETAILS •� � I � • Co X14'-0° PORTICO Blues. HT. E 4 Y a FLR ELEV. �12'-0„ BRLs. HT. g 1� Y l0'-0„ BIBS: HT. ?.ur12 - �— w d „ c` II I =_ 1 l 1' °° T I kI� 1I116i ( 'F ' � I �I ; , II -' N � I � l 1--5TEEL 1 COL. - FIN. FLR - - - - , . . _,.. . . 0'-0•' FIN. FLR Q r i 15 I I i I \1 a- 12'-_ 4 a N i' CROWN MOLDING 12 T' 4T— --- - ---- 9TREADS ♦+5l01" . T'-4 V "4 —_------ .— J - - / 2ND FLOOR LINE RECESS IL o / Nt r � E / 0 - ._ G g I�jl 0 � �� fo 5 TRE S 0 10 4'-4.. _ _ ;,,, _I / - Q V Q: v i' WQo i LANDMG •i _ N a 4.,' �,a .i, tor' NOSING f M r_ �� -- --- TYPICAL 'T' i m I _ � n w 1 D, TREADS N N �. Q' N"2''YI 2X W 'i IW, ( ALJ TYPICAL -� 1X4 NAILER i 0 I f " -cI WALLS LS IQ" PLYWD. ' 'I Iq�il I� [Ell k C - / 4X12 WD. in l N $ CARRIAGE C3 RB°°' IST FLOOR LINE 1 Master Bath E iv.P.T. 2X4 a Il KICKER N.T.S. '? cJ' to it Deta i I PLATE � ., V() Master Suite Elv. Media Wall Ely. drawn by S qED qRC` E WSN 5 E the cke �C9\ea st�EVEN4, by Dov ,L;+S!U}, o� date j m -r- Ii11111 v 15 JULY 1995 scale s• , e yo job no. ar NVT �'. 019d'•c Q't' AS NOTED �Op NEVd 95-2130 / 2887 � n WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE m OVER SCALE DIMENSIONS. Contractors shall verlfy '^ and be responsible for dimensions and conditions m drawing no, of the job and Home Design Services, Inc. must o I' be notified in writing of any variation from the V THIS DRAWING HAS BEEN dimensions, conditions and Specifications appearingE DESIGNED TO MEET OR on these plane.0) EXCEED THE NT OF SECTION i2os OFF SBCCIS 6 ROW= $@CtIOn OR ASCE 1-88 AT 100 MPH WIND SPEED 1/47 =I t_01 sheet of W MR"'ve j 9, "M_ revisio n$ by 3/4" RECESS a SLIDINGSEE PLAN FOR 021 CIAO.OVER VAPOR, PER BARRIER Wi*-.3 thi GLASS DR. WALL CONFIG, "FURRMG � 24 6� VEWICAL FINISH PER ELEV. all Cm. 1/2" GWJ5. OVER I ALL LAPS 2bu MIN. ICATES SLAB 2x4 STUDS 1611 or- 1 45, X '2' 46" OVER No 1124 x 6" SLEEVE ANC. C�A6E IN 41' CONC. OLAS C*NDITION AT 0 240 VZ, (2500 PA.I.) W/ PATIO 3 1140 BASE C4014C. BLOCK STEM 3 1/41 BASE III 1111i UUM. SLOPE v4. 2X4 P.T. $OLE PIL WALL I- DOWEL LAPPED ALUMINUM T14R ... I F` . � . '// WITH WALL REINF. OVL*fq 6 MIL, vv';A�0"ew ftj Enswol-r> $ILL FORMED BARRIER 4" CONC. SLAB ij ON ISr. SOLID 100 HOOK MIR 111 ITE x AROUND PIPE (25" P.6.i.) W/ 4. E CLEAN COMPAC F=XP JOINT 6x1b 101101 WiUM. OLOPE 1/. 9 TERMITE TREATED FILL— 1 • 41 - - -- - - L 20 AND 05 M VAPOR Ell IL CONT. CONC. FOOTING 10" x 20" COW-FOOTING BARRIER EXP JOINT (2) 05 DIA RODS CONT. '5 CORNER BAR �^ ��evrr ON CHAIRS W/ (3) 415 PIA 3T LAI ON CHAIRS ail C6 AWW WALL 11W STORY) ro�NMQ"�RY "L�MOITQ�*Q .. EXI RIOR DOOR SILL 1141 ST UTLITY M STSULL M*—rA MM WALL REW. Y410 F0 It- rASN's I-# state nu r-0h WA S Gare a a Reeldence FINISH PER ELEVATION 2x4 STUDS I&- oc. 1/2" "S,OVER 1/2" C11M. OVER BEARING WALL 2x4 P.T.SOLE PLATE W1 R-11 BATT INSULATION 2x4 STUDS I&N oz. 1/2'x8" ANCHOR BOLTS 2x4 STUDS 19,11 oa. 1/2" GJAB. (tU/ 6" MIN. EMIDEDIDMENT) 1/2" G.W.B. OVER 2X4 31/4" BASE 86T-MAS OR 2x4 PT SOLE PLATE STUDS, 0 *"Iva W/2"XVS" WASHERS 0 21" O.C. 1/2"exal, A.5. UP 4 1/28 BASE AND ALL 0011111NIER52x4 P.T. SOLE 110L. 1111 1/2"OxS"L. 2"xi/8' WASHER R-11 BATT INSULATION BASE AS SPEC INDICATES SLAB E 2X4 P.T. SOLE PL IX& PT NAILEI t 0 24 O.C. 4' COC-ALA15 CONDITION AT SLOPE :2 AW BOLT W1 2'xI/S" •WASHER 2111 O.C. ag (25" 1°A-1J W/ PATIO 6 AND & MIL.. v - - - - - - SLOPE 114" X& 10/Id W111M. t '*i (2) 45 DIA RODS CONTINUOUS THESE PLANS ARE NOT VALID FOR PERMITTING It, WITHOUT THE "SED SEAL AND SIGNATURE BARRIER 0 ON CHAIRS OF ENGINEER/ARCHITECT OF RECORD. all FAA HEADER BLOCK F' TERMITE "SATEDCONT. ON CHAIRS ON CHAIRE, Sl f 1 1/21 -TEP AND EXP AN COMPACTED (2) 05 REIBAR CONT.OLE IF 0 2! ROO5 S" x �&' STEL? L10. P-4" J.-O" P- 1g)" W1 (2)VIS DIA ROD CONT. ON CHAIRS 24 E EXTER11OR FR*f ME STORY), STEM WING MEOW L 'T 3/4'.�1'0 Y4'-IMO W." wk I & SC4X-. 3141-F-V IR N114 01A +7 2 ill FINK 6W MR ELEVATION 2X4 P.T. SOLE PLATE W1 1/2"xa" ANCHOR EOLT6 I (W/ 6" MIN. EMPIDIDMENT) 1/2" aWB, OVER 2X4 STUDS,* hb""OC, W 2"xi/80 WA0WFft 0 21" OL. AND ALL CORNERS IR-11 BATT INSULATION INDICATES SLAB 4" (ONO. 6LAD CONDITION AT PATIO 9 ssx& W/10 W10M. -- - -- - SLOPE 114" 2x4 MIN. a 16" O.C. 41 1 41 qu I" STYROFOAM 150. Al 6 MIL PER li —VILBATT INSULATION - BARRIER 12,/ A 8" PAA. HEADER BLOCK 111 STYROFOAM 50. STUCCO FINISH CLEAN COMPACTED AND TERMITE TREATED FILL- M k� STUCCO FINISH Z ' �FK FLR. tK z 10" x 26" CONC. FOOTIW3 WALL FLASWIN53 W1 e�) &3 DIA RODS CONT. 0'_4" CABINET TILE, POOL SWELL, ON CWAIRS, • f_:�_FEINFORCING BY POOL W IL ;Ai CONTRACTOR. )-:; ? 24" ]��TILE, POOL SHELL, =y ap REINFORCING 15Y POOL tyR WALL (W STORY) CONTRACTOR- W.U. N51'. r-v CIE .4 l I1 d) ILL FOUNDATION NOTE; BACK 10 AND COMPACT IN P-0" LIFTS 3141" RECE80 IN SLAB 2X4 (SEE fLR PLAN) PRIOR TO FILLING POOL le I FRAME WALL WITH WATER. (TYPICAL) 4 WATER STOP 2 1/2' CONC. FILL GAP BETWEEN LAPAraFR THAN FRAME WALL EXPANSION JOINT SLURRY FOUNDATION A POOL SWELL. CONC� VERIFY W1 POOL,,k FINISH FLOOR (TYPICAL) 4" CONIC. SLAM SLURRY FILL GAP BETWEEN CONTRACTOR T drown by P.S.Id W/ SLOPE TO R/W FOUNDATION 4 POOL SWELL. _ -Z � (TYPICAL) IVERIFY W1 POOL DRAW cpxfp 10/to W101. J checked by AND & MIL. VAPOR TRACTOR ED ARC V BARRIER --1 7 VERIFY W/EW31NEER A CHECKED A, "A F_ date 0 00-00-00 CLEAN COMPACTED 101- x *u CONIC, FOOTING VERIFY WM4GiNEER 4cole TERMITE TREATED Fjfr�/ W/ (2) so DIA RODS CONT. SCALE ON CHAIRS (ONE STORY) job no. JOB NO.. OF NE 'ay 241, V,. u rWRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OWER SCALE DIMENSIONS. Contractors sholl verify drawing no. and be responsible for dimensions and conditions of the job and Home Design Services, Inc, must 8M314'.�4 be notified In writing of any variation from the -2— k2x4 BE ST "2'�� 2x4 2�(4 1-7 INSULATION B_ASE LV SLO WWI dimensions, conditions and specifications appearing EE THIS DRAWING HAS BEEN DESIGNED TO MEET OR on these plans, LU EXCEED THE REQUIREMENTS OF SECTION 1205 OFMr-Ci 7 OR A5CE 1-8a AT I" MPW Details, & Sections ark WIND SPEED AS NOTED sheet of Ar kA! 'TZ71'x ^rd ,a ""'.1Fs <l F:�,rir , a ! Wmi'trr ..: ':Yv, ,. . !-� , . :. .�.; r „r ;., :H i , `� t a\{ .:6 n-, rt _'4 ; 'f, :"""Y'e•;'t , aa S' :. I . r IL ,7�F., , ", •nn.,k r ,. a.,.. .ny,-.r , 1.. rW=. Tr,, Is.. . . , - I r.9 [ - }4.. r 1 . yin (% :.1• . .!. ... , . i ie .. 1 . . 5 4.a'm}. eI t sr 3 I 3 t , , r 5-revis�iona14, 40 by /—CONIC. TILE ROOF / OVER 30'"FELT ON 3/4'r s j 2x6j5LFLASHWG I O.S.B.SHEATHING. GIRDER/BEAM HUGHES 'NGC-44'-I2X2OR 8EMC0 'CC-d4'tw!� BRACKETUDEMWA PLANT SH. 2X4'9 SET INMTL. DRIP CAPMASTIC . Ib" DC. ix4 CONT- SIDE TOPIx6 CONT. METFRONTxb CONT. ,-2x8 CONT. z 4 2x12IFw1GHE5 "HCC-.adr'cGNNEcroR �LOOK JOIST r;X44OZ 4"x4" SQUAREIL DRYWALL STANDARD A.BSTEEL COLUMN ENGINEERED BEAM WIN j '• 3 Board Fascia STUCCOa e g Plumb Cut �A�E° '"G''-m" Plant Shelf Detail l3a Iconu Dsta i I ° r SCALE. I/d"•I'-0" � SCALE: IR' "1'-0" ° Ono TOP y 'l 2- A WD N ;I �OR 81 'HD2A' o j 7 FRON4 SIDE 5/8"xb" AytDHEAD 4" MN, DMENT HUIGHES "AD215" CONNECTOR I LAYER 030 FELT <i LCONCRETE SLAB 3/4' OSB/CDk MIN. L . Steel Int. Column Detail t' PBL. TOP PLATE 8 n, W74'-0" SPLICE PRE-ENGINEERED TRUSSES DESIGNED SCALE, V' ROOF PITCH PER W/ SIGNED 1 SEALED CALCB. BY A ELEVATIONS AND FLORIDA REGISTERED ENGINEER 2x4 5UB-FACIA MIN. PRE-ENGINEERED ROOF TRUSS € ROOF PLAN Ix2 NAILER MIN. n R-IS INSULATION MIN. CONCRETE TILES OVER 9d FELT ON 3/4" b � 1•r 1 1/2" GYPSUM BOARD ( ) O.8$. SHEATHING OR c METAL DRIP EDGE 3/4" EXT. GRADE C,D_C. E I rI 1x6 FASCIA MAX. HURRICANE TIE H25 a EA. TRUSS ° R-30 INBUL � � �1� (U,NA-PER ROOF FRAMING PLAN) v IlI PLATE HT. I y 1' Ir { NTL. DRIP EDGE a '� • (SEE ELEVATIONS# ' ALUMINUM SH WINDOW UN.O. GROSS SECTION) FASCIA AS SPEC HURRICANE CLIPS OR /SEE DETAIL). TRUSS ANCHORS - SEE ROOF TRUSS ° 11 1 2rxi2 4 BYP W/I/2" PLYWD r FILITC 4 UN.O. LAYOUT FOR SPECIFICATIONS m DBL. 2x4 TOP PLATE 6 n ,�' 6 INLI (STAGGER JO T5 �� 1 SOFFIT AS SPEC 9 j SILL W-0" MIN.) 2-2x HEADER W/ ° - 2x4 CRIPPLES UNDER HEADER STRAP TOP PLATS 1 HEADER I LAYER M5 ELT I/1" F'LYU.D. BETWEEN s R-ib INSULATION MIN, TOP OF OPNGI, • END OF HEADER TOGETHER W/RT12 MIN. UN.O. W111AF-,K P''KIr4EK SEE ELEVATIONS ° 5 - 3/4" TIG PLYWOOD WINDOW UNIT AS v a PER ELEVATIONS d1 15/32" OSB/GPX SHEATHING MIN. / GLUED NAILED W/6d AND FLOOR PLAN _ 2x4 BASE PLATE ANNULAR OR SPIRAL WINDOW SILL PER • THREAD NAILS a 6" O.G. BUILDERS SPEC. EDGE / 12" O.G. INTERMEDIIATE UN.O. CAULKED a WINDOW a ' W ENGINEERED FLOOR 91CD UD O 1 n SPF € p W N SYSTEM. SEE PLAN 2x4 STUDS o I6" or_ � .7 D r DOUBLE TOP PLATE ndG.W.6 / / MIN. ONO. tr a' F -t z It W/4 -0 SPLICE V x W W Wac d1 -S BATT INSULATION �N • W m yc Mon r //2"#xS" ANCHOR BOLTS h - 1/16' O.S.S.RSHEATHING OR Irl"X6" EXPANSION BOLTS s Q w 3 n ALUMINUM 5H WINDOW U.N.O. 3 vd" BASE �;� !..- w/ PAPER BACKED LATH W/ 1y^ STUCCO � _ EXTERIOR FINISH 40 MIN. EMBED a 32" O.C.MAX. PER ELEVATIONS. U1ND, W/2'Yxt/S WASHERS r 2x4 P.T. 80L-`E PLATE I / 1/2" GYP. BOARD ~1 SILL .....,.,.•....u„._,•,..�,,...,✓'^.._.w--- ...5 6"S MIN. EMBEDME” ANCHOR NT) y 0'-0" FIN.FLR w`'" W/ 2"x1/8^ WASHERS . 21" O.C, HURRICANE CLIPS a 32" O.C. MAX. 2x4 STUDS 0l SPF OR 03 SYP alb'" O.C. U.N.O. -- AND ALL CORNERS 2x4 P.T. PLATE UNO. t R-13INSULATION MIN, 4" CONIC. SLAB (2500 �"' FHA HEADER BLOCK I ° b PSI, MIN.) W/FIBER i' ! 8 REFER TO PLOT PLAN 15/32" OSB/GDkSHEATHING REINFORCEMENT OR �� jl _ FOR ELOPE CONFIGURATION I LAYER M5 FELT bxb 10/10 W WM. oV£R ,.._. ✓.,�_`,, .._- _ 6 MIL. VIS6WEEN VAPOR � j _: Ij r -.,-- i^�...^�./^..r" _' .,r—�,•,�—�i �,/�/'-'„ ..i-�,;^�.,.— -`.v ',� BARRIER OVER n HUGHES HGLH/RH • 32 ' O.G. \J CLEAN COMPACTED 1/2x8 ANCHOR BOLT a 21 O.C. WOOD BASE f FILL AND D.TER'1ITE A md _9 �.,, Header Detail ® Int. Bearing Wall b GRADE --� `} o drawn by GONG. FI 4" CONC, SLAB W/ 6X6 10/10 i� �� - NOTE: SEE "HEADER DE51GN CHAR?= N.TA E DRAWN TABLE 110'73A" 5BCC1. \ S,ve ., AqC S Chef ed by FILLED CELL W/I-"5 0 W.WM. OVER .W6 POLY VAPOR � 8 C )NC. BLOCK STEM �/ wv�ea,revaN9 yii� � CHECKED WALL OVER 8"x16" CONT, 24" SR a e - 10x20 POURED CONC. FOOT'G _ BARRIER ON CLEAN, COMPACT GONG. FOOTING W/ 2 5ON -----"—_I p( ! W/3-5 o CONT. Wl25" LAP S TREATED FILL OR FIBERMESH l RE-BAR9 ON CHAIRS �; 7 00-00-00 n (ALL SLABS) r CONT, r f....✓� 2----� 1` g ALE ., i ) C scale `�,,_ ,"• �9r ��i�a,��"`�c� v job no. JOB NO. Two Stor� T Wall Section /�} `��= ' - / YP� One Story Typ. Wall Section wRIrlFN DIMENSIONS SHALL HAW PRECEDENCE N j SCALE: I".I'-0" OVER SCALE DWENSIONS. Contractors shall verify drawing n4 C N.T,S. and be responsible for dimensions and conditions a M of the Job and Home Design Services, Inc, must & be notified in writing of any variation from the THIS DRAWINGNAS BEEN dImmsione, conditions and specifications appearin DESIGNED TO MEET OR on these plane. C7 EOF SECTION XCEED THE REQUIREMENTS Details & Sections ti OR ASCE 188 AT IM MPH • • j 8 WIND SPEED Scale as Noted sheet of J . i. ' P , :. a •.' i. ... .. .r, . :, - Y . ..p, _ - a a. I 1 v rY. 6 '.'a I .. ,. :. ♦ r . .. r. ,. 1. • , . ' , ., . e 1 ♦1, If � 1a.. ♦... .. Lr. �, ii Y . ,. , �. . . 1 J. . . ., a -. .. ' � 1: � . .r � s 1 •1. v ... M Y. _ - ,. . ,. _ r ' r� , ',.' .' i., ,. '. , . . . - , r � � 1, N. I" 1 1 n - re Vlsio ns b y - THESE PLANS ARE NOT VALID FOR PERMITTING 9-v-zmzvTWOUT THE RAISED SEAL AND - Ir OF ENGINEER/ARCHITECT OF RECORD. - t h VARIES II Eoil 12 2X4 3 SYP OR E • 4 Q SPF MIN. UN.O. k T o N Russ TOP CHORD co a ARING FRAME WALL �¢ $ � h 4 SHEATHING ERM I18S HCDPLRR CLIP MI Y • ROOF ABO K VE • EA STUD s 1 I r. . BU LDING WIDTH N ' r AT GABLE ENDS t ONLY NAILED TO TRUSS 12" MIK STRAP $ (Q BUILDING W/ 2-12d MIK TO TRUSS TYP. a LENGTH BLOCKING • 46" O.C. LOCATION OF LF.TANK AUTOMATIC GAS PRESSURE -- FIRST 2 EACH END TOPS r O • BY GA CCL TR BTOR VALVEBACK FLOW PREVENTER AND BOTTOM CHORD T Y NOT AVAILABLE USE 250 GAL, 2x4 SYP MINL B TOP CHORDS L.P. TANK Woof aheathinci Layout 1/2" GAS g VALVE N.T.S. i T Cripple A e POOL C Vr Wall 1 T On Truss _ HEA I TER yp pp I SCALE rr C LE 3/4"=V-021 at 1" BLACK PI lq" GAS OR COPPER VALVE SUMMER KITCHEN r s 1 \ OPEN AREA GRILL o �' T - 1/2" GAO ., VALVE ROOF FRAMING KITCHEN RANGE HEADER UNA. SEE ?x12 SYP FOR SPECIFICATIONS Ta VENT THROUGH ROOF a Q " rt 1!Y' GAS 1/2" GAS 3x6 TYP. o _ - VALVE VALVE T T HOT WATER HEATER _ _ PLATE. IS __ 2 7 ? a IIII VENT THROUGH ROOF W � ly GAS FIREPLACE DOUBLE 4 SPF OR03SYP UNA. 0 SEE GARAGE DOOR MANUF. a a F Q; M SPECIFICATIONS FOR CRIPPLE STUDS RTI2 l2) E4 I W W W 6 0 I/2" GAS ATTACHMENT LOCATIONS. NO CONNECTOR REQ'D HEADER TO JACK 9TUD9 .J N. W VALVE GARAGE DOOR TRACK UNA. Z to m I. T 2x6 7 w - GAS CLOTHES DRYERIlk (HEADER STUDS a µl y cc W b C4 0, 2 1/2"x'1/16" LAG BOLT HEADER STUDS r TRIPLE 2x6 STUDS ff -• �i Riser FOR GARAGE JAMB FULL LENGTH NO C.OMdEC7OR REQ'D f s Gas WALL STUDS (2) 'o FOR OPENINGS GREATER THAN 410' o a N.T.S. r r, Garacte Door Attach. t � SCALE = 1°-1'_orr PLATE UNA. .+may E WSN y, o drawn by J0 gyp. Connections openin ,,PED ARC checked by 4�SP SFr?NQT�^ ate DO JULY 18, 1995 scale AS NOTED Job no. ., or- DIE 95-2130 / 288'7 " [b, RITTEN DIMENSIONS SHALL HAVE PRECEDENCE g 1 VER SCALE DIMENSIONS, Contractors chap verify '" drawing no. •I nd be responsible for dimensions and conditions f the job and Home Design Services, Inc. must S - . notions in conditions of any eciation from the o these P conditions and epacllcatione appearinLdDESIGNED TO MEET ORn' these plana. s r THIS DRAWING HAS BEEN � w EXCEED THE REQUIREMENTSOr SECTION 129S OF �y c� p j y� o - OR ASCE 1-88, AT 0000 MPH1 Details & Sections u WIND SPEED Scale as Noted sheet of IN., I ,I i I , - 'T, I� . I 1 1-1. 1 " I -1 , , , ,,, , I,. 1; �z I -lill I I I I I ---l I- 1. --1 1-1 - el r -aP V IR i j i� ..... 4...... i- i N I W j revisions by THESE PLANS ARE NOT VALID PERIITTIWa. WITWOUT THE RAMED 89AL AND 81dir"TURE OF EWAIINEER/ARCHITECT OF RECORD. mg 1 ------------ --------------------------------- ------------------------------------------------------------------------------------ CLIPPED BOOP--/ j i. 1,AV a N� Y (0 46 COP T + IN OIL II I t RIDGE CLIPPED ROOF: A If CEILING CORNER DETAIL t SCALE; 1/2".1' 7" -—-—-—- Z- ——--—- :—A X +7 IC-611 PI2 .... .. k 612 E Ehk INEERED BEAM 72 , 1 I -�- 1 `_ -��__._.r r { y-� �D { _ AS REQ'D. 079aE < ---------- "ROOF PLAN NOTES .......... e M N6,12 1. This roof plan Is not Intended to serve as a trust design. It it to Indicate roof, calling slopas and lK,11 1, heights only. 2. All insists sholl be designed and caltified by truss z manufacture?s registered engineer. AN hanger a and CRICKET onchors sholl be specified by a registered engineer. -8 ClLlf=F�ED ROOF AS REQ'D. 3. TRUSS MANUFACTURER TO VERIFY ALL TRUSS SPANS, . i � �>r I . __ _ _ i iI -y\� .•<4'^ ' III ' I � .._.. _ I -...i .- ,.% I SLOPES, BEARING POINTS, AND DIMEN"S BEFORE FABRICATION. ALSO, TRUSS MANUFACTURER TO PROVIDE 90 DRAWNGS TO HOME DESIGN SERVICES, INC. FOR FINAL APPROVAL BEFORE FABRICATION. 4s wr I L ii 4. All roof pitches are to be set as Indicated an loans and elevations, 5. Top plate heights vary. See building sections, wall SL sections, and elevations for bearing heights. 6T12 5L U3 I e 6. Truss spacing shall be 24' o.c. unless otherwise Sl noted. Conventional turning shall be 16' o.c. or T 4 Ill > 0 7, Secure each truss at each and as required by I as otherwise noted. A L -- -- ------ TI I Min 0 IQ ri� building code. FE 0 HIP 1411D If- to gable and Ic wowiiI B. Trust manufacturer to provide all �U) trussi with Intermediate stud members 16^ o.c 3U, Mfrs----- ------ - d----- ----------------------- -- ------------ ---- 7 -------------------- -------------------- --- ri 9. Plywood roof locking as specified. 10. Overhangs wil wry, See roof plan and exterior elevatens. Ail overhangs greater than 18* shall IL be tacked an In the field. v, 11, Frame walls up to underside of roof trusses at 2-2NI2 BEAM (TYP oi all non-becring walls and at volume area unless otherwise noted. 12. Align busees ond bond froming w as all gypsum wall board to be continuous from floor to ceiling. �Ip 11 13. Alf openings over We wide to have headers and lintels designed by truss manufacturer. drawn by 14. All wolf and roof framing to comply with WSN SBCC 1701 to 1711. checked by 4W 15. Truss manufacturer to insure design consideration to the following additional loads: date a: All offing hung soffits and soffits w/ JULY 18, 1995 cabinets as shown an plans. scale AS NOTED b: Attic located HVAC units as shown on j: job m , - 1 95-2130 / 2887 T4416 DRAWING WAS BEEN piano, DESIGNED TO MEET OR EXCEED THE REQUIREMENTS OF SECTION 1205 OF SEY-CI OR ASCE '1-SS AT 100 MPH WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE SCALE OVER DIMENSIONS. Contractors shall wiry drawing no. UAND SPEED and be responsible for dimensions and conditions 'T of the Job and Home Design Services, Inc. must L - \,-\qIII I \ q -I be noilfied In writing of any variation from the dimensions, ow affront and specifications appearing E NOTE : on the" plan*. ALL ROOF SLOPES AT 6-12 10 111, UNLESS OTHERWISE NOTED. Roof Plan 141 Y=1 sheet of ,a, e iI F, .re f',v, :r "x ' a•r �'„ 'd1oP ' :F" fp ,,,( ' [� 7x°x ,wa:Y R,+kp::i;"'f , r ne,,. ., . „ : ., .• , . . ,-,. ',E I -.nJ t-r1< -,. ,. . ,I '- ' , ., . , , . , e. ! Tf. 4, , ti,' , r F.\ ih ! r r , .. .r'! � ., ,, ... , L . . . 1: ✓•t�. !v. JT 3 ..1 .,! rot, }y ,C . x '1� _ .-...em a •, uv 'N,. .s,' t �,W , ' . ,.. . .. ,.. i, ,,. ., ,.. .. ,,. 1, � .au. ,e l , t F ."[ ..I, I '' hl 1 .l i � , ::':n.,J l r, ., .- , ',� .. �. „ . ' .o ., ., ., �„ '' � .,, . u G r r iM;ii it , ,. 4 ,. , „ .,. „ '. .� 'r ��. „ f . , ab,:, - � '..- Ex 1• S „ _ F71 THEBE'PLANS ARE NOT 4ALID FOR PEIE'1l1TING WITHOUT TAE^%WISED BEAL AND SIGNATURE , ::;Z P OF ENGINEER/M4HITEOT OF REOORO. el :cI par TO MASTER E PAM. IRM,, a _ a TO FLOOD E , I GIN �EPED qqD � 95tEVeNgh/�, •wr C1 SPA LIGHT ce �+� �r Rn b 15 \ \, W6 • - r - t i N i Si � , ,{ r ELECTRICAL LEGEND ` ( ) . • I„ Ceiling Maanted Light G Cle r I Pull Chain Light $ - I i •'F ji p ��% POOL�C3F+T Recessed Light Well Mounted Light .5 r ,s I , ' ' .. I I � �, � i• I l � j' k� . 1., . ... � ® Wall Wash Recessed Duplex Receptacle 220 V Rmptode a �1 A"A a , �- 4 hot. switched .. - rc .. _ . . - .. :f 1/2 1/2 .. .✓ „ - - - -1- u Ik - r-- _ . -- .. � _ -:_: - r ° tt � y; �µQ Water Proof Receptacle 4 � Flaw Receptacle 41( � Pre-Wire for Gg. Fan I I l III I CmusM Gault Intempt r I7. II GR f H :' ,11 • € �T' S I _:d Wall Switch 3-Way Switch Dimmer Switch '9 1 rv . I , I ! Telephone Jade ill _ I .,, �iy ., I ,' :. �. � � , � t- '..'��rr��> rr.`z�1 ,-" 1 � i / '• H Cable Jack Pre•W1re Garage Door ens Poftl g OP �' • � � ,�yly�.S ., \ i � � � f l- - - — — a Fluorescent Light az Electrical Panel l �TO 2ND '�I� M Chine - �I� _j I � / R R �, �s, I !W FE Door Bell/Garage Do" Switch a � LD Disconnect Switch l I r I R I ia. R l.ir Electrical Meta ' Q F 0S.0. Smoke Detects B \ticwoo Ceiling Fan Q, W d Wali Sconce V' CC W 42"GFI �' III. �' �I ; W" , Woo ' I � ll�lyl, / .. I-.A wF ' - - -. - i' l 000 Chandelle 5 w1 rp g �ll �I � �� O w —� R- - R ndms� 42"GF Z a" „ 'IG- 'Ir _- 14 IC Intacan � pW 5 4VGFI Cg Spot Light Flush Meant Fluorescent Light rs` I c Fan/Light Combination h . 4 Motor m Speaker Q Junction Bax 42"GFI ZS�Y Track 1.0ting W ml-� / a n n Theatrical Strip 6 , I .� 111114 drawn by ". MJS NOTES: v checked by I. \ 1. Owner to verify exact location of floor outlets date in field. p . . 42;'C•FI 15 JULY 1995 PI 2. Location of fixtures and/or outlets are suggested state - yy. - locations and meet most load code requirements. 8 AS NOTED - \ Addibons a adjustments may be made between jobno. - Owner and Builder in the field, a by Home Design j 95-2130 / 2887 - r \ W $a**% ins as additional services. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE �Ir OVER SCALE DIMENSIONS. Contractors shall verify '" drawing no. l,. and be responsible for dimensions and conditions liiI of the na end Home Sertilees, 'Inc, be notified in writing ofany variation ,from the a I a THIS DRAWING HAS BEEN dimensions, conditions and epecificotlans appearing . . DE5*NED TO MEET OR on these plane. atw� E>CF REQU REMEN OF BEODTIONE2O5 OP MY—r-I S OR ASCE 1-SS AT 100 MFM Electrical Plan L;:, WIND ePEED 1/47=1r_O" ' sheet of �3 t� ri x� J�6i'ry tyf{y A",JJ`P -syr ,• — ,.c- .:tin ^uswr>. r. .'-'.Sm,�rn m n t rm _ „Cf}.snii a,y M 1 M y. ., . r rre ,✓ .nresr,'sr a, ., :,:: , g xmG.r -;., ._, n,i y:'vW. -m' , .. ?t. ... ,' + l :. ., a J'.a ,I vel ,.r , .v. r .. e” s. z k, i i bt { a 1 n• p ..t .J . k - t a I t. q✓ t t,. { K. ,v t. 1 Y;+.i :;r . ..x lY. :V : Y : k... Yi:, N 4 r ,Ir _ 'k - ,G1� r 4 d. 4.n a 1'Slt Ir, , -zac elni s bull :^a 1 � I W��G, T R/AFe NOT II II SEAL 6K+NA7URE l E'-O-xarx^ �d ";', a - OP NEE MI RECORD. .I ✓ € r i E U I ___• _ ....._._. .... ._-__- -_ __ _ ' .11 _ _ _ ��9t95SEVEN 9H/per ba As I II _ ELECTRICAL LEGEND I , Calling Mounted Lightdx Pull Chain Light .. Recessed Light I „ $ et WW Mounted Light $ { 1 ---- '1.I Wall Wash Reused l - - - li ��\\��• . . I I II� I Duplex Receptacle 5 , 1 WP .„ 1 220 V Receptacle I lhot. sr(ldwwl >, �✓ — - Water Proof Receptacle : Y-�� I _ ren tad li _. —.__ �. :_ , 2 t/2 I _ `' Floor Receptacle g I y L. -� -. .._. _. _ .. . .-. 4 - II �t >,.�ti�, Pre-'Nke for ag. Fan 8 I I Ground Fault InteruPt '€ '�i•' ' � ,= ) _ 1 /.�—.. I ilii Well switch w 3-Way Switch Dimmer Switch r I p / ` DOLL Y:I 1 Telephone Jack L.. .�j y Cable Jack pr{ - 1 Pre-Wire Daraga Door Opener -r" Fluorescent - � Electrical Panel tight li PROVIDE SLE > I, TO 18T C�i ` Mil ' FOR AIR HAND. �` .: II FLR f ® Chime e - THiS AREA r _ - ', , . {I !'I I-p Door Bell/Garage Door Switch € I � ' I� I 1 Os.D n - I o Lp Disconnect Switch 4 ��I11t � Y�I �M Flectdcal Meter ' II 05.0. Smoke Defector E � W m I Fan _ � Celts � W 9 I I� I l L _ 1 i I , �1- Wall Sconce w Chandelier Z to o ' yli I T. MI - , V IIn CQ Spot Light o � Q n ¢ q t V Flush Mount Fluorescent Light -' lv s Fon/Light Combination P 15 1 IJ Motor 15 � I Q Speaker �'I r a ' QQ Junction Dox L N o o ^ Track Lighting C �Q IN 7 o r1 n Theatrical Strip s' 5 drawn by E MJS NOTES: checked by 1. Owner to verily exact location of floor Musts w a e ,.: in field. 15 JULY 1995 2. Location of fixtures and/or outlets are suggested AS NOTED _ locations and meet most local code requirements. S gob no. Additions or adjustments may be made between Omer and Builder ki the field, or by Home Design f 95-2130 / 288% - Seivices, Inc. as odditkxwd serdcea. a s Its WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS Contractors shall verify ' drawing no. - and be reaponelhis for dimensions and conditions and Home Desi Serdces, Inc. must _ di the job an 9n $ �I� - be notified in writing of any variation from the r, THIS DRAWMG HAS BEEN an thelons. conditions and epeci9cotlons appearing= ^s on thine plans. l DESIGNED TO MEET OR EXCEED THE REQUIREMENTS OF SECTION 1205 OF 6MC4V Electrical Plan J OR ASCE 1-80 AT 100 MPH sheet of ' WIND WEED m N. I I ! `. f�"WI<''�". 1'°'d•��' 1..91.-L --' "T�i I.� �✓(T�- ..�f�Ti�`� � --- - - -- - TI I L1n14T LI-MFfr Lt3-If Vi(too 119. m • ^ �4 �'� - �. " i'JGMP 2.G.T: M. NP. - _--_ OIGp•051- ofib^ II��' , �'E A6"-M) b I�u. �n HrwU tr�7v fizo.!'v 11 tJX F/ hl In I'JUILI�If�G'r bi��A"• N N h^IHtiIEfC 2+z� 'L?> I Ills II,-0 A'f� Z O weu. I, It? -aIco r,`r'y L7vF - At 141 "AF. <✓IP 431-cry' E 25 r G F +n.� nds�K to U u a W a1 (O/w M. Ara) AGEGI� - G33 `�I� 3rr31 to - - P 4 i �� f.FPTt�•c> - aalD h.F 111 a - ,,, 'A4 Na•T�KTAGLE - - ---- -- --- -- -- ZuG fL ld75 F tc - '�LJT IJ VINL"I J-'14 'mac 4� Iii 40 il4P,4 _4 R .2R M fT X lS,.: •27 I � �,� .hlBJ.l WALL LGt•I�UGTIaN r � �SQ' . '_.`A'�L � 1..�! '" � �r�'i=LC•L'h�l Im � I,'i / � ?,cj a^,Lr I"l,, TM I �•'� PP MIN.SNTb k1YEIC 2N7'E �U Q WPT tiAi Y4( A,�rT.AP'`l C I� /L - - �- t �N b Y7YJLITi(��b1 Wal{ A -, �•/ - a " brraN�a>:EL - EXTtTzlr7f< 3 27]'4,•1 � -' s ' .��.,deEE11 . r>IIG}r`lu^°I N ai ;, 7.1CVeG NcxrtA-= WI-�P 1 ..>' .E• , r ,,)"2 EICT.'stFen.TMI FIGi - `- r < 2w[$�7Luph[sIL'+/. LIM.14.17 FY+TT iNa. 1 Y �_ w P F � WELL -DETAIL ' ' •,vmPp�' t�RhIEF �.'h'�Na % - � �s�,�.,"' - -_____.-°..--- - ��.� `� ' _ I I �,,4 °_ ,W p2 AWI Nv�'t L.I�T I .^ �' 't IJFJ.Lx rmIC frn�.�•L F-z..�� e+a�'1 AR-✓ 7ITLE !;J EeT 11;4'E :IAN -�- G .,� i. '' rnLEv� Provrl�yc �'''T� G- .4 I FiI=:�T7K PLAN e Mfg,Gy��YaT�CI�T� `✓ N rm e�� umr, n �L /' �,/� � a 3•: uNv�Tl=r Y 'IMA . ., oMeR71d.0 rLLMP Ito-�{5 �''�LLI� AP1"ROGe44H 7LY GW-P cF RrE AN40 aueH [nleL-E aa.eL c. ^ �y;.rf.�l Y�� r N•Y. I hJ-Ccn� ' . . -... _ -- - -- - --- - - -- - - - - - - - - A- ?,b c:CLL...� p't.AN r * 4Amye AK T� TA �LEv.T-flvf-I�� t I'�goo i A- hb FvfEnfrlAl_'ArPUF�Er� I : ui ' - or'^ AWIrAILY rcureAnlrucnoN WIn41N l 2 A :GllcaW"> LD 1w, "1[ P LIe -rwOruFss Q `I �Tlul-1 -r 1a L-ET'�'•.I L^r-, WITHIN 5 1PT11errcr=OeCDWeLl., t1= T4IL'i A- I--;;' �Tr �T`�L hW 1 G•:✓ �t� �h`''`L 1 `W/I �+G� q6�• (SNP. /,,r` p ^ �- /rI ry�p ��y1�1 'J✓�"�T�-I I f' F :x+'NITAP-1' �r'hl"�I�I GE�7l�iN +�•PF'fva/,e.4 f4aF'I`� E- �!_EiTF Ic..aL f�..�'I - "r AtN.UTIf�. ziEEt4EF-AL 1`r//I5,'� Cc?NG -rr_- (�1GNGFAL IVrG� F'RPMI7 L1 /' q t�Y YcLNLa+YcU NGIr I.ANV �.xl�v0Y0 'S �'�I'!z7-z,o3 � 2 ELEGlY-I,.f='L F�-h•N. - ,'" L. I. 7-T It,TOE ficN OFTIEtIE CIaUeHEWIY 15, A1, am4TKAGTG}Z7TDE Cge-17 � I. AAL P.EA•F414LItAt GAr. 61T'C I%A`%UM6D Y7 Me I. ALL LUMDex %WALL re. Apje#<`5 fir -R�Pfri+L�Fe IE��Yr6Y 'rttrdG"t1Ga OF .a �LILi�EMEh✓T Tv MIt11 Y!IZE G'A!•1•K.�E-R9 a' P%.F` 7fI0uLD.A�.R�rz�F 1L fa•ItTTlak; WE fEFN HEMLGY.Kcg HEH-filz 51�-9pF�r •c"^� £ ,�•i�. PRrvF� �IOEr46� r e�xi,,;Im n 6:.x7n"P1Gl4Al LAdGLuPINL N"'E t=Nc�7UNLlTEREi7 rAw-1 uAL P.F4(blF1.•F7 2 A1.L WxV U14PKTM'✓1 HITH 4ai:I LL K&29*f E. rTL>„r : Gc+Pti1TY �i"F�bLL CE tJ6TAWtI AFib IEr1t1 2o�`nw. Iwr.�• cw�r YNatUr7tlLdEHEKT„-� "! maul` W17W 46mmZTE L4WN"l t �h1Fr7P9",� X19 foao Es pKc-:RWm TIATEP U.D.N. r n1.1 soca ppllX}[Ef9►JIPI6!i 1W e�r_ AL IaorTtAGfP Al s�7T�SE G Tt9 ' I't 1GjNEP' S. TH6 E+tTiFE WOFK :tKLL PSE uRaTEL7 I°E1'VK'ttP TO Iwo.Ai'c++ITrsGT. ? 20PGTIi-l+1- C444Gi"flrw-� ALL GGNGFI WOK7e To a*t:;PM 7> �'irANEP FLUF`�i ,1.ER�lT 11211E T PAre'0�p N•ir7 n.,+ _. . - IroE (A�JL �+.+.Ie7 1.-� 1[w•c�, r,�.r�.-w'+.n.,cr 60WFfi7S#1PiT{GNIOjv4L;t�tSmrL1-WI-THTke - IG. SHE �NtI�_-1DF -tl LL mtIa L/'7E/Jf A14 T 40M , ' kmpT o1' $.uth *S*AAMII 47F ThE,WT Al�T'> WITH 444aF 7G FEC>kall1 AN 4LO1ru D (C�4THEK HIgu�P•Yi A F1dJ D f - a� r rFa u� r�i VVIPINI f%gVIM ACIP=4t* U=ALL M640*414AL %. ALL LGWGR�-TE �JNALl 6E ' P.•'Ib tis taTPj 'JiW15TUF� ;PNP j0 S1F_ Te'E' L"Ho ' '�tAT'�;'e�rrFc�i't+6'jrP� ' ,rwvf4icAlHlrl� , uNt.Eh^i N�PoniEIG•II�� . '�e.�MENT '��r+WNrcACLE Thr�aHQuF 1•au A4"eWA0#W:t4 vrt"7.uKItVW_11 r rvEF, EL Ico1.,N•w PLLIyaL�a wolzkc �•"•• ,�,>) ' "[FIE WdWc. .AI-L" t;TM WOF-IL , ALL MATEF4i L,JA14r, 4 A-,vwI.u.TE IPk't7-G_nZ;7N wTP L5 !� fz7 4. Fct1N�710N I'IATEt! 11-ALL-.7 VHI L'£ ft-imp THF7 01 Nom' M Lr7mvrFU1=P1b MF� MN"4EV WHIG" AM GfHEKW Y�E Gq�If.FE'-TE .d�IdC7 1"A✓7GdRY 1 omv_ AeGwF� TO FEF4mVM:i WRH k"# AW1 i UlC D04Ttw voePRL'WFc _ _ f1IAT LLT N10A<E 7f)4N/AENT peaulKEMr�`1T°i TF IDIGATi_P GM I UM '3 /+NG/Y7F FZiIIGi� Fb 40 iI � !"� f�AGED (�1'1L+�t N/fi t71�� dP�'9f.(Md'I Mx�H ENP>) � D _ o rFLe i 6T1trEsE i �t�ur-tENP� MELZU!F1En PSI NI'LJ4hPlEGt7� , GIS M4 fgWE?41 AF4?I NP- _ ..�ba LEE�.A�• 12 r J S. 'ALL y7VP�,fIFAPF.F`i,�+-V.21 KAFTEI I`.!` 9 LFs•c�11,+c. rtoL- 1 ' 7R7H p .. WIi GE M017IFIED^ R `^7 gt11�•j-1C-{Ij rA, ALL FoonwjeiA7 >key-L m c,4 iT ezwo ETE To IWvE '�" h'iIN, P- R�FkGt' EAG•1+ FJ•tP. �!4 a 41a+Io term) L I Dov) r� 'fiGe+ fX'I-4G�FE is I T' r-Zina> -.iTl ENEY:7f CGr Lav EIF�3f�IcAL 4117f=1C'I�T�E-1F1 PCLoF.[ 6!'iGE �f7• ifLtNEi�'R?'hELEct nu Fil4l7li MaFEFyaL17 j PNG] RE'9f GTt V71.1t7 viRG11N 'SPiL: G, (5.G�7F 7Gi�,3f+a WihF.a GEFTFIb 7M�kNE'�"� '� � -- � `� I 1 MITH TH'6 11TE'.?f .FL 04AI,, ass le,apf1G.j , WTer'IEN +tseTHF�'I;fxT *VW� I-ftn A Ap (31d'MIN,DIElOb1'CI AMA 7TEREpX4 FeO'P) fsATIO Or co K t l7RE HNJ M 69mG o❑ Ia AL rlulJlvPA1lT1E� AJCA":�sfATE ' LCLaTlc�1 # WeiHFIFIIU 19MIEE7j�+ITCHE� id' F !N. �- us z - gra �L Nc ' �E tARK7 AuTHL�JfLITfC'J'..MYF1IfaG`I.IUIL!'rG1GTlGTI , - P1LC7 LE�FIGNE SQA/.. G. eillPfIL77la M^K. 1H 40_" N4_A 5E' Krap. 4(7,•' LvY!' +/a , r-�e�F N ELT (,r7NTyCgGT1"7j'� H4lLL Gi"fT7�11J AND PAY IT-hIni.L P-!E VF R•T14W, ANP THE -PUr-III •E T, ILL vrI,LIGT F. L u4mmaR xwILL bE `KEPT 'TG+rr•[Av'G"L. °9 r . a1' UNGERWkITEk4 CERT1fIcnTE L ? IFR>:f AFCEP FFOl�1bHPxT 4��T. '41uEOf� OF GHIMNE +ISRECiOxFfw. F EYI`JIC�N� "1. �1L FM3EWAL+�t 4ot`1Ayt'K111.%T7C'1. +� .^jJif3L-L FSE T. AkfiriL A4'IwINASF' WAAI.I$ Gd,'.?'f TC7 GTK1oI7E 7'P '�� n1 Ho Wurcfc M GLEfMd IEnRaN / fREE ;F rlce2v,Yw�.^X;erc= �'' �Y7T NANb1Ef�,ETG,� -faK,q.L", PC,LY.�i ' mw gc, B4 " 4,:14p"r- ^WGE WITH THE' [,R'tNEG'(IbrJ�7 '�ff4J-L EE `1'FGc7'�FEuF1.LaL . ' � � �wLICE ^R*EI`t 7o YI�vSNT Lklt :AVE-xrs- �, � TYPICAL SECTION THRU SANITARY SYSTEM R.STEVE ANDIU.OAR, AIA I L+erjfE'7f-�1Gq�1G.W�P'F> ' YHE 'VAK vuU O "1, R?UME ZOWTI-I" d C�lJN17.dl.L G 'W WX7 PWS , TMsat?EXA1'J(rT1J i 'GI F. �*t!x�f'E7G: j M�NAi lc L 61 ',�+'N• ew"K-HILL TOl`..M G4MP/� EP 1-07E9 6T GELAJ cU RF+aLLEL W�11 #�11T1g7�iaLcuE. 5 AL1 .t"taTlxrly� L 7 � L:CE SW`s(PLLEIo 1, REATI" Tff7IE1 1'(a f-WINIT41K 1:�'FT4tCgGX . Mgvo;n T s_ 4; fkC Ae:T Or_7ET_ 'ATGP1!1 ARCHITECT Pf� 'rEIG t tk]X�a.TL1REK!� hft IFIteTIt7W' . AToaF 1:xTE'1VI �f.y�,.�FC i$MPEfG°TUI� WITH I9PI'�ILRE r EFLTA: G TEF1 IITJE© 1�T 10. f I LII NE W?OVEFL*1 L GPENtNC � �entmnx mxu wxo 2�5 HUNTER AVENUE ' �./ /,,f� F1,F'FI• IMIJIW WEIR'-IT'1: AtT ") G 11,r3'�' �VU<`1-'j(J fVU. 1^II17fFF OF LJbl-l- fRISM,ING1• t. MLa. uN[TIL n TM MwtTaMv wfren rD K w Iew.+rcruMdLv w "i/ C:Y>I-`Y, CGfiJ'�f"ANTG;f"lv'b) 117.:1 „fil, 'RLI. IFIv16113A/l!A4L- VL' LG�. FpIN,4TE{% 'WITN aNOMEV IaMLfor+ L INC Da 0%. WASED INTO FAMrLI WITH -t1+E frfANkxnFtr•� 1MBlT 1sLIPFMY 11795 Of T �.�/�y� '�>.� q THE. 'E'XTERIG7FC 411�FAR:.f• GF'ASLL Fk;;UNGiMC1N1 11, ALL W&LL 0rEI4jW 1`� f `Ll H6VE e. nava NnL e[ .,o IN[AHrMI11L Ma1Tc Ixry THI1 wfTEM. 516-S7ti- 0749 To� j �1 LTI� -F�•I I- �✓(`• 3. THE VLLL K x0 V D w THE 8 Va9T11 aNaKY TO Txf[ Y L �,^/ y '�boL"Ye,le'Y1n-V.1 ititt.'T 6�"i 'YGPyAL7'7f�idFl IG1?�• 1. ALL VJTGNE44412 C#Tif=7M V�T'7 WnUA7 LEL0o44vk6;v x.4KI'm Gibl•AfpRP?F$P. R. ur-1l.E f;Irup ad,_H". non u�ne aPPMwFo w THE fOaMo V xf Tx. [ 'Rr,I IP. ALL �JLC`f'.•'f� ON L"11GtG?E - 'I fsr 12. A - EI ' u ILL GG' 1 7 �G f'10NE �I S�IPA A. Ia3xra[H acpnarcfe ae www 13n PLrw. _ 01 A.A4iet7i.1F•pr'AG•YC �-'�L.11C�C•^f� 0• BILL PIPING MED IN THE CaNNEMCIAL a PROGMDe CLAS[;AM BfVeRnala,L MET DIII EtCEFO C � .j,.y V{N�i G UrLEM? I"LAJft7F�yJ G LV. U� W14:2 31 dt4 f71�h"7' �' ICXO• p CL71"^.PAGlEW MAI L7FGLFf+W f JI CKARo2keL.. 'M o ^ vul f OIF IT) I A ... f: MY UNIT .!%N"E li�11'HILL THE 6Ufwrd LexF aNw �M� �� F��F"J '.1+1'1'�r10' 1+IIw� Lir. LI 1 IC.,1'F°�? 11�f,A 1/•fATIG - W TM �7F'�G " 'SWjyei.L .b+ 1F{hIL . F3'.^t^TL'T}1TLEWE Y�7F�• I3. 'dw ml �'? Woe y2PLjp"i-gyp WIT'N A >. MtNTA NatEM Ia ir. MILE rxc .unWATE. GYI'7 1NEW W I ttAlr,t ,Rlf'IF.Nhll�lth - IpE E?CYE Oro 'ZXII 15UVf1C?•t Ali AN 41E.F I`I InF 1V 46eV NGI !A1L . t ea 1< /"APi/P P S } F..Gt l f.•]fp:uGr " �•.• �- �y��A,P�y ��W-TG 1^ LA CUT OP L1Nl Tff TO eE Me SHOWN OR SIMILAR IN PLGH ay, , G•�C+T�-'11- 4R+F-f- 1 OFP[NR3Np ON :TEED coxviT LOMB. LPEU G` F&J 6•'.KAF44 _ ly �p/rl �1 y1��y� yy� L�y�`t' � if. :HERE Ik NO WnFaCE Wa TEa VITHtN N Fi OF TM PIIOP[[eTv / -A � -L�r� ,t•, ' F"r�f .�LLi -'YF.Y.+ AT F/II-'�F^'4- i✓ Tr'R - LINE. No WELLS WITHIN t%0 MT. OF THE rRrY1W.fb b.F{ITYFY.XS}4'F^f' .l-/ " �/,Y' :: ,I .w.(� •`"� /'LJ 2 XOlil .l 'Ffs111+1E�1'1C1(ys,'J'LJ {, F+/1�.1u1E�1/L�lPllh�}rL.�' }{_.',}^'4��. �1}/�.1Crp'{jV'.'1l��J{("y(id(�TC• U,�'y�/ W !rf�F%/�W.,F�F+.A} N'WF}y'1. f�`INFL-�GII`ILl �. A1 �,�L��' /'rJ'�GL�/j� idt, 'p�r�Ft/Of-s1�'T/..�L.'yGl,lpyl - w L[acHIHG aoDLe WITH,. 11d Fr aF rWE t•ImF►se� zNNTA•t'r'�WTVM. ,/' Y - ...__._ TIaF1?LIEtS► l� tl '� r - ' ru ,!G1{ F,1 C� [ ��IV1 I'Igu41,', ILK . �4��IS" 1,! AVT I• A•1�Fj Zy N 14T1 •It • E�� .� T CM". T)MTl CAR efIMeTMYy A L CF THE PNO`165M vaNI T.RY 1nras 1.K Ta Ee jyiW� Cj y�ll••��; .y1� �ry 1� 1, ( Py- �M1y`�_ c[An OWIT w a,L rOfNTHE PSwcu IONaL E.w INEE11 as SE tL NO Ga67L " rF~•'� lf,.G A' .IWf•fY/W/�/e�L✓ fFf r1'r+ ' Colo, � L. H � �, V" +' 'SMI ' INSTALLED 1N COMPOMMaNCE VITM THE aPPAOVILD PUWf. pt gyPLEGi1�71+t 1 IrtN T11F WQCK- . I µTEF�N�fE : PRE'Fi�R+ r b p1l Ply LIFiEi7 3ffQY+'TIl dLLY �K1 L ;'! P1 r iaa3ne � f�'1WLCira�PtK WgRKI�PN�9 M mr bI?!`ifEGL ,E, fr. t w�TfMta'Pa _-yAtZPE EP oY�AJ"JG' GoPIY3Y3C> i �t'AM 10. ALL 6pWW4qvPli A-PI-61I gw_ HEL[7 TIC7 - Yf lSE17 fH 'TtTprITE R7awaa 1Ef6MILIdK _. _ - -. . - - 1. �RA� 1, �••}[y.� Ty,. c, EGT K!�.al. L DESIGN FORH THERMAL WITH THE GREATER, THE ITEM AREA UVAWE THERMAL TABLE • ' 111'(M f+"- GIFlEILLILTIE7 ,+[ /IaG.f�•PN�i/�, Li- 'DERGN FDR THE ENVELOPE COMPLIES WITH THE ENERGY CODE RATING USED ,± 1L 4L1'CL}ITFA TG+Fr:> dJHN t. MAIN pl1D FAY 1EF 11 ALL WIII !�*L L GE a�MF .44r' I µL f�'�(-'�u�L1L f 'EL e �" 4tpr_ 1 ROCF/CEO: WALLSECTION FLODR SECTION AROOJFICEILING 0CI)8 0.I .M�d1EKHI77 %/i7L1ML�7 yy1_�LfK�D1'��F�F�g>E7�.•. C►Efe4a,L•r Ley/�Jmc) ,y ��C [ jjj;,, LAl..TLG.+1 ,^&;,}ISM LJ I�I�iATI✓ f P L y AREA- $ 't1 AREA. }{llc AREA- :ZI ONETWALLS 111,2- OOSR6 .1.1 R, /IS/111'T- I�I�IL.G IIPT Y-/1� _'"r.�F� I.•'ICi�IH1'1 �� ^' ^r,r,.ry I,NI'JFI11'✓1 '.Ot>-E%TF SHINGLES ON- cWINIDOWS SOC.• 033 °:� 6] ��+M�� ILr[-..1Y-,F•.{-r/� r',N . /n�m..g.��V / EXT,AIR FILM 0111-AIR FILM �� y ��q ,.,,,.yr/.�.� �g� y�� +p� y,� ALAI 1�LI q1A� IN aMu✓ry-IAry•a-E Ai A.'.K �� ,-p1/q� �.-,[: `1,'L t! 1/� A. T pe^ OH-RODE PAPER ES 000-SIDING 133 -CARPET6PAD .4J A LLr aT•r GGT+I KS".T+,^r�+ �I P`^.-4. ^cy�,FT p ✓� A-I"-T�" ' 'Y"Y I~�'"' �TE�LFT^��.1"- �rz:ptI TO LaTevT L Qu LI r�/HUNrw T<�I' I+C. !L"N.N'�/'. �T F•P 006-OLDD PAPER 1,10-INS.BDARD 093-SUBFLOOR DOORS 9(L' 051 O Ga -,r,f'� : ': p� L+F� •'!" I V C �T'yy,fi of- ' 1 /� +F3 /5 -r�, t�p��y� .O,/��y ��T� L3R-SHEATHING 132-SHEATHING 190-- INSULATION r �iTr' I.+IAL-Ip� t••l I I ,JAL. ,L yIPP,,,-I IM.T] +Y'1 �.Y�1 IF A'{ W ITH NC71014 A./I�104 9X NrAK, " 1E QS,�. G ifl�r I�.IL.�•Tl�ff� ,0IC;4E"D t,40 5 MIN. �uf;9�.ttCl�oi={ FZ�•- �n 191 0- INSULATION 130-INSULATION 061-AIRTILM SITYLUGHTS DI] (% 63 t I '^ _ ✓•'> C/-' F¢vI�ANT 4AINIb 114 ArzoI -.iW.W1iwT To momilu r 5.%'owe Oi FLOORS 1 - OOAaS 11I 6 f 41 f�tE1J - 1TL14A1NL7' PLHE11iYl h 4XeLrlf��l A;;aA4'+EFITTbAuSLEEPINGS 6.40E-INTAIRFILM - '� 1pjW_*1w_ {F�MIi;. ' f ICiTFf rF1TAWG gl' 1� / [ ^T ^ G LEVEL,L• w� TIG IIGL F� VG PIERIMETER .I FEET 11 -{y 7.r ALL y� q� FrL,�/,ySL�+� V��1@ �y, WN-TOTAL R02 TOTAL U Ul IR OTALR D] BAfiSEMENTI CELLARnAALLS MPOSU WITH 11✓�G A/1`. �•, ,1 ,�,,y.. AI Ii:a LA1 Z11.. -�iF'iVtI1'N -E7 W,ir'[cIrlr-r� ir•!MI- 1G" -U'1/R-- UatlR U.1/R _ __ _ I 61ECOWGRADE u'L FEET I(L` C• L-� p Wr+r�+1' Gr�t�l �� y� ��/ �y�T�'T/�'r Fr>y s..-a.��.1fp�� -L� U.000]3 U•0.06640 U.00AV6 UI VALUE �''• sF A' IDITV,•L lI.� .. /. /yLL ✓1+/^/-INv`11� L-'G�1•'GV w1T'•1.'VG erl -.. -_- -__ _ .._ DEPTH OFu � I.l � I�11 JI- '10LP THE 'pt'L->M a,Tt a+rn4�.T= t I;4ALL Non Pr r TIE`Au�jHire r ; n+A a nPra! f�•a7EG w y y � D3 s RIVALRuurloN /F1G ET/fIITG nL HFLA }�.y��.�pM,, �1L //..i/.iycra�� -,LL�� I, �4A�IJLATvt1 IW EJ44C7yPEf`;10� •I.yk.J.L'I /PytaL,G�/Q. I` LI!'Y�`> It` INTU�`( IN TFIF. AFM!'F' ' RIvtiu TER n FEE: ,1'Lh I f* jW_ d_IOLL AeptwlE ALL Fi t•tM�rPIG1 'CO ALL. 064jec> %IDA .7 I"' F_E 1 meF- ']�') E INFILTRATION CONTROL FtEfi�N'?II5ILITY ANG LtAIf,71r.71}"AR>',,IN�T rr ALL PLttH"fVi {7xTLrfE', r>N''LL C£' yp,.y,.sT,f�• WIITyH?�6VeP'LT �RI^f9�•IEF FAe!NG� 4. 'P•LL eLe%ZP7T0 Md:.ELI�+r��C vtPTyL..�f�� 1sr-F-A7 1 RATE 5-8 la=z%' .•'TCS F^!^! ''. F,V' rl /G•� y�y� yyc /�� T�'.'W N.i I'-I M1 "_OO CONDITIONED 15!.'r �.�,rtc��, -r-�YY ��Go.1cf �T�L� •Ib,L.pL-r. t ..�.. F,y.-.y� Il�c 'f'LLVII"{%I A.-Fv].'� Y/,11�• FILOOR TNGREA +��1 S,F. 60 13. ALL Gr/I�.ry.a.nyti> r . LL 'Pyr..l LG Allviri.' Lr+"11 s.M .'TIG.✓ f F A � z04P OrG I I�/ . FSOU1fHFACIN111II NG Q, i.W.1 F,1F9NL401 I7QINTh, "ItPP T`3 .,°IJf7 A-�wWW G+ ,. A&LL (-TTIV.C�t"1�. TO�AF+,L��!VTc�_��'Fr.IS�-A��M1G rLE DUTHouss J op ! gvripI" UNI�UF011ltp iT i met,- spy .motel evHFfJkM WIFW Lata_ 4, IW�JL-&TIcN SFl 1fAlJL1Ep GEILINGI`�T1� rLR,.T" r. WITH f',c T. 4cNe riwa • GALASSARE 12T PERCENT rs E Z � IN 1 �1.�yr �1,..��y,,�.,,,��./ �/LM p�}J�� ,�L� f� .rl�ryr � �j..� •{�.� 1..1w� .F�� 1�� f.A`�W., ,p ��y,��y a GLASSAREA rl., A•`!L'.IP+'vl�`.'JFF'w- rPrM1YT- A L MF+--rF"-/.,'.,"I-1 GMr�F-'Gr- fT-+'1.^IR�1"IGN�. � {4 +IiJ,dr.F[-PI ,C,-� 1✓ 1 N`AirlG. 1'IF.FF/LE 'wiWAr.� V P^�*+I�M•„P'-.1 � ALL AREA �ONOTONEO r`'r•f' PERCENT { (� �iiIPPOKTrA if 111.' -rNut,efG.,, s, aq" wATEK-p cE vj:;o "•EP Of N FWRTEeF, rAy�yyl�fy��FN�{.� M MT�W�LW4 THE, ' G1 ALL R444PrA4LA7 '1D KM W1<� .' GDRAREA act 5',F q 69 ; pFy,WN : ��i4 ryy�,Iply'Npy A-1'1 p'L�. f�1}1• AAS .+.. r4cf� 1A'e•L "fir '-"�Wt�• ' AH '� . 1 - ��'IJ L-T� � � TOTAL THERMAL RATING �I= >0 i 1.LGl H1..-F1�'•1'-1 , JF'WlWITM 6crcL I . F�GIJLI EO''fGF 'f4�E `x?�FE�tJN` maw H f7- THE nNI1VA T F649'4F P=F" tWZa T•tl" "fN1E f �1? cc�fr 99 p 7 WW r F IA { I r p DOOR revisions b 4- —_ 2B'-4n__-__-_ ____ __- _____- 2V O INDICATES NUMBER OF DOORS. O 1JOR k� Fe7.�I�t:J Pble 001,N I D SIZE KEY WIN 4'-0' 6'-8" 2'-4" 13'_2" FR - DOORS MARK SIZE a-- --- 10 L - FULL LITE d FG - FIXED GLASS A i'4"x6 8" E TILE SEAT a TR - TRANSOM B _T6 x6 6 403 FG. W/ FG, 18" AB. FLR FG, W/FG. P - POCKET DOOR 1 8,_x6 9 � OBS - OBSCURED D 2 0 x6'8" EY ROW OVER '- EYB OVER _ TEMP - TEMPERED 4 _ (2)syIa _ i_T- ' ,I 4 __ 4X -__-- -. BP - BYPASONTAL ROLLER G --TO x6 x----__ �v o LA 6 - P T SPECIALTY WSIDOWS/DOORS, FIXED H 3 0 x6 8" f w V GLASS WINDOWS, AND TRANSOMS ARE m w a TUB W'F/'"�14. r NOTED ON PLANS. g o F - _ _ I _ . 4 x8 0 UU11 o _ ,I 1 6x8 0 Q --'-- OVER TEIDSILL z MIRROR LT P. I 5020 FG. RANSOM I !! 18"x80 'e• A55 • 12" AB. IN. FLR ' t-y 1/ I M 2'4"xB'O"--- -_ .---- Q i w F r O '} •.• ' Y-GVF 1�-�J I N 26x80 rZ a Vw 21J0�1 - m C_ �P• r1l _ I 0 3O'x8'-0'r ------ 3L4n 2'_d" 21_Qn 5'_0' .1 I 11'_4° _ E MI R "� I i I I _ �I 4X4 WD. 'g d � '® rr - . .� � P 30'x8'0 CID. V WG Master a '1 "I n EH ,p- POST � \-50 0 Ftx TRANSOM OVER � R __ 2 0 x6 8 BF _ ~3 U @ � CP 12,_011 GLG. 9 SH I I `� ~O/ � 1 S 2'6`x6'8__6F_..___ A/G ey 6 I 1 1 •STE PED' g�0, rte_) " __T 3 0"x6 Sa BF " ---_._---- -- - -- U 4'0"x6'8" BE -- 9 OMP RaB NON- ° I ARG WAY g'"®" 3'-10" 3'_10" 4'- - 9 r - O GOL I I 8" 13 -4" 10'_4" T 5 0x62 8 B8eF o ` I Master QUITCF 10 4-2060 S.H. W 60x68 BE % 1a4EE LJ O 4x4 WD.-0" GLG. lM4+�U' / OVER TIaANB S7� _-"_-.. _ I Y _ 20"x8'0 BF _ VANITY P05T h h/y;l l (" ;T Z 2 6 8x 0 BE I LL POST 2 25 h�Q bxb P.T. WD. AA 3 0 x8 0 BF U m ARCH 5020 PG. OM --- COLUMN B8 40 x800 BF _ a m a s 8'-0' I 5068 SLGL. D OR _ ---. I FG. EYE OVER'- 5T I I CC 5 0 x8 0 BF ° I .rte 4° TYP. 4x6 WD. VI u - OVER NOTEI ILL ;• 0 - =�- - - _ - _ _ _ _ _ _ - - = 60x80 BF O o 12 AB. FIN. F R V� n 30 0 9par TER Q + 14, �„ '- - - FJ�¢.'Fla'�f Lah m DD T EE fi 0x6 8 SL.GL.DR. ,09 a 9 , pp -- FF ° 5_0" 4'-0" aSILGLDR -0' 10'-4' r w 4 .4" 6 - Y •'3bu qB, �' 3 I/1" up _ GG 9 0 x6 8 SL CL.DR. N O N _ _ 4t�N ^ 4 7 BA1iE' __ j-f- -I- . _-- LL m NH 12 D x6 B SL GL.DR. tp 4 m Y fA - - - - aLFIE L ✓:IN, FLR _� .. ._- A G �j2 b _ #� _. w i f ' RA8 p �(' •• � ' iv T- 3�D �'+1 i m II 6'0'x8_e_'XWO � t•. -- u _JJ 8 0 x8'0 SLGL.DR. a �. ! __ •.�. .": - - - - KK 9'0 x8- 0� SL GL DR v -4 2 0-1 aVR73EVSL. raT � y __ __ ._ __- a/ x4 . .yj xf - -)- - - LL- 2- 120x8SLGL.DR._ �j ' O +" - x�,.n'1 1'_ _ 1 1 -, t_ j BU T FL OR OISTS/TRU55ES m G m x I ; - - - - - - - .- _ _ - - . } -� 24- INTO USH HEA ER OVER THIS e o . . I I -UNO - � �._• I ._ f � L.. . � r 11 I . t12" SERVING BA -' e Q61 i�rJtUC�t! ° 36" AB.FIN.'FLR H _ g _ _ I O WINDOW SIZE KEY d1a.l w �I FRAME V� n MARK MASONRY ., 13•_g2'- - " ;a I 19,_81' I� r � 2 '-4f -'_ --_I-__ ?. �� I ! 1 SH7 2 20"x24" II - _ i-'1 - I ° F I - -_ - _ SH14 v I - II 11 VENT OUT 4 H1 0x60`± ° - SH IV CMI v I 1 r _ F ( ' OF WALL ' x�2 ± lU } _ 1 _ 55 SH16 37r.'xllYS, r .. . . - ll.lt I' 9;f O a SH1H2 24"x24"+ E �' > 2 6 • erduLl-I II I V4UL \ i I -I _ _ -I d1 SH 8 SH1H4 24 x48 + -� �- __-I- j-- - - v% __ - b __ _ _ .� E 9 SHIPS 24 . y 21_311 I -. I. did. O, \'87E D' GII.Cs. 1 .RIN R2 1�' ,H. . IL • " �t { PG. EYES OVER .11 ,.1 x EL r i_- _ _ ____ _ 10 �A 6 m WINDOWS SEE ELEv.) SHELVES I . . I- . - __ \ - ._. ,-,- m C 2- 30 \ A D �- i __. _ .___-.____ .____ BEARING TRE ENT I 10SdL. T AD A m '2 - N A __-_ 26'x36± -- -...--FIN.FLR 2 dla I ,CcLUi'"M. i W/ I TS o.G. = 7 _ 3_-- N A - 26'x48 ± a F O ) ♦ +� � - - - `- - - - iv I - 14 N A 26 x60 ± _ 'F L s{IN -3-2x4 r 15 it u ,v17 xCI OOOISu17 N A 30 x36 + ) I " 0 - 19 NA 8° I 1 x601 0\ 3-2x __. _ t - I6 le. " 20 N A 30 x72 ± "? -�-� - A-0,- _,_.�'-!>'. LLs._ -. - - ✓ - 21 SH22 36'x24 A0 \ ,1., 6._.i41 - .. 0-Ul v 22 SH23 36"x36 ± ° V� m 23 SH24__- 36 x48 ± 9 ` ---- -- ' ,I i I I '1 -- IBL - _ I- m $ + 2x 41 W 25 N A 4o X + � I _ 24 SH25 36 x60 ± o W ) L * 3 __ 27 _ -NHA6 -I- v \, I B. e Z o Q 28 N A 48 x48+ d � j ' 1 'i T'If I1V11JC% 'C ,•P - - _ 29 N A 48'x60'± v Q n W -`1f f _- .al , , l6 � 30_ SH32 53 x24 32 SH33 53 X36"± Q = '- o ' 33 SH34 __ a6± H a} ' 34 = m M m Y ' IKdbl.A I - .. .. 35 SH36 53 x72+ W ma „ .., __ I � µ � 36 MITERED 30 x8-a'f � 0 0 I e - - ° �wm - "Gl7a._.�._...�., WW. 3-2x4 � I M(_ r2J2n10ROOM � 38 fF '� II V _ _ V Ct1 2 IGS` BEARING m _ min m L WALL F= a " Q cry 3 nit _—_ `��.. DIC AFF- , INDICATES PLANT SHELF r emj 'I 3� ♦ 5'-8" 4'-5 5/e" 6'-10 I2" 1 = /S C 0 n -c *�'c�' FG EYE BR's, NTic.r+tce�t. i a F _ / O R (SEE Ev / WALL ---� 28'-4" 2x6 FRAME WALL EL a Area Tabulations fb Id" , 1 g/8" \ 2 25 7 Car ^ LIVIng: r l �, z< /'�� Gams Et �� y 15t floor: 2212 5f \ 9�_0. CLG, C>�yjo 5teve,y rj, g a 2nd floor: 615 of TauI LlvirtA. 2881 sf drawn by T O WSN \�6 Q� \ th��±\� portico E entr 313 8f '°+ checked b m 'N •` .2- 23 \ v y ^O of OQ 4 _ y r \ �� - g 4 d'7 ° U, _ m OF N patio: 149 OF " o a. �, / 2x6 'rR4f9E WALL 415 of ° JUt.Yscale15, 1995 AS NOTED THIS DRaWiNG HAS BEEN 2nd fir, deck 149 sf DESIGNED TO MEET OR -- job no. -------- �_ - _--- --_ -` E)cCEED THE REQUIREMENTS YOF�I AI'q (�'K{O� }I�pp�r 3$28 6f � 95-2130 / 2887 �� 1b! OF SECTION 1205 OF SBCCI .. - - -__- ,� _ obi OR ASCE 1-88 AT 100 MPH ° WIND SPEED WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE 48" HIGH cONC. BLOCK �'" OVER SCALE DIMENSIONS. Contrgctora shad verify LANTERN BASE, SEE EL V. ., / and be responsible for dimensions and conditions P drawing no. -42' HI H CONC. 9. j of the Job and Home Design Services, Inc. must o SL 1,IEE WALL / / - be notified in writing of any wriation from the \ / NOTES: d(mensions, conditions and specifications appearing ' 21'-8 I/8" 1. GARAGE DOOR TO BE on these plane. - — -- - 10'-01/4' /'/ ry 2. A" TUB 1 SHOUTER U41 100 WILL L.P.H, F�OOP Pian N --- - HAVE ANTI-SCALDING DEVICES 1 Plan _ . INSTALLED �/4"=�'-�" sheet of I revisions by "NOTES— --- - r9.2r.� I 2B'-B" 2'-0" 2- INDICATES NUMBER OF DOORS. 2-1-z= 2-8IN : Q DOOR SIZE KEY 2-S INDICATES NUMBER OF WINDOWS. FR - FRENCH DOORS MARK SIZE - L - FULL DTE — FG - FIXTRANSOM GLASS ��U TR - TRANSOM B 1 6"x6 8 _ W- O S POOBSC OBSCKET CURED C 1 8 6 S 5'-II" 5'-9" 2'-10 2'-10" 5'-b" 5'-10" TEMP - TEMPERED D 20 x6 8 _--_ HR - HORIZONTAL ROLLER E 2'4 x68' L1 i SPECIALTY WINDOWS/DOORS, FIXED F 2 6 x6 8GLASS _ V TED ON POLAN'S�D TRANSOMS ARE H 3 0'68 - - - O 0 o E 14"x8D IZIuu aDi{- ' • � r I�it � - 20 x88o-- a a •'y c$$► N 26 x80 -- Jr-ul 0 28 x80 ate- v V• P 30 x8D �� • to CL 'f' _- Q _ 16 X6 8 BF 3 o Z R 2 0x6 8 BF SIJ 2'6"x6'8" BF •' �G f f ; T 3'0'x6'8" BF / Ii U _ 40x68 BF V . _-5-`0••x6.8„ 6F - `` 1 + d IjIAND IL • W 6,0"X6,8" BF 'h tll 42" Al. DECK -- — I' IL_r H 1'6"x80 BF BF q 26"x 8 - .. _ __ . _ _ __ x I " I CC 5'0 x80 BF I DD 6 0 x8 0 B-r F_ J _ LI , ill I ai(r' 24' AB. � I ) _ EE _60 x68 SL.GL.DR. I; II FIN FLR 0.= I FF 80"x6'8' SLGL.DR. a Cy 1 23 GG 9 0'x6 8 SL.GL.DR. C•1 • HH 12 0'x6 8" SL-GL_DR_III "_ o ��~•N �s�i -I, X8 0 SL GIL DR . __ . - _ __� '�'I 1; u _ _.ee• --:�. , - I F- ._ - _ : II..._ — 12t _ II .— _ 11 60 x80x SL GL.DR. __ a lr JJ BO x80 SL.GL.DR. �"p �[ J f2)2aIJ I L (2)2tID {2'12tiv QF, a OO"x8'0" L.GL.D . - KK 9 w/% P. Farett WYE ( rlr q Q LL 12, i . TREATMENT - SE DETAIL 0-0" LG r, If-b" s O WINDOW SIZE KEY +' - — -- o Ip_ II I __ _ _ e m AR ASON FRAME E � I, � - o , MARK M RY ' -a — Gn �— - 1 SH12 20"x24"± _ I ' ldrG0117 rCI 29 ? 2 SH13 20'x36 ± n 4'-�" 1'-4" 3__ SH14 M%48' + �I__ I, CLG O V i - m' 4 SH15 20'x60 ± - „ l _ WINDOW SEA I - 5 SH16 20 x72 (� I MIR • IB" AB. FLR / 0 _ - - - '--,_ 7 SH 1H3 20.x38 + 8 SH1H4 24"x48-+ 9 -- SHIH5 24x80"+ r ll 2 SH1H6 24 x72 ± �j pL Sll i - _ .I CLG. REA ENT STORAGE 3 _ 11_ __ _N A _26 X24 ± 7 I t+ .'+ 12 N A 26'x36"± �1 I O O '� a>k`�A '' P ANT - s 13 N A _ 26 x48 ± L'-, �1 PLANT = �" ., '� LF � rrl 14 N A 26"x60 ± i • B,-4„ o '-4" j 15 N A 26 x 2± �h '- .m LOCATE HVAC O - ,iX n n, 'r " • 16 _N4A 30'x24"+ - IN THIS AREA `;y ��, n O W 17 N/A 30 x36"± r ` �,, � 11,-4" ' ? in - n 18 N A_-.-_ -30 x ± A?TIC - 19 N A 30 x60 ± 8 20 _N A 30%72"T :I w.i -- - - - - - - - - - - - - - 21 SH22 36"x24"± 22 SH23 __T6 23 SH24 36"x48"+ a ITo la I \ j I n 24 SH25 36 x60 ± Q $i _ - - - -q - - -I 25 SH26 36 x Q �a �Y�r I FG. EYE - 26 N A 48"x24"± •, I ' 27 _ NIA 48"x36'± — \ / 29 N A 48 x60 + D r I - I CAG I <SEE E EY TION f � � it I 30 N A 482'+ Z, III i� q)I / \ v Ir� - 31 SH32 53"x24"+ '" 0 W t�I / \ - I '�f }7"�t ------ I- it Ili_ _ _ L e _32 SH33 53 x36 + Z �.. Q Y / LIGHTED �o N w — - a Q U V 33 SH34 53 x48 ± Z / VTRAY -LG. �,, I�I � I .34_ SH35 53X60'°± �yw W W W O m (i)2x Yi SH36 53' x72"± F F � � JL 36 -- _ Ul' _ ZOO 37— — — -- --- IS q._ - - -" D F.G. EY BROW I I _ 38 (SEE LEV.) �. W at W ro n f� Q 4 „ m m INDICATES PLANT SHELF o ' LLJ • S'-4" Area Tabulations Llviv. 15t Floor: 2212 OF a tEPED Aley c '0 ,5 ,levee r 2nd floor: 6 5 sf Y Total LiyMV, 288-1 of € drawn by F WSN E - "'' + portico 4 entry: 313 sF checked by p 4O. o o4'o�Oe C patio: 149 6f y da e in &0F NEN 15 JULY 1995 0' x sar8C.le: Alia sr scale in L 2nd fir, deck: 149 9F `p AS NOTED 5'-0" 5'-0" T-0" 4'-4" THIS DRAWING HA5 BEEN job no. o - -- - DESIGNED TO MEET OR Total Am Undw RbOOFr xxxx sr 95-2130 / 2887 EXCEED THE REQUIREMENTS OF SECTION 1205 OF SBCcl OR ASCE 1-8B AT 100 MPH WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE v —__T— 28''8° 2'-®" WIND SPEED OVER SCALE DIMENSIONS. Contractors shall verify drawing no. and be responsible for dimensions and conditions 30'-8" of the job and Home Design Services, Inc. must o be entitled In wrung of any variation from the N, NOTES; dimensions, conditions and specifications appearing o of, these plans. x J LGARAGE DOOR TO BE tl CERTIFIED BY MFR FOR 100 M.PA. 2 (� I 2. ALL TUB t SHOWER UNITS WILL Floor Pian-2nd Level HAVE ANTI-SCALDING DEviCES INSTALLED. r� sheet of U by ran, Ono IOUs[ 10 I u I II I II I , -- Cq _ I I � C',. ELECT. _ - _. .—.- -- - ---- --- - --- ---- --- — -- - - a o o I .,° 8.O I I °� �?` li I I� i ► � N O Vgol rA ; ki I?.h'%L�L g •� a — AcGL>•,ri 4h 3 ~\ - ti ILEA, \ Nfi to 1 - - — — E4` 16 r IIII _.— I BIZ rimer rur� -lit •y . -- - Jlrv.rW1,4xWI,4I.IWe ------- e-,v--10 I I - ------- - v -'YH.I' '�Aft•"1='-I --}}.. m N 41 14'.00 qI, �0 t o SII— s ( 'v la t I p� p I -S °a L—1CK - --� +-- ------- — - � I __-_ __._ .— -- - - - - - — -12"x21}' WJz'��' F-E,al� 11w i r c�--- I_ �- -"� . T � fd'�, F-DUN!o1 %�nvu Ww�� o�l 2•t�N SIL. •lY� _ T -7- �I g -- - i I �I I �'r�^'`� �_J S �}•8 — w °,.q 12-� � �a�°_ - T -- � --y I,I I {-� I A I r �p`$r n �-• 1 - - , �, ` -'-'� I `C/"�-A I"� t=', �I--I ts�I•`"� V-�l�"I�L I=�=I,✓...?,� I,_,_ ----- C ,�`-' fi ( ` 2xl'L 'i Iv ✓� �lzelu"Y 2 Izelm Lxl'LNi lug \ r c I ' W 1 W/C�c>•I C. MIG`p I /t��"ur' Mlrra��f 0 i x '4,�a �� ,.� �I i I �OUNUA110N NOMS; v ( �t Vidly locafloh of buldlnq at Ills and adpil g`i 'A 11--1 f- I - - ' - r �y \ef eons/U to°IIngY. Nobl. lendingt, and II/p1 G .�_ -.— __ .-- _ _ - - -- •f-.-Ir f".�_ _ '� �.p 4 IF a1 gradi r/qu611 ti t Ilr f 11 �� - batiillt, and d1oo, *611 tdmrdclkd, IMm111 >i f I'" _ oft 1/ \� �/\ j ----- --- -- --"' -""7- 1, Pr ark �N (d Hc11v1 1 eonhetlif blob fi I blotsd IN. 1 Igl•yn — p _ 2 AN foo1M1 le 61 1AtW A IZ°0 ►/3/S W.l�lxl'f I fel e7 f"l I W&0I"I• _ r/bort caillwoul / ♦ f x I I 1 r 9 '`\ \ � -' -+- N' (-block s/ 1/2 dlamllM anchor 66111 " I '�- __ _ _ /\ \ \ \ I-' % Z� Q-I� . I at 72' o c A/ ruin. N" covbagl (a g /X �i�}, � r opprov/d IlropPlnq) /• j_ -� di ' _ , Ih•W It k10D R/ 2 (boll4nod blobs 5bots footings) void 6 �_ � to bi X S �ir1F.l'di \� / (plot/ uplift tbappin a anchor) as mo/ i, v �� \/eFIY 3h bk rkwbld pit eod/J. y r �( I 1- --D- --I--- ---- N - i Al --i S. AN•tolumn pods to'bf 31. 8 tT-6N 1 S Q_ dj cow- � ON /AIt02 I • I @� � � \ S3Y . .•••• Qp"p 11/ 1 /5 t/borl Loth *or. u.a.N m I _- II I II PEA 'S S. AN fhleson6d Edge Yobs to bs 6'0 t 1'W $ - Y'!I-moi 2•'ki IL1111 I q.f VIhQ LLE.E.W N YERMI t '(R'F.A'fEO, GOMP�YE� �1 y -^c• .. 7. lhickMld Mab at hoot WwOon thongs M � I Ftt l . (TVP) 3 04/ \/r ^ • \C \ \ — — p T �P d1,A bit eo0n iy we d diloiini6 .i/1 G a y �, 1 — -- 3' • � � 'y+'ry \ \ _ Goplo9, b fill cal Nth tenc,st6 and pines (1) /5 E Q ~ a= 0o Li / I J ✓= 11-- I robot varlico0y it" $acting to 116-blam. W W w n p / '\ /� / N, f ,l • T_--^— i �• \ �\ {NaG s.P.l I 9' (In dh/ an 61 gradi at ot error) Ir M 10' I/pled W = ?y n - \ X �` X I I I 1 I I II I II 1--.__ _-- -+ 17 F \ / \ --__- - - }---- -- \ -- �- --- - 10, f4cfdow a hoot 1106 lab of all sliding It y V 00 , . �'\ 11,-- I door and /.tonal M°6 but 1 1/2' PoII �" s W m • 4<EIRS Axs I block feel. IY Q n 3 n 11. f.1/nd Nob Idgl of Warier door) 1 1/2' pail block loco. 12. Sun Ihosarl to b1 /' tontt111 t/cNgld ufJ cce�A(�l� I Nab N/ d 1 b /Ih s.h. I"Uh 8 •� `--' Iw ,!/ f' 13. AN, tondlllonsr tompr0lat pad the" b1 !• 6 s' t 1' platld r!' kam NON, Hoist ° 1 �r n/ Ino rin.d bn hind f\ 11. AN Man$ of brick r/nUt (eolingl IS ba II1'tll !JI_'�•Il 111 16/a I / / I 21'W N IOD s/ ! /5 robot conllnums. ' i I•L IS. AN Ioo11ng1 lot 1 story to b6 ton ku,cul - IA AN thick/n6d Mobs (1,611 loollnyl) r/ 2 gg awn \ I flay boating to b1 20"s t 10 0 s/ 3 p Y • \ - 15 I660,1 Ipl°co upll/1 IUopping or Chet, ikf N Gly V j >" V a/ may bs rsquktd pot tad.). gunOby 11, thlcksn/d Mob (boll tooting) •hot$ at + t - - i �/ ' \• �' bsaing soil omni at thonva In ho., IUs Mtmtlon NmN b1 o min, 10 O N W01 J Y continuous, 116 d11oI '1' an typical !!! aOGe B —� �`• �\ U•� / d.lal asst �N,r Ah Ism 1 t ,Os � '� '� v \ Q \•ti IN. Sov booting capacity ball bo a min of I •• 1 j0 O. • / \.If tib$ h000 p 11., 11 nal nollly dtllgM& � q3-2 2t3t97 immodie111y la tA04* of foundation • / d..lgn I2 T,N StpED Agcy yAi111EN Olpf(Ig0(!S SHALL NA\•t pRECEOEHCE ,awing n0. \ v- " �E �` andovrSCAIE DIUENSlet d contractors tcos ll.h M -"---- \"1,\(/ ^ --I-I"-----"---_ cI { �p J�O� and 61 rbpon billIla ,$ dl gn 36n6 and he, ...not ca`yo Ste Nv zlkll I 11 I I 1 1 y II t?� II i4_ of Ih1 )ob and 11°ml ONlgn Sh lcH, Ino, rnu11 a II ' ' fie— _ `1 • �b a-O �� I bob b6 In ed In idling of any vorlollon 1,°m it's h -_� -------�--- - - s, Illons and p IhcaUad app r i din tn6lon eond 1 h to inq� en Ih116 plan\ CD 4b3bl alt shoot: of , I � - yr I revisions by CJ•P.•'i.LsSCJ THESE PLANS ARE NOT VALID FOR PERMITTING Z-72�•�'a ' WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. s E w E � 7 2 A 3 6�- - - - - 6 +` 12 . _ .. _ . . - - - : ._ _ _ .: -_...,. .- —� 21'..d'+ BFKa. PT. o2rld LE VEL /V�/7 ` O 0 __ W 00 to I ' lb 14� 0" PORTICO BR3. NT, _. _ - .... . .. . .. . . ._ 12 - ._. _ (40 m t •� h N ' 12' 0" BRIG. NT. a BEDROOM 4 57UD7 - .. - el-R. y. 2nd LEVEL 8 _ -._ 9�'-0" BR3. NT. GAR (NT. AB.GAR FLR) g ya ' 0 3 - _ 15 " _*&-04 FIN, FLR o LIV. AREA e Z 0'_0° FIN. FLP, � LIy. AREA Ln vq 12 z p --- - ----- - -- --- _ -- --__– - - - —1 3 _ EXTERIOR FINISHI12 NG N a1 6 -2 2 �I6 1. Composition shingles over 115 felt on 1/2" Q Z , plywoodW 22 . Co of Installed p manufacturers _ a >> W sheathing. 2 2 mete lite roof as per f - - - specifications. (,� Z n 21'-_0' :t BRIG. NT_ / - - " - -- -- - - - --- - 3. Cricket as condition req. --- -T __-_- 4 Roof window ' U - - - 6 5. Chimney Cap/Spark Arrestor w _ Z y n . . --_ - -' .. - - .. ca l eFinish. H SFm 6. qtp� . _.. .. .._ ..._ h Textured Tnm/Band N y , 8. 6" Smooth Textured Trim/Bond Y W ' m _ 9. 8' Smooth Textured Trim and Q ea ; n y' 10 12' Smooth Textured Trim/Bond 11. Raised Panel �+ 12, Key Slone =_ 8" ON - -- - .- - - - - �� 13. quolnes (Brick or Textured Finish) m 14 4' Frieze Trim 15 B' Frieze Trim 14'-0" PORTICO BRG. NT. 16. 12" Frieze frim Q - _ .. - .. " - - - -- -- -. - - —"- -�--------- 17. Brick veneer a ` 11 in FLR ELEV. -- 4 " ° 1 -- ------ -- '— — -- - —. "_ ---- -- 18 Soldier Coursing �12'-0" BR's. N7. 19. Rordock Coursing "- 20. Light Conc. Mortar Wash 21. Cont. 10' 0" E4RG. NT. - ^, ' ,. _- _- 10'-0" HDR HT. o BEDROOM, M. BATH AREA 22. Off Ridge Vent ase Vent, ap q. . —_—.---__. -_, 23. R.S. Cedar 19 24, R.S. plywood SPED A�C 25. 4" Wood Trim 9 26. 6' Wood Tim �G�Se s.eve 2i drawn by -- L 27. 8' Wood Tim a v C:' �� E - WSN 28. T-H Siding +�*� �r ;'1 checked by 29. 4' Lap Siding , 30. W Lap Siding q 4'° �•j 9n3 0` N 15 JULY1995- 31. Wood Louver Vent a 'E 32. Ntoughl Iron Rolling rF — N 33 Treated Woad Hand Railing OF NE scale AS NOTED job no. Lh 95-2130 / 2887 - "-_ WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE " --- OVER SCALE DIMENSIONS. Contractors shall verify drawing no. and be responsible for dimensions and conditions ` of the Job and Home Design Services, Inc. must 6 be notified In writing of any variation from the J I I I ( I J ) I I I on these plans. i THIS DRAWING HAS BEEN dimensions, conditions and specifications appearing E DESIGNED TO MEET OR EXCEED THE REQUIREMENTS m OF SECTION 1205 OF SBCCI 4 OR ASCE 1-88 AT 1MPH Elevations 00 - ^- WIND SPEED '�/4"_1r_O^ sheet of I : revisions by z22� 2-7--Zw-1 WITHOUTTHESE ANS ARE NOT THE RAISED SEALID AND FOR SIGNATURE ING Reaic+ pHal �z I . OF ENGINEER/ARCHIL ECT OF RECORD. _ I I e � r w 5R3- HT, o OBSERVATORY @ •_ -- - - b -- .. - r/ v 41'-0 BRa HT. s 2nd LEVEL y� O li 8-0"F R . 2nd LEVEL FIN. FLR V+ 1Zi w t / 6 r NO CA Qq 6�— - BEDROOM e STUDyJ � - - _ _- - _-_ '• _� 10 0" HDR HT. . DOOR5_4 WIN. �L _ _-_ -- _ _ -�r'— a" LDo. m h r _ _ — ----- _ � ;- _- 0'-0" FIN. FLR. o LIv_AREA E x 9',_, In 3 2 � EXTERIOR FINISHING NOTES n HT. • OBSERVATORY 1. Comp osilion shingles ovu /15 fell on 1/2" _ plywood sheathing. 0 w 2. Concrete tits roof Installed as per manufacturer's _ Q - specifications. Q Z ab K oM!. 5W.. HL . 2nd LEVEL 3. Cricket as condition req. W W w- 0 12 - _ - - - -_ _ - .-_._-�-_- -- of window F'.. t•- —ii . 4. Roof 5. ChimneyCap S ark Arrestor = m 6 W = =— n tif ooth Textured psT' d 1. 0 o ) No 1A and 9, 6" Smooth TexturedFinish Trooth Textured im/Band 'A Q t~V 3 n "- - 12 10. 12' Smooth Textured Trim/Band 11. Raised Panel _, m - - - _ 12. Rey Stone _ Textured Finish ) - - 13 4"Frieze (Back a shLn - - - - 14 4' Frieze Trim rn 0" BRIG. HT. o PORTICO 15. 8� Frieze Trim ' 16. 12" Frieze Trim m 17. Brick Veneer m BRCw. HT. . BEDROOM t STUDY h - --- -__- _._.:-_' .--_ __ _ .. . -..:. _-__ _ .. -,. -- - _ .._ - __.. _ - _ ----_- 18 Soldier Coursing „ m 19. Rowlock Coursing 20. Light Conc. Mortar Wash 100" DOOR A WIN. HDR HT,__�_ _____ -- _ 21. Cont. Ridge Vent, as req. _ 22. Off Ridge Vent, as req. i. 23. R S. Cedar Y 24. R,S Plywood 25. 4" Wood Trim 26. 6" Wood Trim µD � drawn by 27. fl" Wood Trim s1cv: WSN 9 4 P y — _ _-- __---— 26. T-11 Siding Q- rc � checked by l 29. 4 Lap Siding 30. 8" Lap Siding dat e 31. Wood Louver Vent r�-� - 15 JULY 1995 32. Wtoughl Iron Railing N No, ah3a r ' scale It) -� -� 33. Treated Wood Hand Railing l� y� U AS NOTED ! J1 _ _ job no. 0'-0" FIN. FLR . LIV. AREA -- �� 95-2130 / 2887 WRITTEN _— —_ _--____.-____ -___.__ _____ -__ .._-_._. ___ . _ - - __- -.-_ _.-___- _. _ __._.._._ -- _ ____ _____ _ --'F• OVERDIMENSIONS SHALL PRECEDENCE SCALES DIMENSIONC Contractors shall verify -- and be responsible for dimensions and conditionso drawing no. of the job and Home Design Services, Inc. must " be notified In writing of any variation from the 21 '1dimensions, condltlons and specifications a DESIGNED TO MEET OR on these plans, x A'T'T --^2,l RAWING HAG BEEN P appearing L+I.�G-Ujv-` I I V !� Uc7 OF SECDTICNEIlREOUI G I205 OF SBCIS5 OR ASCE T-88 AT 100 MPH Elevations WIND SPEED sheet of 3/4" RECESS I I revisions by 1/2" GL)35. OVER VAPOR - PER MFG. • SLIDMG ( BAF"" W/ R-3 INOUL. - GLASS DR SEE PLAN FOR BETWEEN 3/4" P.T. VERTICAL FINISH PER ELEV. SPE 'S. 7 I I WALL COI�IG. _ F r+pv PWt1 (aw FURRING w 24" RC. �811 INDICATES SLAB IR" G.W.B. OVER I ALL LAPS 25" MIN. - 2x4 STUDS 16" on- a 4" CONG. SLAB CONDITION AT r. l3" 12" x 6" SLEEVE ANC. I I-5 x T'-0" OVER (2509) P.9,1J W/ PATIO 3 I/4" BASE ___ -.._ • 2d" O.G. r-3 V4" BASE 8"x8" CHASE IN I 6x6.10/I9) WL1M - SLOPE V4" - CONC. BLOCK STEM OVER 6 MIL. VAPOR .. PER FOOT = t - - .. 2x4 P.T, SOLE PL WALL, - - _- - - J d1 ALUMINUM THRESHOLD _ - a, BARRIER 11 �,1:_ ( L SILL FORMED i _ I DOWEL LAPPED o 4" CONC. SLAB _- _ WITH WALL REIhF. -;� _ ON SITE ny A� ._ ._ ,!_ -.-.-". _ - _ GROUT SOLID III LD" HOOK MRP. o CLEAN COMPACTED AND _ (T500 Pb.l.) W/ - - - -- - SLOPE V4" &ONG GL&% DR ® ,. .- I _ AROUND PIPE I � TERMITE TREATED FILL �I( J I. I - I EkP JOINT _ 6x6 10/10 WLIM. _ I " PER T .''-� "• _ I I ` O Q1 0 � AND 6 MIL. VAPOR - v F lo' x 2 - - .:- BARRIER EXP JOINT __ ' o" GONG. FOOTING - _ CONT. CONC. FOOTING (2) 5 DIA RODS CONT. _ ON CHAIRS -� _ -, ' W/ (3) 5 PIA RODS CONT. - 5 CORNER BAR F •+� — ii ON CHAIRS 8" I'-0" 8" - GROUTED CELL o w 7 co ORMA WALL (TWO STORY) ExrERI�oR POOR IU a V E Trata rowE sTORr) lfflLITY aSE S?EMW4l.L Trnlcal, cOIR WALL REItF 5 @>nr.r-a —__ �-� state: m4'.r-m' 6 l/a �� DCN.E: 3l4•:rd 1 SCALE:Y4•.w-0 V- :Y1••r-0 o W iI Cara a Reaidcsnc� FINISH PER ELEVATION z 2x4 STUDS I6" oo. 2x4 P.T. SOLE PLATE W/ R-I1 BATT INSULATION I!1" GLlB, OVER 4 In' GOB. I/2"xB" ANCHOR BOLTS' 2x4 STUDS I6" oz, Irt" GLIB. OVER BEARING WALL n J5. OVER 2x4 (W/ 6" MIN. EMBEDDMENT) 2x4 97Up9 16" oz. I/2" GOB. R II BATT "'9)A• W/ 2"xl/8" WASHERS • 21" OL. 3 1/d" BASE 09T-MAS OR 6:� lo„ 2x4 PT SOLE PLATE " 4 1113AT� 'INSULATION ANLL? ALL CORNERO 1/2"oxb" A.B. W/ 4 1/2" BASE d ° N STUDS w INDICATES SLAB Tx4 P.T. SOLE PL. W/ I/2"0x8"L. 2"xl/8" WASHER Lu SLAB _ CONDITION AT r - AMC. BOLT W/ T"xl/8" WASHER o 21" O.C. • T4" O.G. 2x4 PT. SOLE PL Ix6 PT NAILE BASE A9 SPEC IS 0P (2500 I t) W/ PATIO SLOPE N 04 6x6'10/10 WWM. - - - - - SLQPE V4" - - - v — - - _'_.� I 1'r - 24'O.C.-MA • AND 6 MIL, VA I,.. _ _ - PER FOOT! ';' _ .- L (2) 5 DIA RODS CONTINUOUS - - ' �, - - - - _. - O `� O BARRIER �� ( - B _ ON CHAIRS A �= _ WDM THESE PLANS ARE NOT VALID FOR PERMITTING 0" FMA. HEADER BLOC,K4-- I I - WITHOUT THE RAISED SEAL AND SIGNATURE Q. ,".. _ I OF ENGINEER/ARCNITECT OF RECORD- GLEAN'COMPACTED AND I _ - -'EXP JOINT 9 --- — TERMITE TREATED RILL 2) 5 REBAR CONT. <3) 5 DIA. RODS CONT, ON CHAIRS q r W/ (2) 5 DIA. RODS CONT. ----- _ I®" 1'-4" I'-0" lo" ON CHAIRS II I/2" . 8 x16 CONC.FOOTING ON CHAIRS o 21" C EXMWR RUT WALL (Ori STORY) I TNI • r�1 Alt4B r1Wo ST scaE 3/44 r.o scaiE 34: r-0 �( BEr4fZkJCs ORY �314 B FOO M (BEARINCs) GALE: 314%14' F (} 77 W . L U FINISH PER ELEVATION 2x4 P.T. SOLE PLATE W/ „ 1/2"x8" ANCHOR BOLTS - VI" GLIB. OVER 2x4 _ (Wf 6" MIN. EMBEDOMENT) STUDS s 16""041 - W/2"xl/8" WASHERS • 21" OG. - -- AND ALL CORNERS R-II BATT INSULATION ' INDICATES SLAB 4" GONG, SLAB CONDITION AT - - (259)9) PSL)W/ PATIO - 6x6 10/10 W,WM. - SLOPE 1/4" 1x4 MIN. • 16" O.C. G' AND 6 MIL. VA PO _. I -- - PER FOOT, ,,, -- Q r BARRIER ��, -� i - ( F: 3'A.BATT INSULATION I" STYROFOAM BD. g" F,NA. 14EADER'BLOCK -- i --/--- --__-- _-- - j v V STYROFOAM BD. STUCCO FINISH Q CLEAN COMPACTED AND ' XP JOINT _ _-- W TEFd+1iTE TREATED'FILL 1i l - 0 0. STUCCO STUCCO PINION I WALL FLASHING N -51 j n CONIC.FOOTING Q FIY N.FLR 0,_0, 'U1/ (3) 5 DIA RODS DONT. _ WALL FLASHING W ON CNAIR66 --- 9 i CABINET S Z O 24' I - _ _-- -_ _- _-- _ m K m n -- a W W w_ o � p EXTERIOR R W_&L (W STORY) o m `= =H oM— N T Aq :W9 IOG.G-{G LUPI-L.• _._.—_---__ ;4 iF'4G 1z Ervrl kpY m ' r ' NOTE: BAGF�ILL FOUNDATION AND CO`1PACT IN I'-0" LIFTS 3/4' RECESS IN SLAB 2x4 (SEE FLR PLAN) PRIOR TO FILLING POOL 'WATER STOP 2 1/2" FRAME WALL WITH WATER (TYPICAL) LARGER THAN FRAME WALL EXPANSION JOINT CONC. SLURRY PILL GAP BEIRLEEN . FINISFI FLOOR FOUNDATION t POOL SHELL. 41' CONC. BLAB - (TYPICAL) _ (2500 P.S.11) W/ SLOPE TO R/lL -----. .------ -: .� ' 6x6 19VAO WLIM. "'' -� : _ '� - PE AHC, E drawn by AND 6 MIL. VAPOR _ ' - t� N yT o DRAWN BARRIER .1I _ _----- _ - sTE*e v F checked by 0� VERIFY W/ENGINEER • _ 0 i u �. G CHECKED CLEAN COMPACTED AND VERIFY W/ENGINEER _ - Q 10" x 16" CONC. FOOTING •1 T Aa' P TERMITE TREATED FILL @ m� E\a' . O� DOSCALE D W/ (2) 5 DIA. RODS CONT. ON CHAIRS (ONE STORY) �oF N -x�� job LE 24" _I ��'L' G.1Y"1R 1'YW �� ,{� 1 JOB NO. ' SCALE 31441'-0' ' �! �'N�/•1 IT�IIr WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE m DWI RF4CaLL VMC I ) I - OVER SCALE DIMENSIONS. Contractors shall verify " drawingno. SG4LE 3/4•: r-0' and a job an Hoble for dimDesign ionsServices, and conditions SCAtE: 3!4': I'-0' of the pb and Home Design Service¢, Inc. most _ be notified in writing of any varlotlon from the F'• THIS DRAWING HAS BEEN dimensions, conditions and specifications appearing e 0 LL DESIGNED TO MEET OR on these plans. x Q EXCEED THE REOI.IIREMENTS OF SECTION 1205 OF 5BCCI 7 Details & Sections ASCE '1-80 AT loo MPH WIND SPEED AS NOTED sheet of III , revisions by 1 W THOUTT TWE RASE PLANS ISED SEAL NOT VALID ANDSI SIGNATURE 2-'?_z,au,2 . . --------- ----- - OF ENGINEER/ARCHITECT OF RECORD. - F___ _--_______ ---- __ __ __ _________ .._____ - � v " - CLIPPED ROOF v - III i I+ I aJ I_— I I I 'tij[, III L.. i I A♦ �� -� � - i ✓/ •� 05 G 1. tri 7 �Q 0 4! - -- - / -- - I •, I I RIDGE _ w n ENGINEERED BEAM SIL R CLIPPED ROOF i ,I III tl7 I n N I — b � I I I II III, i N = II CEILING coRNER DETAILDETAIL1L ' I I4,1t -- -- ----- --- A } A 1 6 /t i :12 di " Ay J a� INEER I _ CRICKET _ ED BEAM - s _ A9 REQ'D. F E I t I I All, � L_. 11 1, RIDGE sL �l' I ` , - - - - 8L ! -- - - --fi ROOF PLAN NOTES , - �y 6:12 6:12 11L 1 G V This roof plan Is not Intended io serve as a truss � -, " _ _ - ----- ---- - design. If is to indicate roof, ceiling slopes and n + dpi heights only. rn !A ,r. I CLIPPED ROOFS 2 All trumi shall be designed and certified by buss CRICKET 1- il� manufacturer's registered engineer All hangers and 2 II, AS REQ'D. i, ill anchors shall be specified by a registered engineer. I � 41 _ I, I J. TRUSS MANUFACTURER TO VERIFY ALL TRUSS SPANS, SLOPES, BEARING POINTS, AND DIMENSIONS BEFORE FABRICATION. ALSO, TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO HOME DESIGN SERVICES, W INC. FOR FINAL APPROVAL BEFORE FABRICATION,111 4. All roof pitches are to be set as indicated on plans Q R r �{` h" • it � A� S, n I A -+-� - _ and elevations. }' �� II,I SL _SL' 'lli , 5. Top plate heights vary. See building sections wall - Q u7 w' / \ w 9 !�'�11� Y I �� I . I \r I I I - 6 7 b:@ A� sectionshearing7 w r and elevations 1a _ - - s or -I helghls. '� _Y Q ISL �y 9L 6. Truss spacing shall be 24" oc. unless otherwise W 9 d 110: 4l. Im,1]� ' I ! ( - nC' m I' 4. noted Conventional framin shall be 16" o.c. or = F >> II� //; F{IP 6U g64 HIP , ''I. as otherwise noted. a V er= a y : I W W • YJ I� 7 Secure each truss at each end as required by F H 5 , . _.... . I: ` __ _____ / _ ! �II I building code. W imro I , y 'I v'_--_ - y ! I � �, 8. Truss manufacturer to prawde all gable end N V y _____ __ ----J.� Y ii` ------ ----- ----7------ ' -.-__-___ ____.___._______ _____________________ trusses with intermediate stud members 16" oc. w m L a �n ` 10 � 04i' , �= = 6,1 I'll 9, Plywood roof decking as specified, 10. Overhangs vary. See roof plan and exterior All n N "I elevations. All overhangs greater than 18" shah 'h be tacked on in the field. ra 2-2x12 BEAM (TYP.J-- y�. 11 Frame walls up to underside of roof tresses at G @� all non-bearing walls and of volume area unless n otherwise noted. n 12. Align trusses and hand framing so as all gypsum 0 .�- wall board to be continuous from Lear to ceiling. _ 'I /� y�EPED gRCy 13. Ali openings ova 8'0" wide to have headers and ° v _i �O�eo stcvery a i� lintels designed by truss manufacturer. drawn b SBCC 7701 to 1711, E wSN r 7 1A. All wolf and roof framing to comply with y checked by 15. Truss manufacturer to insure design consideration _ p 4, n °"/ay0 e" to the following additional loads; date P OF E44 a: All calling hung soffits and saffits w/ JULY 18, 1995 I `"�•-�•� cabinets as shown on plans scale b; Attic located HVAC units as shown on AS NOTED TH15 DRAWING NAS BEENjob no. DESIGNED TO MEET OR plans a 95-2130 / 2887 r EXCEED THE REQUIREMENTS - 0' I OF SECTION 1205 OF SBCCI G OR ASCE l-SS AT 100 MPH WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE - WIND SPEED OVER SCALE DIMENSIONS. Contractors shall verify '^ i and be respansibie for dimensions and conditions c. drawing no, of the job and Home Design Services, Inc. must " a" dimensions, conditions and specifications appearing a }}� be notified in writing of any variation from the NOTE • on these plans. s on ALL ROOF SLOPES AT 6:12 p 10 o; UNLE55 OTI-IERLU15E NOTED, 8001t Plan sheet of