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Home My WebLink About27519-Z FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-29145 Date: 12/24/02 THIS CERTIFIES that the building NEW DWELLING Location of Property: 300 LATHAM LA ORIENT (HOUSE NO.) (STREET) (HAMLET) County Tax Map No. 473889 Section 15 Block 9 Lot 1.10 Subdivision Filed Map No. Lot NO. conforms substantially to the Application for Building Permit heretofore filed in this office dated MAY 31, 2001 pursuant to which Building Permit No. 27519-Z dated JULY 31, 2001 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is ONE FAMILY DWELLING WITH DECKS, SECOND FLOOR DECK AND ATTACHED TWO CAR GARAGE AS APPLIED FOR. NEW YORK STATE VARIANCE PETITION #2002-0450. The certificate is issued to WILLIAM & CYNTHIA ARNOLD (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-01-0065 11/18/02 ELECTRICAL CERTIFICATE NO. 1040512 10/04/02 PLUMBERS CERTIFICATION DATED 07/16/02 KEVIN S DOWNS i Authorized Signat e 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. 27519 Z Date JULY 31, 2001 Permission i,s hereby granted to: WILLIAM & CYNTHIA ARNOLD 9 CANTERBURY RD SAYVILLE,NY 11782 for CONSTRUCTION OF A SINGLE FAMILY DWELLING WITH A TWO CAR GARAGE UNDER AND DECK AREAS AS APPLIED FOR at premises located at 300 LATHAM LA ORIENT County Tax Map No. 473889 Section 015 Block 0009 Lot No. 001 . 010 pursuant to application dated MAY 31, 2001 and approved by the Building Inspector. Fee $ 1, 744 . 80 Authori2Wd Signa re COPY Rev. 2/19/98 Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 - - APPLICATION FOR CERTIFICATE OF OCCUPANCY Lwith;j��..Of6wffig:_-� r) This application must be filled in b typewriter or ink and submitted to the Building De artmenw Pp Y YP g P A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$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. /02 New Construction: ✓ Old or Pre-existing Building: (check one) Location of Property: 3 0 o L_41-"Wi L—A House No. Street Hamlet Owner or Owners of Property: QAZ ,D e z Suffolk County Tax Map No 1000, Section ��j Block �� Lot Subdivision Filed Map. Lot: Permit No. 2 s Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: / (check one) Fee Submitted: $ Applicant Signature rwFUL,t MN 'rea+trtl,ifAAili+birar , ' Fae(ss[)%Sdat7 rq.am t37! T+kakoaatK3ilt�toa S w bOK** wk tmvn4m bU=NQ DUAR7tOW TOWN M'80MROA T•�IFI^CiiTjUN r� Date: BuildingPermitNo. � 1 S 19 Owner-_Bili- ARAIbLb (1 print) Plun*w. -Ey i u 4 i3t—rw s wem p+tt) I oerdi'y that the solder ueed in the watts supply system contains teas than 2110 of 1%lead. (Phttnbeix 5igaadure) Sworn toboforc me this day of a—liz 20 O^ol Notary Public, S'4 /w County SIRMYI.CASE OICI NatMl Yok Oat+IWisSdkkCwAty QMiNI11N11ii fjgkm fawry 11,20 o �I��rs�lr�rrrrr��r�rs�n�l�rsr n�lr�r�rr�lrs�n�i�lrrrr�l�l�nr I�l�l�rrr��n�rsr n�lrr��n��rI-ryl:ryl LSJ BY THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF FIRE UNDERWRITERS 5 rCj BUREAU OF ELECTRICITY c5 40 FULTON STREET — NEW YORK, NY 10038 5 CERTIFIES THAT 7C 5 Upon the application of upon premises owned by 5 5 G &S CONTRACTOR WILLIAM ARNOLD 5 BOX 215 LATHAM LANE 5 SOUTHOLD, NY 11971, ORIENT, NY 11957 5 5 Located at LATHAM LANE ORIENT, NY 11957 5 5 Application Number: 1040512 Certificate Number: 1040512 5 5 Section: 015 Block: Lot: Building PermitX7519 BDC: NS11 5 5 9 10 5 Described as a Residential occupancy, wherein the premises electrical system consisting of 5 electrical devices and wiring, described below, located in/on the premises at: 5 5 Basement,First Floor, Second Floor,Attached Garage,Outside, 5 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 4th Day of October, 2002. 5 5 Name t TY Rate Rating Circuit Type ,5 Alarm and Emergency Equipment 5 Sensor 2 0 Carbon Monoxide 5 5 Appliances and Accessories 5 5 Pump/Motor 1 0 1 H.P. 5 Furnace 1 0 Gas 5 S Exhaust Fan 3 0 F.H.P. 5 Range 1 0 15.7 KW Air Conditioner 1 0 36,000 BTU 5 5 Air Conditioner 1 0 42,000 BTU 5 Dish Washer 1 0 1.2 KW 5 Hydro Massage Tub,Residential 1 0 5 5 Wiring and Devices 5 Receptacle 58 0 General Purpose 55 Switch 63 0 General Purpose 5 5 Fixture 66 0 Incandescent S Fixture 6 0 Fluorescent 5 rj Arc Fault Circuit Interrupter 4 0 15 amp seal 5 5 Paddle Fan 5 0 SO5 Continued on Next Page I of 2 N r—I This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. DcPrJ�rJrJrJOPrJiJ�rJ�rJ�rJ�rJ�rJrJ�rJ�rJ�rJ��1��PrJ�rJ�rJ�rJ�i PrJ�rJ�rJ�L3rL3r3rL3l J&3rL3 PrJ�rJ�rJ�rJ�r Pr�rJ�rJ�rJrJ�rJrJ�rJ�cPrJ�rJ�rJr3pLr3pLrL3�rJL3rL3rJ'rJ�� CCCo�� [] �ncPrJrJrJcPrJ�rJ�nrPrJrJcPrJrJ�nrJ�rJrJ�nrJrsr�rJ�r�rJ'r�rPrJ��nrJrJr�rJ�nrJrJ�r�r3rJrJrJcnrJr�Gn�l-r�rJrJ�rJrJcIII rJ'�rr�rJrJrJcnrPrJ 5 BY THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF FIRE UNDERWRITERS 5 c5 BUREAU OF ELECTRICITY C5 40 FULTON STREET — NEW YORK, NY 10038 CERTIFIES THAT 7C 5 Upon the application of upon premises owned by S 5 G & S CONTRACTOR WILLIAM ARNOLD 5 5 BOX 215 n SOUTHOLD, NY 11971, ORIENT, Yn11957 5 5 5 5 Located at LATHAM LANE ORIENT, NY 11957 5 5 Application Number: 1040512 Certificate Number: 1040512 5 5 Section: 015 Block: 9 Lot: 10 Building Permit 27519 BDC: NS11 5 5 C� Described as a Residential occupancy, wherein the premises electrical system consisting of 5 electrical devices and wiring, described below, located in/on the premises at: C5 5 Basement,First Floor, Second Floor,Attached Garage,Outside, 5 5 5 5 was inspected in accordance with the National Electrical Code and the detail of the installation, as set forth below, was 5 fj found to be in compliance therewith on the 4th Day of October,2002. 5 5 Name QTY Rate Rating Circuit Type 5 5 Receptacle 1 0 20 amp Laundry 5 5 Receptacle 1 0 30 amp Dryer rj Receptacle 13 0 GFCI 5 5 Service 5 I Phase 3W Service Rating 200 Amperes 5 5 Service Disconnect: '. 200 cb 5 5 Meters: 1 5 5 5 S 5 5 5 5 5 5 sea, 5 5 2 of 2 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 o ��REEPROPUr ��LrL3r3 o a t . STATE OF NEW YORK DEPARTMENT OF STATE 41 STATE STREET ALBANY, NY 1 223 1-000 1 GEORGE E. PATAKI RANDY A. DANIELs GOVERN SECRETARY OF STATE In the Matter of the Petition of. DECISION William N. Arnold For a Variance to the New York State PETITION NO. 2002-0450 Uniform Fire Prevention & Building Code Upon the application of William N.Arnold, filed pursuant to 19 NYCRR 450 on April 22, 2002, and upon all other papers in this matter,the Department makes the following determination: NATURE OF GRIEVANCE AND RELIEF SOUGHT The petition pertains to additions and alterations to an existing building of Al (single family)occupancy, two stories in height, of type 5(wood frame)construction, approximately 2900 square feet in area, located at 300 Latham Lane, Orient,Town of Southold,Suffolk County, State of New York. The petitioner is seeking relief from: 9 NYCRR 711.2(b), which requires that bathrooms, toilet rooms, kitchenettes, corridors and recreation rooms shall have a minimum height of seven feet. [The petitioner requests relief to allow a bathroom built into the roof area of the second story with a horizontal ceiling height of approximately 8 feet 0 inches sloping down to 5 feet 5 inches.] FINDINGS OF FACT 1. As part of proposed alterations, a bathroom is to be constructed into the roof area of the second floor of the building that is the subject of this petition. 2. The horizontal ceiling height in the bathroom is approximately 8 feet 0 inches sloping down to 5 feet 5 inches.The ceiling height in the area of the water closet is 9 feet. 3. With the placement of the fixtures the ceiling height is adequate for normal usage. 4. The petitioner has proposed to install a fire and smoke detecting device in the second floor as required by the Uniform Code. WWW.008.STATE.NY.On • F-MAu - wrnnnne efwYC uv nc Petition No.2002-0450 Page 2 5. The local Code enforcement official has been consulted in this matter and does not object to the granting of a routine variance under the provisions of 19 NYCRR 450.6. CONCLUSIONS OF LAW Strict compliance with the provisions of the Uniform Fire Prevention and Building Code would produce a negligible additional health, safety and security benefit to the occupants of the building. DETERMINATION VWIEREFORE IT IS DETERMINED that the application for a variance from 9 NYCRR 711.2(b), to allow a bathroom built into the roof area of the second story with a ceiling height of approximately 8 feet 0 inches sloping down to 5 feet 5 inches, be and is hereby PROPOSED TO BE GRANTED with the following conditions: 1. That the petitioner installs a fire and smoke detecting device in the second story in conformance with the Uniform Code. 2. That the building meets all other applicable sections of the Uniform code. This DECISION is issued under 19 NYCRR450-, Unless objected to by the petitioner in a writing received by the Department the decision shall become FINAL after fifteen days of receipt of the decision by the parties. This decision is limited to the specific building and application before it, as contained within the petition, and should not be interpreted to give implied approval of any general plans or specifications presented in support of this application. George E. Clark, Jr. Director,Codes Division DATE: 6��r/O Z GRZ:sg Petition No: 2002-0450 The persons below are advised to TAKE NOTICE of the attached document. The attached document pertains to a petition for relief related to code requirements. If there are any questions, call (518)474-4073 and ask for the Variance Unit. Please refer to the petition number in all related conversations or correspondence with us. WILLIAM N ARNOLD 9 CANTERBURY DRIVE SAYVILLE NY 11782 BRUNO SEMONE TOWN OF SOUTHOLD BLDG DEPT PO BOX 1179 SOUTHOLD NY 11971 STATE OF NEW YORK DEPARTMENT OF STATE 4 1 STATE STREET " ALBANY, NY 1223 1-0001 GEORGE E. PATAKI RANDY A. DANIELS GOVERNOR SECRETARY OF STATE ---------------------------------------------------------- In the Matter of the Petition of: DECISION William N. Arnold For a Variance to the New York State PETITION NO. 2002-0450 Uniform Fire Prevention & Building Code ----------------------------------------------------------- Upon the application of William N. Arnold, filed pursuant to 19 NYCRR 450 on April 22, 2002, and upon all other papers in this matter, the Department makes the following determination: NATURE OF GRIEVANCE AND RELIEF SOUGHT The petition pertains to additions and alterations to an existing building of Al (single family) occupancy, two stories in height, of type 5 (wood frame)construction, approximately 2900 square feet in area, located at 300 Latham Lane, Orient, Town of Southold, Suffolk County, State of New York. The petitioner is seeking relief from: 9 NYCRR 711.2(b), which requires that bathrooms, toilet rooms, kitchenettes, corridors and recreation rooms shall have a minimum height of seven feet. [The petitioner requests relief to allow a bathroom built into the roof area of the second story with a horizontal ceiling height of approximately 8 feet 0 inches sloping down to 5 feet 5 inches.] FINDINGS OF FACT 1. As part of proposed alterations, a bathroom is to be constructed into the roof area of the second floor of the building that is the subject of this petition. 2. The horizontal ceiling height in the bathroom is approximately 8 feet 0 inches sloping down to 5 feet 5 inches. The ceiling height in the area of the water closet is 9 feet. 3. With the placement of the fixtures the ceiling height is adequate for normal usage. 4. The petitioner has proposed to install a fire and smoke detecting device in the second floor as required by the Uniform Code. WWW.DOS STATE NY.US EMAIL'. INFO((L'DOS STATE.NY US Am.um P. ce Petifibn No. 2002-0450 Wage 2 5. The local Code enforcement official has been consulted in this matter and does not object to the granting of a routine variance under the provisions of 19 NYCRR 450.6. CONCLUSIONS OF LAW Strict compliance with the provisions of the Uniform Fire Prevention and Building Code would produce a negligible additional health, safety and security benefit to the occupants of the building. DETERMINATION WHEREFORE IT IS DETERMINED that the application for a variance from 9 NYCRR 711.2(b), to allow a bathroom built into the roof area of the second story with a ceiling height of approximately 8 feet 0 inches sloping down to 5 feet 5 inches, be and is hereby PROPOSED TO BE GRANTED with the following conditions: 1. That the petitioner installs a fire and smoke detecting device in the second story in conformance with the Uniform Code. 2. That the building meets all other applicable sections of the Uniform code. This DECISION is issued under 19 NYCRR 450.6. Unless objected to by the petitioner in a writing received by the Department, the decision shall become FINAL after fifteen days of receipt of the decision by the parties. This decision is limited to the specific building and application before it, as contained within the petition, and should not be interpreted to give implied approval of any general plans or specifications presented in support of this application. George E. Clark, Jr. Director, Codes Division DATE: 6,146;140z. GRZ:sg Petition No: 2002-0450 The persons below are advised to TAKE NOTICE of the attached document. The attached document pertains to a petition for relief related to code requirements. If there are any questions, call (518)474-4073 and ask for the Variance Unit. Please refer to the petition number in all related conversations or correspondence with us. WILLIAM N ARNOLD 9 CANTERBURY DRIVE SAYVILLE NY 11782 BRUNO SEMONE TOWN OF SOUTHOLD BLDG DEPT PO BOX 1179 SOUTHOLD NY 11971 vl� r--- MICHAEL J. DUIGNA l., Air's rsLOGQ V % Ar(hited 1466 GASTON S1 REET WANTAGH,N) 11793 .DAPS. Ph. 516.826.6069 1+ax.516.'7! 7.3332 October 5, 2001 Building Department Town Of Southold 53095 Main Road Southold, NY 11971 Re: Permit No. 27519Z Arnold Residence, Latham Lane, Orient NY To Whom It May Concern: Per a recent telephone call with Bruno, I have clarified the height of the proposed mentioned residence. I have enclosed 2 signed and sealed sheets of sheet A-4 of the construction documents. Clarifications and modifications include- 1. nclude:1. Re-claculate height of building using actual height of Top of Foundation Wall per Joseph Ingegno, Land Surveyor's September 10, 2001 survey certifying the same as 21.45 feet. Average natural grade surrounding the residence is 13.1 feet as previously indicated on the approved drawings. 2. The pitch of roof has been lowered from 10.5 / 12 to 9 / 12. 3. Mean roof height has been calculated to be 34" — 6" above the average natural finish grade surrounding the residence . 4. Roof overhang detail drawing has been added, showing a 12 " overhang vs. 16" originally indicated. Thank you for your assistance in this matter. Please do not hesitate to call if you have any questions about tis correspondence or any clarifications made on the attached A-$ drawing. Sincerely, fi�, Michael J. Dui nan, AIA `F Lv4 Cc: Bill & Cindy Arnold w/ 3 copies STATE OF NEW YORK ) ss: COUNTY OF SUFFOLK ) M%rZtkllcU S_ O,, $AO, being duly sworn, deposes and says: That deponent is over the age of 18 years and resides at Vto1 Fgja'c?MIT 5T. w A'"TA6k l(-313 That on the 31 day of PAA�j , 2001 deponent arch itect/engineer, licensed by the State of New York, hereby states that s/he accepts full responsibility for the accompanying plans compliance with the New York State Fire Prevention and Building Code (9 NYCRR); said plans pertain to property located at SCTM# 1000- ( s- — o cl - (0 street addres�°O (—ek-T`'1&-V�` U4NC i o►?'le-NY &P rchitect/Engineer EKED.4 Sworn to before me this �day of , 2001. +� c , �: - ; i Notary public 4F E• \4 O r, CAB11 M ANTHONY SIN OBI® M cc: Applicant INN COMMI$6IONESaUU C��51q� _ BUILDING PERMIT EXAMINER CHECK LIST DATE REVIEWED: / 3//01 .DATE SUBMITTED:,/3:1:/01 APPLICANT NAME:(;��QcnilL s 1n SCTM# DISTRICT: 1.000 SECTION: BLOCK:__�__ LOT: A/D (� (� STREET: j „1 CITY: SUBDIV. NAME: �l.�A14 PROJECT DESCRIPTION: : �t.�a �.2�~ to o2esx�- a-c ARCHITECT/ENGINEER: _q-7s73>0 mua) FAST TRACK? 67 c k ` SINGLE& SEPARATE CERTIFICATION-REQUIRED? NOTESAppova gUb4NL5(d4d� 16 LATS 40,0008F-100-24.Lot recognition.(c ATED before June 30, 1983),UNDERSIZED LOTS FROM JAN.1997 100-25.Merger.(A nonconforming at y me after 711183) ZONING DISTRICT: o CONFORMING? REQ. LOT SIZE: ot000 ACT. LOT SIZE:14,11,941 REQ. LOT COV. ACT. LOT COV. REQ. FRONT PROP. FRONT�_REQ SIDE ACT. SIDE REQ. REAR-----,5—& PROP. REAR 1— Jr)(3 / /yy WATER FRONT? /V° DESCRIPTION: PANEL #: 75-6 FLOOD ZONE: Flaa AGENCY PERMITS REQUIRED FOR REVIEW APPROVALS RE U RED: SUFFOLK COUNTY HEALTH DEPT: NO, (BED ft DTE:L/6/e PERMIT#:R10-O/�O°6 NEW YORK STATE DEC: PRE-DEc 9/1ns YES or6p SOUTHOLD TOWN TRUSTEES: YES or TOWN ZONING BOARD APPROVAL: YES or TOWN PLAN. BOARD APPROVAL: YES or TOWN HISTORICAL PRE (SPLIA): YES or NYS ENERGY: YES OR NO : # 'r EGRESS (18 H min.?4 sq total) VENT(SQ. FT. x 4%) T(SQ. FT. x 8%) BUILDING PERMITS OPEN/EXPIRED: BP -Z/C/0 Z- , HAVE PRE CO'S : Y OR N BP _Z/C/0 Z- , VOTES: 70 de 'EE STRUCTURE: FOUNDATION:1'F/f/ " // SF FIRST FLOOR a��9,.'' ,f' SF SECOND FLRyg?l s„ SF INIT OTHER TOTAL TOTAL: SF FEE FEE FEE SF)- 8( sv SF)=531 SFX$.30=$1s?0'0+$ isv +$ =$ 77 - F 7GS-1802 BUILDING DEPT. INSPECTIONAe�zt_, [ 0UNDATION 1 ST [ ] ROUGH PLOG. [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY REMARKS: zo�eLo DATE_;/ INSPECTOR G2%u-� M-1802 BUILDING DEPT. INSPECTI [ ] FOUNDATION IST [ ] ROUGH PLBG. [ ] OUNDATION 2ND [ ] INSULATION [ F NG [ ] FINAL [ FIREPLACE A CHIMNEY ®/Z --J REMARKS: DATE �� INSPECTO 765-1802 BUILDING DEPT. INSPECTION [ J FOUNDATION IST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ J FRAMING [ ] FINAL [ J FIRE AC CHIMNEY REMARK • DATE INSPECTO M-1802 BUILDING DEPT. INSPECTIONk, [ ] FOUNDATION IST [ ] RO H PLBG. [ ] FOUNDATION 2ND [ INSULATION [ l FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY REMARKS: &AV 4x' DATE INSPECTOR c� 7 765-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION IST [ ;0UGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLA/C-E, & CHIMNEY MARKS: �i1/�i, z9LCA ok10, DATE �� INSPECTO h 765-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION 1ST A �Ro PLBG. [ ] FOUNDATION 2ND INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY RE ARK : DATE A7 INSPECTOR M-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION IST [ J ROUGH PLBG. [ ] FOUNDATION 2ND [ ] 1 ULATION [ ] FRAMING [ FINAL [ ] FIREPLACE & CHIMNEY 1P 4- REMARKS: Zj&� DATE D� INSPECT M-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INS TION [ ] FRAMING /�[ FINAL [ ] FIREPLACE & CHIMNEY REMARKS: DATE d INSPE ' II 1 1 i I • 1 1 r• r �jf � � • ` r X' .L/ _ i i I / / c i i SO NO r. �✓ r /� / oc l 4tl/ f i r ► / i � r / � ate..�� l! � e/./ / �...�� •�� / NOW AamAl In". SIM A / moi_ TOWS flFGtOOTHOLP bUl-L1)1NU?h.KMI1 APPLICAflUN CHECKL16 BUILDING DEPARTMENT Do you have or need the following,before applying TOWN HALL Board of Health ✓ SOUTHOLD, NY 11971 3 sets of Building Plansy TEL: 765-1802Survey •� PERMIT NO. �S/�� Check ✓ Septic Form ✓ N.Y.S.D.E.C. Trustees Examined 3 , 20_.!�/ Contact: Approve 120 8 j Mail to: W(WAM AYi.rroW Disapproved a/c VrCANTCRjj)(L`r Oft-. SA(VILtE N`1 Phone: 6 S I.S".2808 11'182 51{o. 2ZI 11 C DA7 n F" rt Building Inspector- j A% 6 L APPLICATION FOR BUILDING PERMIT €'IDG. n= Date MA`( 31 , 20 of INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 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 waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what-so-ever until a Certificate of Occupan is i;sued by the Building Inspector. ' APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or�aiterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances,building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Signature of applicant or name, if a corporation) CANTED- 1\--1 DIL. BaY�t U.E r Ny LI-191- (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder p w N E fL- n Name of owner of premises L t..] sa"y" C—(w E► -VL x,10 (as on the tax roll or latest deed) If applicant is a c o oration, signature of duly authori0d officer JtJ or (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: ,3 o a LATH A t^r I_tN E o'GL t E t,+T N`f House Number Street Hamlet County Tax Map No. 1000 Section lam' Block 01 Lot 1 Subdivision I—PNOS ENO Filed Map No. Lot (Name) Svdte existing use and occupancy of premises and intended use and occupancy of proposed construction: > a. Existing use and occupancy VAC-Ar>-( X00 b. Intended use and occupancy S io G t-c- i'A m i usf �_ES t n FN GP, W( Z cA-�L Gft AGE (aTTAc�t 3. Nature of work (check which applicable): New Building ✓ Addition Alteration Repair Removal Demolition Other Work (Description) G. Estimated Cost (00,00o Fee (to be paid on filing this application) If dwelling, number of dwelling,units Number of dwelling units on each floor If garage, number of cars If business, commercial or mixed occupancy, specify nature and extent of each type of use. Dimensions of existing structures, if any:Front riOf Rear Depth Height Number of Stories Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of-Stories Dimensions of entire new construction: Front ea-3-6 Rear 80•'x'3 Depth 31- Height .34�10"(ANc-•Exist C5aw+X�Number of Stories 'z Size of lot: Front 21S •o Rear Igo•"316 Depth 2Is� • 4"3 0. Date of Purchase l ` 3l- Dc)o\ Name ofFormer Owner To1+N4 E'Lt=�` CA Po VS 1. Zone or use district in which premises are situated (t ` 40 2. Does proposed construction violate any zoning law, ordinance or regulation: N o `. u 3. Will lot be re-graded `t E5 Will excess fill be removed from premises: YES NO W t ta.t,q-nn { UnJ o y q CIA NTEVIG% " p(L. 4. Names of Owner of premises pa OLO Address (;Pv-(vi t, ,NyTr?BL'hone No. (-31 .SS9• ?-$0g Name of Architect AIA Address TqoiitaelpbeqDTLdpmTemneNci 5[6 8�-6 6069 Name of Contractor Address Phone No. 5. Is this property within 100 feet of a tidal wetland? *YES NO ✓ • IF YES, SOUTHOLD TOWN TRUSTEES PERMITS MAY BE REQUIRED 6. Provide survey, to scale, with accurate foundation plan and distances to property lines. 1 . If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. TATE OF NEW YORK) SS: OUNTY OFI ) being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract) above named, �)He is the owNE✓`— (Contractor, Agent, Corporate 0 icer, etc.) f said owner or owners, and is duly authorized to perform or I e performed the said wo4`and to make and file this application; iat all statements contained in this application are true to the best of his knowledge and belief; and that the work will be erformed in the manner set forth in the application filed therewith. worntobefore me thi day of 200 1 f P--Q Notary Publ c Signature of Applicant ., Wvwul AIV"WAYSWUBIO WOTARYPUBLIC$TA (]! gUALMMIN ANN 'IrScrr+rr tnrnESAU('_00 I%,ED SURVEY O IU; LOT 10r f."� PAF. A(AP OF Lora LAND'S ENI Ls FILE No. 5909 FILED MAS S. 1973 v SITUATED AT S 88•57'40" E-Luzoa.ss' ORIENT POINT z&Y TOWN OF SOUTHOLD __ __�__ v, SUFFOLK COUNTY, NEW YORK N (� o S.C. TAX No. 1000-15-09-1.10 SCALE 1'=40' FEBRUARY 22, 2001 m MARCH 21, 2001 REVISED PROP. WELL t CESSPOOL. LOCATION I a A y I AREA = 41,781.49 sq. ft. I i 0.959 ac. LOT 10 y 1. MEVATWO AKamWOMM smioMN Viwim juwnw commL IMAM SEPM TANK CAPACITIES FOR A 1 To A OEDMM 110118E IS 1000 G110 m 1 TAM r I01M. ,•-r WL r-r DEET W � SYSMU FOR A 1 To 4 SEDMM NO= a 3W q n MEVALL AREA. *L r4%4 "'°E'.MNsaR POOL "mom Som Tmw 4. TW LO"TIM A ONSWATIM AIO/bR M A 0/FARILD FROM ommAK nmFIaD 800020IE w ofra"m TM®1 FR✓m 8000 mmuw lOE&%n IMP w. ntesmn 0 zom AL RIE 11000 Np010r EIERMm 1 I 201E x•. OWOF 1 Wft�OF 11LW[AR=Its 1NM E r1�Plvsv I {1 Q I =m I"MO//6M FIO ww NM LOW Wm 100-'m RDOD. CERTIFIED T0: WILLIAM ARNOLD LATHAM LANE oMM71Erwr ` k AS EFUSLO m a q1 =1 171.08' mEE�LAI° Amom so F� s aW57'a0• E 250.01' Fg k0L y ,c �Y g 45'40" W N/0/E i o O d ! M COUNTY OF SUF1°0Lx TEST HOLE DATA 4. 5, vACA1n '�7Esr HRE OW errlrrAoll &JOMMUM ON FESRuIar 9, 2001) • M...•.M�i. arc rMM 1. Sa1r tDw a SUFFOLK COUNTY EPARTIMENT OF N>fIALTN SERVICES NE LOT 11 ; 1ROM1 lalw>v la VACA� Ply IN'1T FOR AP ROVAL OF CONSTRUCTION FORA N.Y.S. Uc. No. +ease A. Or SINGLE ANILY RESIDENCE ONLii 'kat = aF IW Ci STA1c'_ `A w . 't' aROMI'1aE A Mab a/V r1 / r z MN IMOF o� OOFS Oa3 Y1P IIOf EIYOaO p �8ML DATE L 0 t j, .EF . F\� Q - Q ��6� . , 10WI A V lw'l OX E Land Surveyor Q ,r , otsmDasaR3 aooll® sau su1 APPROVED ala' s MY To PMM911Fai+�01ncmom ■[ AIM 0R M MWF 10 M TK ,� •"•�- -+•�. 0010WN. AO FNM 7ft Surveys - Sid *km - 9h f m - Oownwam L"ow FOR MAXIMUM OF L BEDROOMS O'O11�0 ""'a 0a'aw m Ian 1�Ma%2L OL WINK DF- E LiNw{MLOL PNM (631)722-6090 Fax (631)727-1727 EXPIRES THREE YEARS FROM DATE OF APPROVAL MD/OR ar INaFF a rrAr� OREM UXWO AT HUM A00RESS uf10'm- MBR[ P.O. 9a 1931 rte, NM York 11901 owmak Ilse Yom 11801-0085 SURVEY OF LOT 10 MAP OF LAND'S END FILE No. 5909 FILED MAY 3, 1973 LOT O9 SITUATED AT S 88.57'40 E 204.55' ORIENT POINT TOWN OF SOUTHOLD z SUFFOLK COUNTY, NEW YORK 0 _ _ _____ _`_ y S.C. TAX No. 1000-15-09-1.10 o SCALE 1"=40' n0i FEBRUARY 22, 2001 r IVO I co MARCH 21, 2001 REVISED PROP. WELL h CESSPOOL LOCATION _ I O SEPT.20, 2001 FOUNDATION LOCATION rn AREA = 41,781.49 sq. ff. O I i I`I 0.959 ac. y I f O dIQfES: i3 1 1. ELEVATIONS ARE 16E�Cm .6RS TO NV.0. 1SDATU1r I ODSTW 10"A11016 ANL SHOWN THUS: 1" 0 LOT f0 2- � RAIMO 103COOM O 0. •�!\O ZONE AE MSE FLOW EIE)"Ma OEIElVm -+ 7aA' 1 I Cl t �M�� zoE x•: AREAS orpWn'AM LE ----— —i———— & rlH7AD AREAS PROrECTFD ar LEVEES FROM 1001F/A RX OD rr. . 0 0 2 �' _l y- " I l — -- b P" ' FUME SED ' o CERTIFLO TO: =J a WILLIAM ARNOLD LATHAM LANE o m _. o1o�F L - – -— I1� p Fr„ Room Ud VWN THE WON" 0 r�V * 9 T M fOR lJCII. + D MBI vow STATE Ull '�) % 171 .08' Rano BROKEN 1--� aUNCIION ami AS ILS S 88.57.40- E 250.01• '�-} ; S. I8 4540 8T " COUNTY OF /FSUFFOLK 9r " W/ ' A 34.35' \ ; N.Y.S. Lie. No. 49M M LOT 11 uN1+RNowao KTOMmH D""°°a'°" L J OO SWOON SwrtY s A MOUTON OF z '�°`"`�" STAN Joseph A. ingegno 0OPE$OFiN6 a1aaEY MAP Nor eFiMLSrD THE�°a "ED E c Da Land Surveyor m�v"m1E�mw RE COLlaFAEO M crnlsrwna�EarwtEo FtneDH arca.wN rU DIaY m TE misw raN RNlaa nE wINEY O s .AID a la eortF m 7IE Site Rana — CarlaNFctloA layout 1TEE CollNN.aDEtalB1OL ABONN ATO Tale SurR�aye - Su0dlridorFe - ►C- Loons EISIITlNOM U3IED elelaa4 A10 pNpME (631)727-2090 F NIn AiE N TRANW elE. Fm (631)7z7-1727 V TIE E1057L710E OF alaRr OF WAYS OFFICES LOW0 AT NAM ADDRESS AND/OR TU0=l& 0s OF X0Wr , E 1390 ROVIONE Me" P.O. Box 1931 ANY. NOT TIOaN ARE MOT QUARAMIEED. RIVEla" Nw York 11901 Riew,sall, Naa Yank 11901-0096 r SURVEY OF LOT 10 MAP OF �s LAND'S END LOT FILE No. 5909 FILED MAY 3, 1973 SITUATED AT 91 , S 88.57'40 E 204.55' ORIENT POINT Z ''L WELL FE,rcE TOWN OF SOUTHOLD O oa•s �,sFON SUFFOLK COUNTY, NEW YORK o } o S.C. TAX No. 1000-15-09-1.10 L N 3 SCALE 1"=40' c 91 ca FEBRUARY 22, 2001 Ui MARCH 21, 2001 REVISED PROP. WELL & CESSPOOL LOCATION rn - •" i _ LOT 10 0 SEPT.20, 2001 FOUNDATION LOCATION • .� _ JANUARY 7, 2002 ADDED SEPTIC SYSTEM & WELL LOCATION SEPTEMBER 20, 2002 FlNAL SURVEY NOVEMBER 15. 2002 REVISED SEPTIC SYSTEM MEASUREMENTS AREA = 41,781.49 sq. ft. 1� Cow_ } lyWAis. 't'c 0.959 ac. cegr n I. EU a� �] �y r �' �'. 1. ELEVATIONS ARE ATIONS IAM TO N.G.V.D.THUS: :la DATUM ———— xxKK 06,E N �q cEsvoDL t Z 2. FLOOD INOOM�STIOM T FROM o n y ¢ — 76.0` E. Z.r 'p/- St- \ FLOOD INSURANCE DATE WIr No. 36103CONG c c� CESSPOOL O ZONE AE: BASE FLOOD ELEVATIONS DETERMINED a GY�,p ZONE%•: AREAS OF 700-YEAR FLOW; AREAS OF 100-YEAR FLOOD WITH AVERAGE En 7 'A7 DEPTH OF LESS THAN 1 FOOT OR WITH DRAPME APHIS LESS THAN '' C 'p n1 C I SOUW MILE: NLD REAS PROTECTED BY LEVEES FROM 100-YE-AR FL00D. z z O a L GAVEL DNe+flWY Y �C I2.f i i k i� tO a 0 CERTIFIED T0.• CA WILLIAM ARNOLD LATHAM LANE g - 0 %'1c^ y� 0 uRARN Nx6L t/E AMN Y 0.6'N.� �TMS�I ADOPTED SIESTA J 1F.. F t--I FOLMD BROKEN A3..7 W's'7 1 7 1.OB '6rATE LAND J B00 S 87'57'40' E 250.01' �, FOUNH I �.L ft-Cj L 1 5 82.45 40 W N/ORF SUFFOLK - , d <�° 7'40" Moo W Co LINTY OF SUFF r L:. 34.35' LOT1 f sF� VACANN.Y.S. Lic. No. 49668 TO THES UNAUTHORIZED ALTERATION TI ADDITION gTHS SURVEY 6 A VNEW YO OF �listl 7�aF THE NEN YORK STATE tzi ,Hs Mw NOT a�wIND Jos ph A. Ingegno EN `��"OT EELS Land Surveyor EO BE LID 91MLL NOT BE DO610FIfED TO BE A MIA IBNR COPY. O CERTIFICATIONS INDICATED HEREON SMALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY 6 PREDAED.AIA ON HS 804AIF TO TIE TITLE COMPANY.aDYEmNWorrAL AGENCY NO rile Surreys - SPMdMWb - Side PIwH - CoroMo n LwoW Lumam INSRTUrok LISTED HEREON.AM TO THE M,SIESS Of THE LOOM Wn- TURON. AE NOT 7RN19/UMBLE. PRONE (631)727-2090 Fox (631)727-1727 THE PaSTENCIE OF NIGHT Of WAYS OFFICES LOCATO AT AAM ADDRESS AND OR EASBIF]!f5 N>F REool®. E + wY, Ndr sNNWNE ARE MOT GAARANIEED. R iR��M. N" York 11901 RMAHOd.Pt mYV k"11'901-OM IA MiTek° d� � MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Re:0060ts Telephone 314/434-1200 PENNY LUMBER- ARNOLD RES -0060TS 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 P.D.J. Components Pages or sheets covered by this sea132068311 thruI2068320 My license renewal date for the state of New York isSEPTEMBER 30, 2002. f je1see+• D SLUZ February 19,2002 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec. 2. o cuss russ ype - y y - - 12068311 0060TS 25-CAP PIGGYBACK 24 1 On tional . . . s an I a n us nes, nc. u e age 3x4= 2-00 400 2-0-0 2-0-0 3 Scale=1:9.1 9.00 12 I i 4 2 5 1 m m 2x4= 2x4= Iolo i SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 4-0-0 ao0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.01 2-4 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 2-4 >999 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.01 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft=240 Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size) 1=202/0-5-8,5=202/0-5-8 Max Hoa 1=-60(load case 2) Max Uplift 1=-50(load case 4),5=-50(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-104,2-3=-220,3-4=-220,4-5=-104 BOT CHORD 2-4=182 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3) Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 1 and 50 Ib uplift at joint 5. 5)This truss has been designed with ANSI[TPI 1-1995 criteria. LOAD CASE(S) Standard �1�CoF�NN «►rEW . •E.r •� • February 19,2002 Awmmi;-ver m design rararaetere and REM lvoras ox rms AND Rcvasse sme aeroxa use. Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is iw an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is,responsibility of building designer-not truss designer. Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consuff OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing RecommendPla Recommendation available from Truss te Institute,683 D'OnoM1io Drive,Madison,WI 53719. ujf STANDARD PIGGYBACK ST-PIGGY a TRUSS CONNECTION DETAIL MiTek Industries,Inc. DECEMBER 2,2002 2'x_x 6'-0"SIZE TO MATCH TOP CHORD OF PIGGYBACK. Page 1 d 1 ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d NAILS SPACED 6"O.C.AND STAGGERED '.. PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS 1 ��. TO EACH PURLIN WITH �� 2-16d NAILS TOENAILED. ATTACH EACH PURLIN TO TOP pp/ j y CHORD OF BASE TRUSS WITH 2-16d NAILS. i - ► ;, 1I tT� BASE TRUSS � \ 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) I 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. ATTACH WITH 3-6d NAILS INTO EACH CHORD FROM ------ ----- /EACH SIDE(TOTAL-12 NAILS) FOR LARGE CONCENTRATED LOADS 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 AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x_x 6'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1 O 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. I O WARNING-Ver{fy design Fascsneters and BEAD NOTES ON THIS AND REVERSE SIDS BEFORE USE. ® Design vaNd for use oniv with MRek connectors.This design Is based only upon parameters mown,and Is la an Individual building component to be Installed and loaded vedlwlN• Applicability of design parameters and proper Incoipoiotion of component k responslblifty of building designer-not truss designer.Bracing shown is far lateral support of Individual web members only.Additional temporary brocklg to Insure stability during construction Is the lesponslblilty of the erector.Additional permanent bracing of the overall structure Is the responslbllNy of the bulkling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-et Quality standard,DSR-89 tracing specification,and NIB-91 MiTek® Handling IMfolling and RPlate Ree9mmendatlon avalkable from Truss ate Institute,693 D'Onoelo Drive,Madison,WI 53719. Job cuss russ ype y y - ARNMITI I2068312 0060TS 29-CAP PIGGYBACK 16 1 (optional) . . s an e n ustnes,Inc. I hu Feb 14 lb:TT7.T6 2002 Page 8-0-0 1-0-0 4-0-0 4-0-0 1-0-0 3x4= Scale=1.16.9 3 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 900 12 4 2 _ s m t m 3x4= 3x4- 171- 8-0-0 I8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.07 2-4 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.14 2-4 >635 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/def!=240 Weight:251b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size) 1=430/0-5-8,5=430/0-5-8 Max Horz 1=-128(load case 2) Max Uplift 1=-107(load case 4),5=-107(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-225,2-3=-451,3-4=-451,4-5=-225 BOT CHORD 2-4=353 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 Ib uplift at joint 1 and 107 Ib uplift at joint 5. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard N� tNN,1� a�.. EW lea E.�• �. o . * February 19,2002 A WARNIIya-VerVy design parasnsterr and REM NOTES ON THIS AND REVERSE WON BEFORE USE. aseresere Design valid for use only with MBek oonnectws.this design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design porameten and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the elector.Additional permanent bracing of the overall structure is the responsibgty of the building designer.For general guidance regarding fabrication,quality controt storage,delivery,erection and bracing,consul OST-tin Quality Standard,OSI-89 Bracing Specification,and NIB-91 M iTek® Handling Installing and Bracing Reeommendatbn ovolR able from Truss ate Insflute,583 D'Onof to Drive,Madison,W153719. o russTruss Type Qty y -ARNOLD RES-006OT&-- 12068313 0060TS 29-CAPG PIGGYBACK 2 1 (optional)-- s an I e nus nes, nc. Thu Febage -1-0-0 _.- 4-0-0 8-0-0 — 9-0-0 1-0-0 4-0-0 4-0-0 1-0-0 4x4= Scale=1:19.7 4 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 9 OO,-f2- 15.4 II 1.5x4 11 5 3 6 I 2 7- l m 1 m m d Io to 2x4= 1.5x4 11 1.5x4 11 1.50 11 2x4= 80-0 8-0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.07 Vert(LL) n/a - n/a M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl=240 Weight:28 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0.0 oc pur ins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS(lb/size) 1=12/8-0-0,7=12/8-0-0,2=117/8-0-0,6=117/8-0-0,9=141/8-0-0,10=229/8-0-0,8=229/8-0-0 Max Horz 1=-128(load case 2) Max Uplift 1=-75(load case 2),2=-44(load case 3),6=-10(load case 4),10=-119(load case 3),8=-117(load case 2) Max Grav 1=80(load case 3),7=12(load case 1),2=117(load case 1),6=117(load case 1),9=141(load case 1), 10=229(load case 1),8=229(load case 1) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=20,2-3=5,3-4=-112,4-5=-112,5-6=-72,6-7=20 BOT CHORD 2-10=37,9-10=37,8-9=37,6-8=37 WEBS 4-9=-99,3-10=-193,5-8=-193 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 68 It by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3) 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" 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 Ib uplift at joint 1,44 Ib uplift at joint 2, 10 Ib uplift at joint 6,119 Ib uplift at joint 10 and 117 Ib uplift at joint 8. 7)This truss has been designed with ANSI/TPI 1-1995 criteria. �Nmnl)iq� 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. O HEyi1 LOAD CASE(S) Standard r� • February 19,2002 A wARMNG-ver(f y design ya,a ustem and RrAD xoras om rms Alin Rvvzim sora RXFORE USE. �� rmirs k Design valid for use only with MITek connectors.This design based only upon parameters shown,and k to an Individual building component to be Installed and boded veHbolly. AppBcoblilty of design parameters and proper Incorporation of component is fesponsblify of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Acidltbnal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult QST-88 Quality Standard,DSB•99 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing Beaommondatlon avallabbom trTruu Plate InsiMute,383 D'Onotrio Drive,Madison,WI53719. Job russruss ype Qty y -7RNOLD-RE - 12068315 0060TS R1 HIP 11 1 (optional) . . . - �ZiS1SA s an 2-' 2TutiTe c n ustne�nc: u e age r1 JA 5-5-9 10-6-12 1 14-6-12 19-7-15 25-1-8 ?6-1 $ 1-0-0 5-5-9 5-1-3 4-0-0 5-1J 5-5-9 1-0-0 4x6= Scale=1.56.2 4x4= 4 5 9.00 FI2 3z4 3x4 J 3 6 0 2 7 -t 0 d1 _ Bio ' 0 0 44= 12 11 10 9 4x4= 1.5x4 11 3x4= 5x8= 1.5x4 11 5-5-9 10-8-0 14-5-8 19-7-15 25-1-8 5-5-9 5-2-7 3-9-8 5-2-7 5-5-9 Plate Offsets LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.06 11 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.10 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 7 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/dell=240 Weight: 123 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-1-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud WEBS 1 Row at midpt 4-10 REACTIONS(lb/size) 2=1522/0-5-8,7=1522/0-5-8 Max Horz 2=-395(load case 2) Max Uplift 2=-436(load case 4),7=-436(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=28,2-3=-1782,3-4=-1317,4-5=-1056,5-6=-1317,6-7=-1782.7-8=28 BOT CHORD 2-12=1395,11-12=1395, 10-11=1056,9-10=1395,7-9=1395 WEBS 3-12=104,6-9=104,4-11=365,5-10=365,3-11=-440,4-10=0,6-10=-440 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 Ib uplift at joint 2 and 436 Ib uplift at joint 7. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard NEW.r�_ • February 19,2002 A WARMNO-Ver(N design parameters and READ ROTAS ON TWS AND REVERSE SIDE BEFORE USE. Deslgn valid for use only with Mfiek connectors.This design is based only upon parameters shown,and is tot an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responslblNty of building designer-not truss designer.Bracing shown 4 for lateral support of Individual web members only.Additional temporary bracing to Insure stabllHy during construction is the responsibility of the erector.Additional permanent bracing or the overall structure k the responsiblllty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consufi OST-BB Oualfiy Standard.DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,5B3 D'Onohb Drive,Madison,WI 53719. o cussTruss Type Qty y - - 2068314 0060TS R1-GAB HIP 3 1 (optional) . . s an i e nus rtes, nc. u Feb 14 16:Tf!Z-20G2-P-ag-e-i--- FI-C�0. 10-6-12 �_- 14-6-12 _ 25-1-8 ?6-1-Bi 1-0-0 10-6-12 4-0-0 10-6-12 1-0-0 4x4= Soele=1:55.9 1.5x4 1I 4x4= 7 8 9 1.5x4 I I 6 10 1.5x4 1..sx4 II 9 0 1z 1.5x4 5 11 1.5x4 II 12 1.5x4 II 4 m 1.5x4 11 3 13 0 2 14 0 1 '1ia 0 0 3x4= 26 25 24 23 22 21 20 19 18 17 16 3x4= 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 5x5= 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 11 1.5x4 II 25-1-8 25-1-8 Plate sets - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a - n/a M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 14 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min /deft=240 Weight: 132 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS(lb/size) 2=274/25-1-8,21=222/25-1-8,20=196/25-1-8,22=196/25-1-8,23=225/25-1-8,24=232/25-1-8,25=214/25-1-8,26=274/25-1-8, 19=225/25-1-8,18=232/25-1-8,17=214/25-1-8, 16=274/25-1-8,14=274/25-1-8 Max Horz 2=-395(load case 2) Max Uplift 2=-156(load case 2),21=-46(load case 3),22=-32(load case 3),23=-109(load case 3),24=-117(load case 4),25=-111(load case 3), 26=-119(load case 3),19=-101(load case 2),18=-117(load case 4),17=-110(load case 2),16=-117(load rase 2),14=-66(load case 3) Max Grav 2=274(load case 1),21=230(load case 5),20=202(load case 6),22=202(load case 5),23=226(load case 5),24=232(load case 1), 25=214(load case 5),26=274(load case 5), 19=226(load case 6),18=232(load case 1), 17=214(load case 6),16=274(load case 6), 14=274(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=54,2-3=-137,3-4=-123,4-5=-117,5-6=-119,6-7=-118,7-8=-50,8-9=-50,9-10=-118, 10-11=-119, 11-12=-117,12-13=-123,13-14=-137,14-15=54 BOT CHORD 2-26=49,25-26=49,24-25=49,2324=49,22-23=49,21-22=49,20-21=49,19-20=49,18-19=49, 17-18=49,16-17=49,14-16=49 WEBS 9-20=-155,8-21=-182,7-22=-155,6-23=-185,5-24=-191,4-25=-179,3-26=-219,10-19=-185, 11-18=-191,12-17=-179,13-16=-219 NOTES 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 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase Is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek 1' "Standard able End Detail" N E 4) Provide adequate drainage to prevent water ponding. � �� • ( . 5)Gable requires continuous bottom chord bearing. �1��-`�{+� ,�p•` 6)Gable studs spaced at 2-M oc. !'- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2,46 Ib uplift at joint 21,32 Ib uplift at joint 22,109 Ib uplift at joint 23, 117 Ib uplift at joint 24,111 Ib uplift at joint 25,119 Ib �.� -� uplift at joint 26,101 Ib uplift at joint 19,117 Ib uplift at joint 18, 110 Ib uplift at joint 17, 117 Ib uplift at joint 16 and 66 Ib _ uplift at joint 14. 8)This truss has been designed with ANSI/TPI 1-1995 criteria. R ♦♦�, � LOAD CASE(S) Standard lit February 19,2002 0 WARNING-ver(f jj design parameters and READ NOTES ON THIS AND REVERSE S Z BEFORE eSE. � Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Appiloobliny of design parameters and proper Incorporation of component Is responsibility of building cl slgner-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during condruction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regording fabrication,quality control,storage,dellvery,erection and bracing,consult OST-8e Quality Standard,0111-89 Bracing Speoltloatlon,and HIB-91 MiTek® omm Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job russ russ ype Qty y - - -- 12068318 0060TS R2 HIP 6 1 (optional) . . . s e I e nus rtes, nc. ue a age 18-10-12 1 24-1-15 29-9-8 3,r0-9-Q 1-0-0 5-7-9 5-3-3 8-0-0 5-3-3 5-7-9 1-0-0 Scale=1:57 9 6x12= 6x8= 4 5 9.00112 3x4 3x4 3 6 ro 0 2 / 7 8 0 1 _ 0 0 4x4= 13 12 11 10 9 4x4_ 1.5x4 11 3x4= 3x4= 3x8= 15x4 11 5-7-9 11-0-0 18-9-8 24-1-15 I 29-9-8 5-7-9 5-4-7 7-9-8 54-7 5-7-9 Plate Offsets - - LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.08 12 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.22 10-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.07 7 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min Vdefl=240 Weight:154 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Sheathed or 3-7-7 oc purlins. 4-5 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 4-10 WEBS 2 X 3 SPF Stud*Except* 4-10 2 X 4 SYP No.3 REACTIONS(lb/size) 2=1788/0-5-8,7=1788/0-5-8 Max Horz 2=404(load case 3) Max Uplift 2=-502(load case 4),7=-502(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=28,2-3=-2197,3-4=-1720,4-5=-1384,5-6=-1720,6-7=-2197,7-8=28 BOT CHORD 2-13=1722,12-13=1722, 11-12=1384, 10-11=1384,9-10=1722,7-9=1722 WEBS 3-13=108,6-9=108,4-12=405,5-10=405,3-12=-438,4-10=A,6-10=-438 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 Ib uplift at joint 2 and 502 Ib uplift at joint 7. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. INIttfNt►tt LOAD CASE(S) Standard �j.few O: * it: February 19,2002 AWARNING-Vert&destyn parcrrseters and READ NOTES ON TMS AND REVERSE SMS BRIPORE Use. Design valrd for use only with MRek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. APPIIoobNBy of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is tot lateral support of Individual web members only.Additional temporary bracing to Insure stobURV during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the tesponslbBlty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Guallty Standard,DSS-e9 Bracing Specification,and NIB-91 M iTek® Handling Installing and Brooing Recommendation available from Truss Plate Institute,593 D'Onofllo Drive,Madison,W153719. o - russ -- truss type ty y -ARNO 6-0060 12068316 0 660TS R2-GAB HIP 1 1 o liana/ . . s an a nus nes, nc. u e age Ii-O- 10-10-12 18-10-12 29-9-8 30-94 1-0-0 10-10-12 8-0-0 10-10-12 1-M Scale=1.60.1 4x4= 4x4= 7 8 9 10 11 6 12 i 9.00 12 6 13 4 14 i 3 5 i 0 2 6 0 1 �1 1 to 0 0 3x4= 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4= 5.5= 29-9-8 29-9-8 Plate Offsets LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.11 Vert(LL) n/a - n/a M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 17 >999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 16 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min /defl=240 Weight:161 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF Stud WEBS 1 Row at midpt 11-22,10-23,9-24,8-25,7-26 REACTIONS(Ib/size) 2=285/29-9-8,24=230/29-9-8, 16=285/29-9-8,22=198/29-9-8,23=225/29-9-8,25=225129-9-8,26=198/29-9-8,27=225/29-9-8, 28=235/29-9-8,29=201/29-9-8,30=309/29-9-8,21=225129-9-8,20=235/29-9-8,19=201/29-9-8, 18=309/29-9-8 Max Horz 2=-406(load case 2) Max Uplift 2=-156(load case 2),24=-67(load case 4),16=-59(load case 3),23=-54(load case 3),25=-48(load case 3),26=-33(load case 3), 27=-109(load case 3),28=-118(load case 4),29=-105(load case 3),30=-137(load case 3),21=-101(load case 2),20=-1 18(load case 4), 19=-105(load case 2), 18=-134(load case 2) Max Grav 2=285(load case 1),24=230(load case 5),16=285(load case 1),22=204(load case 6),23=232(load case 5),25=232(load case 6), 26=204(load case 5),27=225(load case 5),28=235(load case 1),29=201(load case 5),30=309(load case 5),21=225(load case 6), 20=235(load case 1),19=201(load case 6),18=309(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=54,2-3=-140,3-4=-121,4-5=-111,5-6=-114,6-7=-112,7-8=-46,8-9=-45,9-10=-45, 10-11=-46, 11-12=-112,12-13=-114,13-14=-111,14-15=-121, 15-16=-140,16-17=54 BOT CHORD 2-30=45,29-30=45,28-29=45,27-28=45,26-27=45,25-26=45,24-25=45,23-24=45,22-23=45, 21-22=45,20-21=45, 19-20=45,18-19=45,16-18=45 WEBS 11-22=-157,10-23=-185,9-24=-190,8-25=-185,7-26=-157,6-27=-186,5-28=-192,4-29=-171, 3-30=-243,12-21=-186,13-20=-192,14-19=-171,15-18=-243 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 68 It by 25 It with exposure C 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 1.33,and the 1N11tl�fq� plate grip Increase Is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTekOF�NEW "Standard Gable End Detail" � f!.' 000: 4)Provide adequate drainage to prevent water pondin � 5)All plates are 1.5x4 M1120 unless otherwise indicated. el� 6) Gable requires continuous bottom chord bearing. .k 7)Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2,67 Ib - uplift at joint 24,59 Ib uplift at joint 16,54 Ib uplift at joint 23,48 Ib uplift at joint 25,33 Ib uplift at joint 26,109 Ib uplift at -� joint 27,118 Ib uplift at joint 28, 105 Ib uplift at joint 29,137 Ib uplift at joint 30,101 Ib uplift at joint 21,118 Ib uplift at - joint 20,105 Ib uplift at joint 19 and 134 Ib uplift at joint 18. t 9)This truss has been designed with ANSVTPI 1-1995 criteria. s� _ LOAD CASE(S) Standard fl February 19,2002 AwAitmrw-verVy deetyn passasnetsm and xaen NOTES om Tms AND REl2sse srDe Benoit use. ® Design valid for use only with MiTek connectors.11hb design Is based only upon parameters shown,and Is fa an Individual building component to be Installed and boded vedbaRy. AppgcabXBy of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for loteral support of Individual web members onN.Additional temporary bracing to Insure stability during conslructbn is the responsibllBy of the erector.Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consu8 OST-88 O tality Standard,DSI-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Hoeing Recommendation available from Truss Plate Institute.583 D'Onofrb Drive.Madison,WI 53719. o russ russ ype ty y - ARNOLD RES-0060T 12068317 0060TS R2-PG HIP 1 1 0 honal . . s e e n ustrles, nc. ue a age 1-0- 5-7-9 F 10-10-12 18-10-12 _ 24-1-15 29-9-8 130-9-8 1-0-0 5-7-9 5-3-3 8-0-0 5-3-3 5-7-9 1-0-0 Scale=1:57.9 6x12= 6x8= 4 2x4 II 5 9.00 j 12 3x4 G 3x4 Q 3 6 0 2 70 �i 8le 0 04= 13 12 11 10 9 4x4= 3x4= 3x4= 3x8= 5-7-9 11-0-0 18.9-8 X24-1-15 29-9-8 5-7-9 54-7 7-9-8 5-4-7 5-7-9 Plate sets LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.08 12 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.22 10-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.07 7 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl=240 Weight: 175 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except' TOP CHORD Sheathed or 3-7-7 oc purlins. 4-5 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 4-10 WEBS 2 X 3 SPF Stud"Except" 4-10 2 X 4 SYP No.3 OTHERS 2 X 3 SPF Stud REACTIONS(lb/size) 2=1788/0-5-8,7=1788/0-5-8 Max Horz 2=404(load case 3) Max Uplift 2=-502(load case 4),7=-502(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=28,2-3=-2197,3.4=-1720,4-5=-1384,5-6=-1720,6-7=-2197,7-8=28 BOT CHORD 2-13=1722,12-13=1722,11-12=1384, 10-11=1384,9-10=1722,7-9=1722 WEBS 3-13=108,6-9=108,4-12=405,5-10=405,3-12=-438,4-10=-0,6-10=-438 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition enclosed building,of dimensions 68 it by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3) 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" 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 M1120 unless otherwise indicated. �NHtH� 6)Gable studs spaced at 2-0-0 oc. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 Ib uplift at joint 2 and 502 Ib 0 WE ••• uplift at joint 7. 900 8)This truss has been designed with ANSI/TPI 1-1995 criteria. e1�a _t"' �a� LOAD CASE(S) Standard p • • February 19,2002 AwARMNO-VerW design passamstsrs and READ NOT=B oNTws AND REV==BIDE BEFORE DBE. dD Design valid for use only with MHex connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and looded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is tot lateral support of Individual web members only.Additional temporary bracing to Insure stabYBy during construction is the iesponslbllty of the erector.Additional permanent bracing of the overall structure is the responsIbIrly of the building designer.For general guidance regarding tabrkatlon,quality control.storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing Recommendation avolobie from Truss Plate Institute,693 D'Onofrb Drive.Madison,W 153719. Jot) russ Truss ype ty y - 12068319 0060TS S1 PIGGYBACK SCISSOR 10 1 (options' . . . s Jan 2 ZU02 Mi I e n ustnes,Inc. u e age pi-0-01 5-5-5 10-6-12 14-6-12 19-8-3 25-1-8 126-1-8 1-0-0 5-5-5 5-1-7 4-0-0 5-1-7 5-5-5 1-0-0 Scale=1:52.7 4x6= 4x6= 4 5 9 00 Fl2 3x4�z 3x4 O 3 6 ,i 1 \ 12 5x5= 10 m 3x4 3x4 0 2 13 9 7 Oi 1.5x4 II 1.5x4 II 8 jo 3.6 3.50 12 3x6 5-5-5 10-6-12 12-6-12 14-6-12 F 19-8.3 25-1-8 5-5-5 5-1-7 2-0-0 2-0-0 5-1-7 5-5-5 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.16 11 >999 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.22 11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.21 7 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl=240 Weight:116 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS(lb/size) 2=1522/0-5-8,7=152210-5-8 Max Horz 2=-395(load case 2) Max Uplift 2=-436(load case 4),7=-436(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-2770,3-4=-2088,4-5=-1901,5-6=-2088,6-7=-2770,7-8=26 BOT CHORD 2-13=2247, 12-13=2247,11-12=1744,10-11=1744,9-10=2247,7-9=2247 WEBS 3-13=104,3-12=-502,4-12=321,4-11=556,5-11=556,5-10=321,6-10=-502,6-9=104 NOTES 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 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane ooeanline,on an occupancy category I,condition I enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,7 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 Ib uplift at joint 2 and 436 Ib uplift at joint 7. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 4 WEtjr� . r A February 19,2002 tl SVARNING-VerW design and READ NOTES ON TRIS AND REVERSE WDE BEFORE USE. Design valid tot use only with Mrrek connectors.This design Is loosed only upon parameters shown,and Is tot an individual building component to be Installed and loaded ver9oally. Applicability of design parameters and proper Incorporation of component is responsibRly of building cl slgner-not truss designei.Bracing shown is for lateral support of Individual web members only.AddBbnal temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quaWy control,storage,delivery,erection and bracing,consult CST-88 Cualey Standard,0114-89 Ilraeing Specification,and HIB-91 Welk Handling Installing and Bracing Reccinmendatlon available from Truss Plate Institute,583 D'Onofrb Drive,Madison,VVI 53719. Job :S2 uss russ ype ty y - 12068320 0060TS PIGGYBACK SCISSOR 10 1 (optional) . . T� -2 ' s an 2 MITa n us nes, nc. u e age 0-0-ol 5-7-6 10-10-12 19-10-12 24-2-2 --- 1 0-0 +1-0-0 5-7-6 5-3-6 8-0.0 5-3-6 5-7-6 1-0-0 Scale=1:57.1 6x12= 6x12= 4 5 9.00 r12 3x4 i 3x4 3 6 11 / 5x5= 12 10 r M -7 — 3x4% 3x4 a \ 7 2 gt 13 9 \\ e jY 0 1.5x4 1 i rr'-_ 1.5X4 1 o 4x6 3.00 12 4x6 5-7-6 10-10-12 14-10-12 18-10-12 t 24-2-2 29-9-8 5-7-6 5-3-6 4-0-0 4-0-0 5-3-6 5-7-6 Plate setse, - e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.19 11 >999 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.28 11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.25 7 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min Well=240 Weight: 140 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Sheathed or 2-9-9 oc purlins. 4-5 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-4 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 3 SPF Stud REACTIONS(lb/size) 2=1788/0-5-8,7=1788/0-5-8 Max Horz 2=-404(load case 2) Max Uplift 2=-502(load case 4),7=-502(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=27,2-3=-3169,3-4=-2525,4-5=-2506,5-6=-2525,6-7=-3169,7-8=27 BOT CHORD 2-13=2547,12-13=2547, 11-12=2093,10-11=2093,9-10=2547,7-9=2547 WEBS 3-13=108,3-12=-467,4-12=338,4-11=725,5-11=725,5-10=338,6-10=-467,6-9=108 NOTES 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 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 hint from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 68 ft by 25 ft with exposure C 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 1.33,and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s)2,7 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 Ib uplift at joint 2 and 502 Ib uplift at joint 7. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 4-o�•NEW y V. February . F•�; 4 •* • February 19,2002 A WARMNO-Ver(N design parameter and READ NOTES ON TRIS AND REVERSE SWE BEFORE USE. teetwer e Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is lot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsiblllty of bulldl g designer-not truss designer.Bracing shown Is for lateral support of Individual web members onN.Additional temporary bracing to Insure stability during construction is the responsibllhy of the erector.Additional permanent bracing of the overall structure Is the iesponslblltty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSI-89 Bracing Specification,and NIB-91 M iTek® Handling Installing and Bracing Recomve mendallon available from Truss Plate Institute.583 D'Onohlo Dri ,Madison,WI 53719. C a � / 5 � I M iTek° ° 2` '-- MiTek Industries, Inc. j 14515 North Outer Forty Drive ' ! Suite 300 Chesterfield, MO 63017-5746 Re:0023tS1 _ 5 2Q Telephone 314/434-1200 PENNEY\0023TSL1 l 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 P.D.J. Components Pages or sheets covered by this sca112068284 thruI2068297 My license renewal date for the state of New York iSEPTEMBER 30,2002. 4i�Hp�is*sf }�0, tAi' V- February 19,2002 Fox;+ g taDSU►ltoi• The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec. 2. o cuss :FLOOR0023TSL F1-1 uss Type y 19 1 al 12068284 ., IT us nes, nc. u Feb 14 16:10:50 2002 Page 1-3-012--4 Scale=142.1 1x3 II 1x3 11 3x4= 1x3 1x3= 4x8= 1x3 11 3x6= 3x6 FP= 30= 3x4= 3x4= 1x3 II 316= 1x3 II Us= 1x3= r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ¢7 2814 -8111 Iv 26 25 24 23 22 21 20 19 18 17 16 3x6= 4x12= 3x8= 3x4= 1x3 I I 1x3 II 3x10 M1116 FP= 4x12= 3x6= 3x8 WB=3x8= 3x4= 11-11.4 13-2-4 25-1.8 25-1-8 Plate Offsets e e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.81 21-22 >367 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.12 21-22 >267 M1116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.17 16 n/a BCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight:132 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-3-12 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3*Except* Note large deflection shown below. 1-26 4 X 2 SYP No.1,15-16 4 X 2 SYP No.1 Consult project engineer or architect REACTIONS(Ib/size) 26=1362/0-3-8,16=1362/0-3-8 for aesthetic implications that could be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 26-27=-85,1-27=$4, 16-28=-85, 15.28=-84,1-2=-4,2-3=-3969,3-4=-3969,4-5=-6282,5-6=-6282, 6-7=-6282,7.8=-6857,8-9=-7005,9-10=-6857,10-11=-6282,11-12=-6282,12-13=-3969, 13-14=-3969,14-15=-4 BOT CHORD 25-26=2218,24-25=5302,23-24=6857,22-23=7005,21-22=7005,20-21=7005,19-20=6857, 18-19=6857,17-18=5302,16-17=2218 WEBS B-22=15,9-21=15,14-16=-2546, 14-17=2030,13-17=-199,12-17=-1544, 12-18=1136,11-18=-215, 10-18=-661,10-20=148,9-20=-202,2-26=-2546,2-25=2030,3.25=-199,4-25=-1544,4-24=1136, 5-24=-215,7-24=-061,7-23=148,8-23=-202 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSUTPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE LOAD CASE(S) Standard 1MIt1f1/1►� oF.NEW r February 19,2002 A WARMNO-Verify deetyn parameters and READ NOTES ON THIS AND REVERSE SFDE BEFORE USE. Design valld for use only with Mnek connectors.This design is based only upon parameters shown,and Is for on IndMduat building component to be Installed and loaded vertically. ApptoabllBy of design parameters and proper Incorporation of component is responsibility of building deslgner-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsiblUty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consu8 OST-88 Quality Standard,DSB-89 Bracing Specification.and HIB-91 M iTek® Handling Installing and Bracing Becommondatlon ovasfrld able from Truss Plate Institute,583 D'OnoDilve,Madison,W163719. Job russtruss ype y y 12068285 0023TSL Ft-1L FLOOR 2 1 o tional . . . industries,Inc. Thu Feb 14 1(j:IU:51 ZOU2 Page Scale=1:41.9 3x6 FP= 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 17 18 19 20 21 II - Ll 3 DIY '11 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4= 3x6 FP= 3x4= 26-1-8 25-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n1a BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 22 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1 st LC LL Min Udefl=360 Weight:109 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-M oc pudins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 REACTIONS(lb/size) 42=54/25-1$,30=3/25-1-8,22=44/25-1-8,41=146/25-1-8,40=147/25-1-8,39=147/251-8,38=147/25-1-8,37=147/25-1-8, 36=147/25-1-8,35--147/25-1-8,34=147/251-8,33=147/251-8,32=147/251-8,31=145/251-8,29=144/251-8,28=147/251-8 ,27=146/25-1-8,26=147/25-1-8,25=146/251.8,24--151/25-1-8,23--130/25-1-8 FORCES(lb)-First Load Case Onlyy TOP CHORD 42-43=-49,1-43=49,22-44=-38,21-44=-38,1-2=-6,2-3=-6,3-4=-6,4-5=-6,5.6=-6,6-7=-6,7-8=-6, 8-9=-6,9-10=-6,10-11=-6,11-12=-6,12-13=-6,13-14=-6,14-15=-6,15-16=-6,16-17=-6,17-18=-6, 18-19=-6, 19-20=-6,20-21=-6 BOT CHORD 41-42=6,40-41=6,39-40=6,38-39=6,37-38=6,36-37=6,3536=6,34-35=6,33-34=6,32-33=6, 31-32=6,30-31=6,29-30=6,28-29=6,27-28=6,26-27=6,2526=6,24-25=6,23-24=6,22-23=6 WEBS 2-41=-132,3.40=-134,4-39=-133,5-38=-133,6-37=-133,7-36=-133,8-35=-133,10-34---133, 11-33=-133,12-32=-133, 13-31=-133,14-29=-133,1528=-133,16-27=-133,17-26=-134, 18-25=-132, 19-24=-137,20-23=-120 NOTES (8) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are 1x3 M1120 unless otherwise indicated, 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE HE L LOAD CASE(S) Standard February 19,2002 ABVARNrNa-VerVy design parameters and READ NOTES ONTH78 AND RE VERSE SIDE BEFORE USE. ® Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and Is for on Individual building component to be Instaped and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building deslgner-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSR-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Rb ate Institute,683 D'OnoeDrive,Madison,WI 53719. O NSSrusS Type ty yITT- 12068286 002378E F1-2 FLOOR 1 1 o tional F.D.J.UUMPONEN T5 IP J918 4.201 SF InduSInes,Inc. I hu e age F 2-5-4 1-6-12�r1"3-0� 1�� 1-10-0 scale-1:50.0 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1x3 11 1x3 II 3x4= 3x4= 1x3= 4x8= 1x3 II 30= 3x4= 1x3 II 3x6 FP= 3x4= 1x3 11 5x12.5 MI116= 3x6= 3x4= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 7 281" 26 25 24 23 22 21 20 19 18 17 16 Ij 3x8= 4x12= 3x4= 3x4= 3x4= 3x10 M1116 FP= 4x12= 4x12= 3x4= 3x4= 1.5x4 SP= 3x4= 11-11-4 13-2-424-10-12 29-x}8 r � 29-9-8 Plate Offsets e e e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.82 22-23 >362 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.11 22-23 >268 MI116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.16 18 We BCDL 5.0 Cade BOCA/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:156 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 55-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. WEBS 4 X 2 SYP No.3'Except` 1-26 4 X 2 SYP No.t,15-16 4 X 2 SYP No.1 Note large deflection shown below. Consult project engineer or architect REACTIONS(lb/size) 26=130710-3-8,18=1930/0-3-8 for aesthetic implications that could Max Grav 26=1343(load case 2),18=1930(load case 1) be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 26-27=-102,1-27=-102, 16-28=11,15-28=11, 1-2=-5,2-3=-4378,3-4=-4378,4-5=-6351,5.6=5440, 6-7=5440,7-8=-6440,8-9=-8440,9-10=-6182,10-11=-3868, 11-12=-3868,12-13=920,13-14=920, 14-15=136 BOT CHORD 25-26=2514,24.25=5631,23-24=6351,22-23=6440,21-22=6182,20-21=5296,19-20=5296, 18-19=1826,17.18=-136, 16-17=-1 WEBS 6.23=-99,7-22=-167,13-18=-297,2-26=-2774,2-25=2070,3-25=-239,4-25=-1391,4-24=800, 5-24=-296,5-23=110,12-18=-3011,12-19=2268,11-19=-247, 10-19=-1586,10-21=984,9-21=-402, 9-22=336, 14-18=-856,14-17=95, 15-17=-160 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE NES LOAD CASE(S) Standard e••��Y February 19,2002 nere Devwnwrxo f r use design parameters and RaMD xors b ON refs AND REamRBa Shea ,aroxa uss. � Design valid for use only with MRek connectors.Thh design is boxed only upon parameters shown,and Is for on Individual building component to be Installed and loaded verticoRV. AppMeabll8y of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-e8 Quality Standard,DSB-e9 Bracing Specification,and NIB-91 M iTek® Handling Installing and Sraaing Recommendation ecomdation available from Truss Plate InstBute,583 D'Onofrlo Drive,Madison,WI 53719. Job russ Truss Type y PI, 12068287 0023TSL F1-2A FLOOR 1 1 o tional . . . s Jan I e inaustries,inc. u e age 1-9-8 254 1-10-0 Scale=1:53.3 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1x3 11 1x3 11 3x4= 3x4= 1x3= 412= 4X8= 1x3 11 3x4= 3X4= 1x3 11 3x8 FP= 3X4= 1x3 11 502.5 MII16= 3x6= 3X4= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 9 3019 28 27 26 25 24 23 22 21 20 19 18 17 11 06= 3X10= 4x12= 3X4= 3x4=3x10 M1116 FP= 012= 4x12= 3x4= 3x4= 3x6 WB= 3x4= 3x4= 2-2-12 13-114 15-24 26-10-12 31-9-8 31-98 Plate Offsets e, e, e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.80 23-24 >369 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -1.07 23-24 >276 M1116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.15 19 Tire BCDL 5.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min Well=360 Weight:173 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-6-4 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3*Except* 1-28 4 X 2 SYP No.1,16-17 4 X 2 SYP No.1 Note large deflection shown below. REACTIONS(lb/size) 27=154610-3-8,19=1 911/0-3-8 Consult project engineer or architect Max Grav 27=1583(load case 2),19=1918(load case 3) for aesthetic implications that could be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 28-29=-61, 1-29=-61, 17-30=11,16-30=11,1-2=-3,2-3=153,3-4=-4160,4-5=-4160,5.6=-6140, 6-7=-0238,7-8=-6238,8-9=-0238,9-10=-6238,10-11=-6019,11-12=-3784,12-13=-3784,13-14=921 ,14-15=921,15-16=136 BOT CHORD 27-28=-98,26-27=2297,25-26=5417,24-25=6140,23-24=6238,22-23=6019,21-22=6019, 20-21=5171, 19-20=1782,18-19=-136,17-18=-1 WEBS 7-24=-101,8-23=-152,2-27=-340,14-19=-297,2-28=118,3-27=-2712,3-26=2069,4-26=-243, 5-26=-1396,5.25=803,6-25=-298,6-24=125,13-19=-2963,13-20=2223,12-20=-247,11-20=-1541, 11-21=942,10-21=-377,10-23=285,15-19=-857,15.18=95,16-18=-160 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4)Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE �NI1111ryry LOAD CASE(S) Standard Q �NW r •� 0 February 19,2002 AWARNIINO-Ver j fy design parametssa and REM NOTES ON TMS AND RBVERSX SWE BEFORE USE. Design vaRtl for use only with Mf ek connectors.This design is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. ApplicabMty of design parameters and proper Incorporation of component is tesponslbBBy of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responslbNBy of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-118 Quality Standard,DSI-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Iraeing Recommendation available from Truss Plate Institute,683 D'Onofrlo Drhie,Madison,W153719. Jot) russ russ Type Qly Ply PENNl:-y1uuz311I Ll 12068288 0023TSL F1-2B FLOOR 1 1 otional . . . s an i e nus nes, nc, Thu e age r 2-5-41' 2-12i 1�-4-12� 1�-3�7- 11. d-1� 1-1�_. 012 scale=1:56.7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3x4= 3x4= 3x8 FP= 3x4= 1x3= 3x4= 3x8= 4x12= 1x3 II 3x4= 3x6 FP= 1x3 11 1x3 11 3x4= 3x4= 1x3 II 5x12.5 MII16= 3x8= 3x4= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 i 34 Iv 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4= 3x4= 4x12= 4x12= 3x10 M1116 FP= 3x4= 3x4= 3x4= 3x4= 1.5x4 SP=4x12= 4x12= 3x4= 3x4= 1.5x4 SP= 3x10 M1116 FP= 4-2-12 15-11-4 17.2-4 28-10-12 33-9-8 33-9b I-lateUtrSetS(X,Y): e eEdge] LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.80 25-26 >368 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 SC 0.81 Vert(TL) -1.06 25-26 >278 M1116 174/126 BCLL 0.0 Rep Stress Incr YES WS 0.90 Horz(TL) 0.15 21 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:179 lb LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 56-11 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3*Except* Note large deflection shown below. 1-32 4 X 2 SYP No.1,18-19 4 X 2 SYP No.1 Consult project engineer or architect REACTIONS(Ib/size) 30=1791/0-3-8,21=1886/0-3-8 for aesthetic implications that could Max Gray 30=1827(load case 2),21=1913(load case 3) be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 32-33=12,1-33=12,19-34=11,18-34=11, 1-2=255,2-3=690,3-4=695,4-5=-3765,5-6=-3765, 6-7=-5844,7.8=-5844,8-9=-5989,9-10=-5989,10-11=-5989,11-12=-5803,12-13=-5803, 13-14=-3638,14.15=-3638, 15-16=925,16.17=925,17-18=147 BOT CHORD 31-32=-1,30-31=-255,29-30=1852,28-29=5073,27-28=5073,26-27=5844,25-26=5989, 24.25=5803,23-24=4988,22-23=4988,21-22=1672,20-21=-147,19-20=-1 WEBS 9-26=-120,10-25=-137,3-30=-205,16-21=-288,1-31=-281,2-31=125,2-30=-557,4-30=-2809, 4-29=2125,5-29=-244,6-29=-1452,6-27=857,8-27=-328,8-26=185,1521=-2859, 15-22=2183, 14-22=-248,13-22=-1500, 13-24=905,11-24=-354,11-25=238,17-21=-852,17-20=100,18-20=-171 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4)Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE NEW LOAD CASE(S) Standard 1464��NEWY�r_ February 19,2002 AwARmNa-verm devion pararnerers and sewn dvores adv Tsars Arw xsvaRse ems BEFOPE use. Design valid for use only with Mlfek connectors.1hH design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is iesponsibll8y of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only,Additional temporary bracing to Insure stablUty during construction Is the iesponsibll9y of the erector.Additional permanent bracing of the overall structure Is the iesponsiblitly of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSR-89 Bracing Specification,and HIR-91 Welk Handling Installing and Rroelng Recommendation available from Truss Plate institute,583 D'Onoelo Drive,Madison,W153719. Job toss cuss Type Ply 7Y\UUZJ e 12068289 0023TSL F1-2C FLOOR 1 1 u e age nC 2-54 r1" 1342 1�d 1� 2-4-8� i 1-10-12 Scale=1:57.7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3x4= 3x4= 3x4= 3x8 FP= 3x4= 1x3= 3x4= 3x6= 5x12.5 MII16= 1x3 11 3x6 FP= 1x3 II 1x3 11 3x4= 3x4= 1x3 1 5x12.5 M1116= 3x8= 3x4= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3417 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4= 3x4= 4x12= 4x12= 3x10 M1116 FP= 3x4= 3x4= 3x4= 4x12= 4x12= 3x4= 3x4= 1.5x4 SP= 3x10 MII16 FP= 3x4= 1.5x4 SP= 4-9-6 165-14 17-8-14 29-55 34.4-2 3442 I-lateLMsets(X,Y): e eEdge] LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.81 25-26 >367 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -1.06 25-26 >279 M1116 174/126 BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(TL) 0.15 21 Na BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/dell=360 Weight:181 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5.6-13 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 4 X 2 SYP No.3*Except* 1-32 4 X 2 SYP No.1,18-19 4 X 2 SYP No.1 Note large deflection shown below. REACTIONS(lb/size) 30=1862/0-3-8,21=1876/0-3-8 Consult project engineer or architect for aesthetic implications that could Max Grav 30=1898(load case 2),21=1911(load case 3) be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 32-33=13,1-33=13,19-34=1 1, 18-34=11,1-2=254,2-3=899,3-4=902,4-5=-3609,5.6=-3609, 6-7=-5727,7-8=-5727,8-9=-5891,9-10=-5891, 10-11=-5891,11-12=-5711,12-13=-5711, 13-14=-3556,14-15=-3556,15-16=926,16-17=926,17-18=147 BOT CHORD 31-32=-1,30-31=-254,29.30=1673,28-29=4936,27-28=4936,26-27=5727,25-26=5891, 24-25=5711,23-24=4901,22-23=4901,21-22=1596,20-21=-147,19-20=-1 WEBS 9-26=-127,10-25=-134,3-30=-237,16-21=-284,1-31=-280,2-31=130,4-30=-2838,4-29=2150, 549=-245,6-29=-1474,6.27=878,8-27=-340,8-26=210,15-21=-2788,15-22=2178,14-22=-249, 13.22=-1493,13-24=900,11-24=-350, 11-25=227,17-21=-855, 17-20=100,2-30=-749,18-20=-170 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSVTPI 1-1995 criteria. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE LOAD CASEWE S) Standard ••• �1 r Ev February 19,2002 A WARMNO-VerVy design pammeterm and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ® Design valid for use only with Wets connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the iesponubYBy of the erector.Additional permanent bracing of the overoll structure is the responsib9tty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSO-69 Bracing Spectrbetlen,and XI111-91 M iTek® Handling Installing and OPlate raclng Recommendation available from Truss ate Institute,583 D'Onofib Drive,Madison,WI 53719. Job rsFLuss Type ty Ply 12068290 0023TSL F1-2D OOR 1 1 (optional) e . . s u age 2-4-2 2-5-4 24-8 1-10-12 Scale=1:54.3 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1x3 II 3x4= 1x3 11 3x8 FP= 3x4= 1x3= 3x10= 4x8= 1x3 11 3x4= 3x8 FP= 1x3 11 3x4= 3x8= 14 II 5x12.5 M1116= 3x8= 3x4= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 10 3219 Pi 30 29 28 27 26 25 24 23 22 21 20 19 18 34= 3x10= 4x12= 3x10 M1116 FP= 3x4= 4x4= 4x12= 4x12= 3x4= 3x4= 3x6 we= 300 M1116 FP= 3x4= 3x4= 1.5x4 SP= 2-9-6 14-5-14 15141 27-5-6 3242 i 3242 Plate Offsets e e e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.80 24-25 >370 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -1.07 24-25 >277 M1116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.15 20 n1a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1 st LC LL Min Vdefl=360 Weight:171 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 56-6 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 4 X 2 SYP No.3*Except* 1-30 4 X 2 SYP No.1,17-18 4 X 2 SYP No.1 Note large deflection shown below. Consult project engineer or architect REACTIONS(Ib/size) 29=1613/0-3-8,20=1905/0-3-8 for aesthetic implications that could Max Grav 29=1649(load case 2),20=1916(load case 3) be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 30-31=-94,1-31=-94,18-32=11,17-32=11,1-2=-5,2-3=257,3-4=-4066,4-5---4066,5-6=-6070, 6-7=-6179,7-8=-6179,8-9=-6179,9-10=-6179,10-11=-5944,11-12=-5944,12-13=-3675, 13-14=-3675,14-15=926,15-16=926,16-17=147 BOT CHORD 29-30=-206,28-29=2185,27-28=5334,26-27=6070,25-26=6070,24-25=6179,23-24=5944, 22-23=5077,21-22=5077,20-21=1656,19-20=-147,18-19=-1 WEBS 8-25=-105,9-24=-155,2-29=-408,15-20=-284,2-30=233,3-29=-2703,3-28=2089,4-28=-247, 528=-1408,5-27=817,6-27=-306,6-25=140,14-20=-2854,14-21=2243,13-21=-249,12-21=-1558, 12-23=962, 10-23=-384,10-24=297,16-20=-855,16-19=100,17-19=-170 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE pfltHt�y LOAD CASE(S) Standard QINE�Y E.At February 19,2002 AWARNING-VerVy design parameters and REM NOTES ON TRIS AND REVERSE'SIDS BEFORE USE. ® Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Acid"anal temporary bracing to Insure stability during construction is the responslbAlty of the erecta.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing RecommenaatlaTr navollable from Pun Plate Institute.583 D'Ononlo Drive,Madison,W153719. 0 russ cuss Type Qtyy 12068291 0023TSL F1-2E FLOOR 1 1 (optional) s an a nus nes,Inc. Thu Feb 14 16:1 1:UU 2UU2 Pagel 0-NI 2-5-41 1i 5-8� 1-3-O�i 1.5-8 2-4-8 _1-10-12 scale=1:50.9 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS 3x4 II AT ITS CANTILEVERED END(S). 3x4= 1x3 30= 3x4= 1x3= 4x8= 1x3 11 3x4= 3x4= 1x3 11 3x6 FP= 3x6= 1x3 11 5x12.5 MII16= 3,6= 3x4= 1x3= ijj 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 �9 30Iv 28 27 26 25 24 23 22 21 20 19 18 17 j 3x4= 4x12= 3x4= 3x4= 3x10 M1116 FP= 4x12= 4x12= 3x4= 3x4= 3x10= 3x6 WB= 3x4= 3x6= p-98 125-14 13814 25-5-6 3042 30-4-2 ae Lmsets e, e, e LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.81 23-24 >367 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -1.08 23-24 >273 M1116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 19 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/dell=360 Weight:161 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-5-11 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Ri id ceiling directly applied or 1040-0 oc bracing, Except: WEBS 4 X 2 SYP No.3*Except* N-0 oc bracing:19-20,18-19,17-18. 1-28 4 X 2 SYP No.1,16-17 4 X 2 SYP No.1 Note large deflection shown below. REACTIONS(lb/size) 27=1375/0-3.8,19=1923/0-3-8 Consult project engineer or architect Max Grav 27=1411(load case 2),19=1924(load case 3) for aesthetic implications that could be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 28-29=-36, 1-29=-36,17-30=11,16-30=11,1-2=-55,2-3=-52,3.4=-4327,4-5=-4327,5-6=-6286, 6-7=-6370,7-8=-6370,8-9=-6370,9-10=-6370,10-11=-6097,11-12=-3753,12-13=-3753,13-14=926 ' 14-15=926,15-16=147 BOT CHORD 27-28=2,26-27=2472,25-26=5572,24-25=6286,23.24=6370,22-23=6097,21-22=6097, 20-21=5194,19-20=1695,18-19=-147,17-18=-1 WEBS 7-24=-96,8-23=-169,2-27=-263,14-19=-284,1-27=119,3-27=-2678,3-26=2060,4-26=-247, 5-26=-1382,5.25=793,6-25=-291,6-24=105, 13-19=-2898,13-20=2285,12-20=-248,11-20=-1601, 11-21=1002,10-21=-406,10-23=344,15-19=-855,15-18=100,16-18=-170 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSl/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE �Nmy►gj LOAD CASE(S) Standard 1�p •NEW y - t February 19,2002 AWARMNO-Vsr(/y design parameter and READ ROTES ONTHM AND RE VPJM SSE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for on Individual buBOing component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bulldhg designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibWty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consuit OST-118 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation ovallable from Truss Plate institute.583 D'Onoblo Drive,Madison,W153719. Job russ toss ype uty Ply 0023TSL F1-2F FLOOR 1 1 12068292 o Iional . . . s an I e nus nes, nc. u e age 2-641-6-12 -1! 1-" 2-4-8 1-1� 0-12 Scale=1:50.0 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1x3 II 1x3 11 3x4= 3x4= 1x3= 4x8= 1x3 II 3x4= 3x4= 1x3 11 3x6 FP= 3x6= 1x3 11 5x12.5 M1116= 3x6= 3x4= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 7 2819 26 25 24 23 22 21 20 19 18 17 16 it 3x6= 4x12= 3x4= 3x4= 3x10 MI116 FP= 4x12= 4x12= 3x4= 3x4= 3x6 WB= 30= 3x6= 11-114 13-24 24-10-12 29-9-8 29-&8 t-lateLmsets(X,Y): e, e, Edge] LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.82 22-23 >363 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.10 22-23 >269 M1116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 18 Na BCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:155 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-5-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3*Except* 1-26 4 X 2 SYP No.1,15-16 4 X 2 SYP No.1 Note large deflection shown below. REACTIONS(Ib/size) 26=1306/0-3-8,18=1931/0-3-8 Consult project engineer or architect Max Grav 26=1342(load case 2),18=1931(load case 1) for aesthetic implications that could be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 26-27=-102,1-27=-102, 16-28=13,15-28=13,1-2=-5.2-3=-4374,3-4=-4374,4-5=-6343,5-6=-6431, 6-7=-6431,7-8=-6431,8-9=5431,9-10=-6140,10-11=-3764,11-12=-3764, 12-13=948,13-14=946, 14-15=252 BOT CHORD 25-26=2512,24-25=5625,23-24=6343,22-23=6431,21-22=6140,20-21=6140,19-20=5223, 18-19=1695, 17-18=-252,16-17=-1 WEBS 6-23=-97,7-22=-175,13-18=-240,2-26=-2772,2-25=2068,3.25=-239,4-25=-1389,4-24=798, 5-24=-295,5-23=108,12-18=-2925,12-19=2298,11-19=-245,10-19=-1620, 10-20=1019,9-20=-416 ,9-22=365,15-17=-278,14-17=131,14-18=-795 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE O� y LOAD CASE(S) Standard NE ` 7 February 19,2002 AWARNING-Ver(jy deslyn pannmetera and READ NOTES ON TWS AND REVERSE BIDE BEFORE USE. Design valid tot use only with Mitek connectors.This design If based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is iesponslblAty of building designer-not truss designer.Bracing shown is far lateral support of Individual web members only.AddRbrwl temporary bracing to Insure stability duiing construction is the responslbllity of the erector. Additional petmanenf bracing of the overall structure is the responsibWBy of the building designer.For general guidance legording fabrication,quality control storage,delivery,erection and bracing,consu8 GET-Bit GualBy Standard,DBB-89 Bracing SpecMlcatlon,and HIB-91 M iTek® mnd Handling Installing and Bracing Recommendation available from Truss Plate Institute,593 D'Onohio Dilve.Madison,Wl53719. Job cusscuss Type Qty y 12068293 0023TSL F1-2G FLOOR 1 1 7nu al , s an anes, nc. u Feb 14 16:11:02 2UO2 Page 2-5-0 1-6-12 11 -" 2�-4-8 1�1� Scale=1:48.6 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1x3 11 1x3 11 3x4= 3x4= 1x3= 4x8= 1x3 11 3x4= 3x4= 1x3 11 3x6 FP= 3x4= 1x3 11 5x12.5 MII16= 3x6= 4x6= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i 7 28119 26 25 24 23 22 21 20 19 18 17 16 3x6= 4x12= 3x4= 3x4= 3x10 MII16 FP= 4x12= 8x16=3x4= 3x4= 3x6 We= 3x4= 3x4= 11-11-4 13-2-4 24-10-12 29-0-0 29-0-0 ae sits e, e, e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deb PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.82 22-23 >362 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.12 22-23 >267 M1116 174/126 BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(TL) 0.16 18 n/a BCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:154 lb LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-411 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 4 X 2 SYP No.3*Except* 6-0-0 oc bracing:17-18,16-17. 1-26 4 X 2 SYP No.1,15-16 4 X 2 SYP No.1 Note large deflection shown below. REACTIONS(lb/size) 26=1323/0-3-8,18=1827/0-3-8 Consult project engineer or architect Max Grav 26=1348(load case 2), 18=1827(load case 1) for aesthetic implications that could FORCES(lb)-First Load Case Only be caused by these deflections. TOP CHORD 26-27=-102,1-27=-102,16-28=12,15-28=12,1-2=-5,2-3=4446,3-4=-4446,4-5=-6484,5.6=-6607, 6-7=-6607,7-8=-6607,8-9=-6607,9-10=-6350, 10-11=-4()43,11-12=-4043,12-13=632,13-14=634, 14-15=253 BOT CHORD 25-26=2549,2425=5732,23-24=6484,22-23=6607,21-22=6350,20-21=6350,19-20=5466, 18-19=2011, 17-18=-253,16-17=-1 WEBS 6-23=-110,7-22=-162, 13-18=-192,2-26=-2812,2-25=2107,3-25=-239,425=-1428,424=835, 5-24=-316,5-23=151,12-18=-2919,12-19=2257,11-19=-244,10-19=-1581,10-20=981,9-20=-395, 9-22=323, 15-17=-279,1417=123,1418=-513 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE � LOAD CASE(S) Standard L� 49• E`: Y • February 19,2002 A WARNING-VerVy design Farasneters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. es"! Design valid for use only with MRek connectors.This design Is based only upon parameter shown,and Is for an Individual building component to be Installed and boded vertically. App4cobM6y of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the eiecloi.Addelanol permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,dellvery,erection and bracing,consu8 OST-88 OwIRy Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing ReemRfrb omendatlon available from Truss ate Institute.583 D'OnoDrive,Madison,WI 53719. Job cuss cuss ype Qty yISLI 12068294 0023TSL F1-2H FLOOR 1 1 o tional . . s an I e nus nes,Inc. I hu Feb 14 1 t5:11:04 2002 Page 2-54 -� 15-12 1-3-0 1 155 24-8 1-8-2 Scale=1:45.3 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1x3 II 1x3 11 3x4= 1x3 1x3= 4x8= 1x3 II 3x4= 3x4= 1x3 11 3x8 FP= 3x4= 1x3 [I 4x8= 4x12= 1x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 IS IS 26Iv 24 23 22 21 20 19 18 17 16 15 S 3x6= 4x12= 3x4= 3x4= 3x10 M1116 FP= 4x12= 3x10= 44= 3x6 we= 3x4= 3x4= 11-114 13-24 t 24-10-12 27-0-2 27-0-2 a e s e, - e e LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.81 20-21 >366 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.11 20-21 >267 MI116 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.16 16 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:143 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-4-10 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-"oc bracing, Except: WEBS 4 X 2 SYP No.3*Except* 6-0-0 oc bracing:15-16. 1-24 4 X 2 SYP No.1,14-15 4 X 2 SYP No.t Note large deflection shown below. REACTIONS(lb/size) 24=1343/0-3-8,16=1588/0-3-8 Consult project engineer or architect Max Grav 24=1349(load case 2),16=1588(load case 1) for aesthetic implications that could be caused by these deflections. FORCES(lb)-First Load Case Only TOP CHORD 24-25=-102,1-25=-102,15-26=-56, 14-26=-56,1-2=-5,2-3=-4529,3-4=-4529,45=-6648,5-6=-0812 ,6-7=5812,7-8=-6812,8-9=-6812,9-10=-6595,10-11=-4368,11-12=-4368,12-13=133,13-14=-3 BOT CHORD 23-24=2591,22-23=5857,21-22=6648,20-21=6812,19-20=6595,18-19=6595,17-18=5750, 16-17=2378,155-16=-83 WEBS 6-21=-125,7-20=-147,13-16=-323,2-24=-2859,2-23=2153,3-23=-239,4-23=-1474,4-22=879, 5-22=-339,5-21=202,12-16=-2792,12-17=2210, 11-17=-244,10-17=-1536,10-18=938,9-18=-371, 9-20=273,13-15=102 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE LOAD CASE(S) Standard �NNEW February 19,2002 AWARWNG-Very)/design parsasneterm and READ NOTES ONTHIS AND REVERSE SIDE BEFORE USE. ® Design valid lot use only with Mnek connectors.This design is based only upon parameten shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary tofacing to Insure stability during construction Is the iesponsibll8y of the erector.Additional permanent bracing of the ovewll structure Is the responsibBsy of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consu8 CST-86 CualBy Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,593 D'Onohlo Drive,Madison,WI 53719. Job russ Truss Type y y 12068295 0023TSL F1-3 FLOOR 6 1 01 nal . . s an 1 e us nes, nc. Thu Feb 14 1 b:11:04 2WT-Pa-g-e-f 2-5-4 2-1-13 1-11-6 1-9-7 r i i Scale=1:23.4 1x3 II 1x3 II 1x3= 3x4= 1x3 11 1x3 11 3x4= 3x4= 1x3= 1 2 3 4 5 6 7 1 14 q Y 11 10 9 3x6= 3x4= 3x4= 3x4= 34= 4-11-9 6-11-1 14-141 14-1-0 Plate offsets e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.18 9-10 >901 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.24 9-10 >690 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.04 8 n/a BCDL 5.0 Code BOCAIANS195 (Matrix) 1 st LC LL Min I/defl=360 Weight:71 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-M or;puffins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS(Ib/size) 12=755/0-3-8,8=755/0-3-8 FORCES(lb)-First Load Case Only TOP CHORD 12-13=-108, l-I3=-108,8-14=-101,7-14=-101,1-2=-6,2-3=-2088,3-4=-2088,4-5=-2088,5-6=-2081,6-7=-5 BOT CHORD 11-12=1349,10-11=2088,9-10=2081,8-9=1349 WEBS 3-11=-299,4-10=-92,2-12=-1486,2-11=841,6-8=-1486,6-9=813,5-9=-264,5-10=8 NOTES (4) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed with ANSVTPI 1-1995 criteria. 3)Recommend 2x8 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3.164 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE LOAD CASE(S) Standard 11 h►I w February 19,2002 AWARMNG-VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ® Design valid for use only with Mnek connectors.This design is based only upon poiameten shown,and Is for on Individual building component to be Insialled and loaded vertically. Applicability of design parameters and proper Incorporation of component b responsibility of bullding designer-not flus; designer.Bracing shown is for lateral support of Individual web members only.Additional temporary braclp to Insure stability during construction is the responsibility of the erecta.Additional permanent bracing of the overall structure Is the iesponsibll6y of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSI-89 Bracing Specification,and NIB-91 M lack® Handling Installing and Bracing Recommendation available from Truss Plate Institute,683 D'Onofrlo Drive,Madlson,W153719. PENN Y\0023TSL1 Job I NSS NSSType y y 12068296 0023TSL F1-4 FLOOR 6 1 (optional) .D. . s an I e nus nes, nc. u e age 3x4= 1x3 0-104 3x4= 1 2-5-4 1x3 II 1 1x3=r 2 4 1x3= Scale=1:8.3 9 10 v 8 7 8 1x3 II 1x311 3x6= 1-2.12 1,3-12 4-1.8 3x6= 4-1-8 -Plate Offsets e e LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.01 5-6 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vart(TL) -0.01 5.6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n1a SCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:27 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 4-1-8 oc pudins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS(IWsize) 8=207/0-3.8,5=207/0-3-8 FORCES(lb)-First Load Case Only TOP CHORD 8-9=-8,1-9=-8,5-10=-106,4-10=-106, 1-2=-O,2-3=-190,3.4=-5 BOT CHORD 7-8=190,6-7=190.5-6=190 WEBS 3-5=-203,2-8=-290,2-7=198,3-6=-154 NOTES (4) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed with ANSVrPI 1-1995 criteria. 3) Recorrtrnend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE LOAD CASE(S) Standard �aN I. NEW February 19,2002 AWARNING-Ver(fg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valla for use only with Mirek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responslblHy of building designer-not buss designer.Bracing shown If for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction k the responsibility of the erector.Additional permanent bracing of the overall structure Is the imponslbliny of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation avoPcble from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job russ Truss Type ty y 12068297 0023TSL F1-51- FLOOR 1 1 o tional . . . s an l e nus nes, nc. u e age Scale=1:12.3 1x3 II 1x3= 1x3 11 1 2 1x3 11 3 1x3 11 4 1x3 11 5 1x3 II 5 1x3 II 7 1x3— 15 Y 1 3x4= 1x3 11 1x3 11 1x3 11 1x3 11 1x3 11 3x4= 7-M 7-M LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n1a M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Well=360 Weight:36 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 or;bracing. WEBS 4 X 2 SYPNo.3 OTHERS 4 X 2 SYP No.3 REACTIONS(Ib/size) 14=53/7-6-0,8=2717-6-0, 13=147/7-",12=147/7-6-0, 11=145/7-",10=153!7-6-0,9=113/7-6-0 FORCES(lb)-First Load Case Only TOP CHORD 14-15=-48,1-15=-48,8-16=-21,7-16=-21,1-2=-6,2-3=-6,3-4=-6,4-5=f,5.6=-6,6-7=-6 BOT CHORD 13-14=6,12-13=6,11-12=6,10-11=6,9-10=6,8-9=6 WEBS 2-13=-133,3-12=-134,4-11=-132,510=-139,6.9=-106 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5 This truss has been designed with ANSVTPI 1-1995 criteria. 6 Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»»>PLEASE VERIFY ALL INFORMATION: ACCEPTED BY: DATE LOAD CASE(S) Standard pntnrq, 4�.NEW r February 19,2002 AwAitwNG-ver(/g design parametsrs and mLw Nares oNTms AND Revznw sme BEPod7e use. ® Design vola lot use only with Mnek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown It for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance legording fabrication,quallty control,storage,delivery,erection and bracing,consult CST-ell Quality Standard.DSB-89 Bracing Specification,and HIB-91 M iTe k® Handling Installing and Bracing Recommendation ovallabie from Truss Plate Institute,693 D'Onofrlo Drive.Madison.WI 53719. MiTek® MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Re:0059ts Telephone 314/434-1200 PENNY LUMBER-ARNOLD RES-2ND FL-0059TS 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 P.D.J. Components Pages or sheets covered by this seaI12068298 thruI2068310 My license renewal date for the state of New York isSEPTEMBER 30, 2002. i SN cY `` E 1'/AV RIO, ° 40 ro 40 uiuou► February 19,2002 Fox, Steve The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec. 2. o russ cuss ype ty y - - - 12068298 0059TS F2-1 FLOOR 6 1 (optional s an I e nus nes, nc. u e age 2,-0 1-24 130 1-22-4 Scale=1:42.1 1x3 II 3x4= 1x3 II 1x3 II 1x3= 4x8= 1x3 11 3x6= 1x3 11 3x4= 3x4= 3x4= 3x6 FP= 3x6= 1x3 11 4x8= 1x3= i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 �7 28 q -y{7l Y 26 25 24 23 22 21 20 19 18 17 16 3x6= 4x12= 3x10 M1116 FP= 1x3 11 1x3 It 3x4= 3x8= 4x12= 3x6= 3x8=3x6 WB= 3x4= 11-11-4 13-2-4 25.1-8 25-1$ Plate Offsqlis e e LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.81 20-21 >367 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.12 20-21 >267 MII16 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.17 16 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) lsl LC LL Min I/deft=360 Weight:132 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP DSS TOP CHORD Sheathed or 5-3-12 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3`Except* Note large deflection shown below. 1-26 4 X 2 SYP No.1,15-16 4 X 2 SYP No.1 Consult project engineer or architect REACTIONS(lb/size) 16=1362/0-3-8,26=1362/0-3-8 for aesthetic implications that could be caused by these deflections. FORCES(Ib)-First Load Case Only TOP CHORD 26-27=-85,1-27=-84,16-28=-85,15-28=-84, 1-2=-4,2-3=-3969,3-4=-3969,4-5=-6282,5-6=-6282, 6-7=-6857,7-8=-7005,8-9=-6857,9-10=-6282,10-11=-6282,11-12=-6282,12-13=-3969, 13-14=-3969,14-15=-4 BOT CHORD 25-26=2218,24-25=5302,23-24=6857,22-23=6857,21-22=7005,20-21=7005,19-20=7005, 18-19=6857,17-18=5302, 16-17=2218 WEBS 2-26=-2546,2-25=2030,3-25=-199,4-25=-1544,4-24=1136,5-24=-215,6-24=-661,14-16=-2546, 14-17=2030,13-17=-199,12-17=-1544,12-18=1136, 11-18=-215,9-18=-661,9-19=148,6-22=148, 7-22=-202,7-21=15,8-19=-202,8-20=15 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard NEW O ,* • February 19,2002 0 wARlvrxo-vert&design panunetere and READ Nares oNTSIs AND Rev=w smx BzmRe use. ® Design valid for use only with Welk connectors.Thh design is based only upon parameters shown,and Is for an individual building component to be Installed and loaded vertically. AppRcabllRy of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the iesponsibl4ty of the erector.AddBlanal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult QST-98 Quality Standard,DS11-89 Bracing Specification,and HIS-91 M iTek® Handling Insng mm initialling and BraciReaoendallorr available from Truss Plate Institute.583 D'Onohlo Drive,Madison,W153719. o russ russ ype y y - - 12068299 0059TS F2-1A FLOOR 6 1 otional . . - s an i e nus ries,Inc. I nu e age 1-84 2-0-0 124 1i 2-4- 1-6-8 Scale=1417 3x4= 4x8= 3x4 11 4x8= 1x3 11 3x6= 1x3 11 3x4= 3x4= 3x4= 3x6 FP= 1x3 II 3x6= 1x3 11 3x4=6x8- 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 l ll IQ Iv 28 27 26 25 24 23 22 21 20 19 18 17 3x6= 4x12= 3x10 MI116 FP= 1x3 11 1x3 11 3x4= 3x8= 4x12= 4xB= 1x3 11 1.5x4 SP= 3x4= 3x6= 11-7-12 12-10-12 24-4-8 2q-tOrO 24-10-0 Plate Offsets e, - - Edge], e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.79 22-23 >368 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -1.09 22-23 >267 MII16 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.01 16 n/a BCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:133 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 4-1-14 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 Note large deflection shown below. REACTIONS(Ib/size) 28=1330/0-3.8,16=1330/0-5-8 Consult project engineer or architect for aesthetic implications that could FORCES(lb)-First Load Case Only be caused by these deflections. TOP CHORD 1-28=-72,16-17=7,1-2=0,2-3=-3625,3.4=-3625,4-5=-5917,5-6=-5917,6-7=-6485,7-8=-6624,8-9=-6464,9-10=-5881, 10-11=-5881,11-12=-5881,12-13=-3544,13-14=-3544,14-15=-1731,15-16=-1735 BOT CHORD 27-28=1883,26-27=4949,25-26=6485,24-25=6485,23-24=6624,22-23=6624,21-22=6624,20-21=6464,19-20=4888,18-19=1731, 17-18=0 WEBS 2-28=-2255,2-27=2019,3-27=-199,4-27=-1535,4-26=1121,5-26=-211,6-26=-654,6-24=140,7-24=-188,7-23=10,16-18=2101, 14-18=-1170, 14-19=2085,13-19=-212,12-19=-1558, 12-20=1151,11-20=-213,9-20=-672,9-21=153,8-21=-216,8-22=21 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard NE Np, v .* February 19,2002 A WARMNO-VerVy design painsunetere and R&W NOTES ON TZIN AND RV VERSE SME BEFORE EIM. �® Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual building component toto be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer.n truss designer.Bracing shown It for lateral support of Individual web members onN.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding labrkafbn,quoIHV control,storage,delivery,erection and bracing,consuff OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute.583 D'Onolrb Drive,Madison,WI 53719. o russ russ ype ty y -ARNOLD - - 12068300 F 0059TS 2-1B FLOO (optional 1 1 . . s an a nus nes, nc. u elq 2002 Page 1-8A ♦- 2 1-2-4 F-1-3-0- 1-5-7 Scale=1:38.4 3x4= 3x4 11 4x8= 1x3 II 3x6 FP= 1x3 11 30= 3x4= 3x4= 1x3 11 3x4= 1x3 11 4x8= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 y �Y 24 23 22 21 20 19 18 17 16 15 3x6= 4x8= 3x6= 3x4= 1x3 I I 1x3 II 3x6=300 M1116 FP= 4x8= 3x8= 11.7-12 12-10-12 22-11-11 22-11-11 Plate setse, - - e, e LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.64 20-21 >426 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.88 20-21 >310 MII16 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.13 15 n/a BCDL 5.0 Code BOCAIANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight: 121 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 4-9-15 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 15-17 4 X 2 SYP No.1 WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 24=1250/0-3-8, 15=1250/0-3-8 FORCES(Ib)-First Load Case Only TOP CHORD 1-24=-72, 14-15=-86, 1-2=0,2-3=-3366,3-4=-3366,4-5=-5383,5-6=-5383,6-7=-5383,7-8=-5821, 8-9=-5817,9-10=-5452,10-11=-5452, 11-12=-3561,12-13=-3561,13-14=0 BOT CHORD 23-24=1761,22-23=4554,21-22=5821,20-21=5817, 19-20=5817, 18-19=5817,17-18=4695, 16-17=4695, 15-16=2014 WEBS 2-24=-2109,2-23=1861,3-23=-199,4-23=-1376,4-22=961,6-22=-207,7-22=-504,7-21=39,8-21=6 ,8-20=-56, 13-15=-2317,13-16=1793,12-16=-192, 11-16=-1315,11-18=877,10-18=-156, 9-18=460,9-19=73 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 OG and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard NEW ease* � ••••e* February 19,2002 A WARNLYG-verW design parssrnstersr and READ ROres ON IMS AND REVERse SWE B8"RE use. Design valid for use only with MReK connectors.This design 4 based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibltty,of building designer-not truss designer.Bracing shown is for bteral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-68 Quality Standard.DSB-89 Bracing Specification,and HIR-91 MiTek® b Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'OnohDrive,Madison,WI5371 v. o russ russType ty y --ARNOLD RES-2ND 12068301 00-99TS F2-1C FLOOR 1 1 o Bona/ . . . 4.201 SRI s Jan 2 2002 MiTekIndustries, nc. uTFe6T4T5.fT.DT age 1-4-8 2-0-0 1-2-4 1-3-15 1-6-0 Scale=1:35.1 3x4 11 4x6= 1x3 11 3x6 FP= 3x4= 1x3 11 3x4= 3x4= 1x3 11 3x4= 1x3 11 4x6= 3x4 If 1 2 3 4 5 6 7 8 9 10 11 12 13 Iv 21 20 19 16 17 16 15 3x6= 08= 3x6= 3x4= 1x3 11 3x4= 3x6 FP= 3x10= 3x6= 1.5x4 SP= 11-7-12 12-11-11 20-11-11 r i 20-11.11 Plate Offsets e, - - e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.48 18-19 >514 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.66 18-19 >374 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 14 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:110 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 5-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 22=1140/0-3-8,14=1140/0-3-8 FORCES(lb)-First Load Case Only TOP CHORD 1-22=-72,13-14=-87,1-2=0,2-3=-3013,3-4=-3013,4-5=-3013,5-6=-4652,6-7=-4652,7-8=-4917, 8-9=-4695,9-10=-4695, 10-11=-3176, 11-12=-3176,12-13=0 BOT CHORD 21-22=1595,20-21=4013,19-20=4917, 18-19=4695, 17-18=4695,16-17=4129,15-16=4129, 14-15=1814 WEBS 2-22=-1910,2-21=1644,3-21=-199,5-21=-1159,5-20=740,6-20=-201,7-20=-305,7-19=-109, 8-19=303,8-18=-154,12-14=-2086, 12-15=1579, 11-15=-214,10-15=-1104,10-17=716,9-17=-305 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed with ANSI/TPI 1-1995 criteria. 3) Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard +,gmrrrgr o�.NEW February 19,2002 0wwe mig-verm design pansrrseters and RzAv drams omTms wdm navmass sma sadroaa Dae. ein,® Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. AppilcobARy of design parameters and proper incorporation of component is responsiblllly of building designer-not truss designer. Bracing shown is iw lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector,Additional permanent bracing of the overall structure is the responsIbility of the building designer.For general guldonce regarding fabrication,quality control,storage,delivery,erectlon and bracing,consult OST-88 OualBy Standard,0118.89 Bracing Specification,and HIB-91 M iTe k® Handling Installing and$facing Recommendation available from Truss Plate Institute.583 Wonofrlo Drive,Madison,Wl53719. Job russ cuss ype ty y - - 12068302 0059TS F2-1D FLOOR 1 1 o tional . .J 4.201 zsKi s jan zzuuz mi I ek Industries,Inc. I hu Feb 14 16: 2002 Pagel 1.8-8 —I 2.0-0 --I 1-2-4 Scale=1'.31.7 3x4 11 3x8= 1x3 II 3x4= 1x3 II 3x6 FP= 3x4= 3x4= 3x4= 1x3 11 3x6= 3x4 1 2 3 4 5 6 7 8 9 10 11 12 II Iv 20 19 18 17 16 15 14 3x6= 3x8= 3x7.5 M1116 FP= 3x4= 1x3 11 1x3 11 3x8= 3x6= 3x6= 11-7-12 12-11-11 18-11-11 r i 18-11-11 mate offsets(X,Y): I1:FClge,u-l-l3j e LOADING(psf) SPACING 2-0-0 CSITVert(TL) FL in (Ioc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72rt(LL) -0.36 16-17 >630 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 -0.49 16-17 >457 MII16 174/126 BCLL 0.0 Rep Stress Incr YES WB 0.57rz(TL) 0.07 13 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) LC LL Min Vdefl=360 Weight:101 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 5-5-7 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP DSS*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 19-21 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 13=1030/0-3-8,21=1030/0-3-8 FORCES(lb)-First Load Case Only TOP CHORD 1-21=-72,12-13=-83, 1-2=0,2-3=-2662,3-4=-2662,4-5=-3923,5-6=-3923,6-7=-3923,7-8=-4008,8-9=-3596,9-10=-2760, 10-11=-2760,11-12=0 BOT CHORD 20-21=1428, 19-20=3472, 18-19=3472, 17-18=4008, 16-17=3596,15-16=3596,14-15=3596,13-14=1626 WEBS 2-21=-1710,2-20=1429,3-20=-201,4-20=-939,4-18=523,5-18=-197,7-18=-99,7-17=-243,8-17=561,8-16=-259,11-13=-1870, 11-14=1315,10-14=-85,9-14=-1041,9-15=245 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)All plates are M1120 plates unless otherwise indicated. 3)This truss has been designed with ANSUTPI 1-1995 criteria. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard NEWAt&40 o . * w • February 19,2002 AWARNINO-Ver(&design pi numeterir and READ NOTES ON TMS AND REVERSE SmE BEFORE USE. Design valid for use only with Mlfek connectors.This design Is based only upon parameter shown,and is for an Individual bulkding component to be Installed and loaded verllooRV. Applicability of dedgn parameters and proper Incorporation of component K responsibility of bullding designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during condructlon is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consuB OST-88 Quality Standard.DS11-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing 8eaommendatm frio lonavallable froTruss Plate Institute-583 D'OnoDrive,Madison,WI63719. Job russ russ ype ty y -ARNOLD - 12068303 0059TS F2-1 E FLOOR 1 1 o tional . . s an 1 e nus nes,Inc. I hu Feb 14 16:11:10 2007 age 10-0 1 1-ii-0 1�14 ii 130 1.8-7 Scale=1:35.9 3x4= 3x4 II 3x6= 3x6= 3x8= 1x3 30= 1x3 11 3x6 FP= 3x4= 1x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 Iv f 20 19 1e 17 16 15 f 3x6= 3x10= 3x6 FP= 300= 3x6= 3x4= 1x3 11 3x4= 3x6= 40-4 16-1-12 174-12 215-11 21b11 Plate Offsets e, - e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.19 16-17 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.26 16-17 >796 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 14 n/a BCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min I/def]=360 Weight:115 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 6-0-0 oc bracing:21-22,19-21. REACTIONS(lb/size) 14=755/0-3-8,22=-490/0-3-8,21=2070/0-3-8 Max Uplift 22=-652(load case 3) Max Grav 14=756(load case 3),22=31(load case 2),21=2070(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-22=-85,13-14=-96,1-2=0,2-3=2462,3-4=2463,4-5=-602,5-6=-602,6-7=-2027,7-8=-2027, 8-9=-2027,9-10=-2180,10-11=-1870, 11-12=-1870, 12-13=0 BOT CHORD 21-22=-1037,20-21=-706, 19-20=-706, 18-19=1492,17-18=2180,16-17=1870,15-16=1870, 14-15=1149 WEBS 3-21=-228,10-16=-184, 11-15=-342,2-22=1193,2-21=-1643,4-21=-2008,4-19=1515,5-19=-205, 6-19=-1032,6-18=620,7-18=-201,9-18=-176,9-17=-197, 10-17=435,12-14=-1322, 12-15=874 NOTES 1)This truss has been checked for unbalanced loading conditions. 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 652 Ib uplift at joint 22. 3)This truss has been designed with ANSIf-rPI 1-1995 criteria. 4) Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0NEWT per. IS February 19,2002 AWARNMG-Veriffly design parameters and READ NOTES ON THIS AND RXVERBE WDE BEFORE USX. reirmser Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for on Individual bulkling component to be Installed and loaded vertically. Applicability of d*dgn parameters and props Incorporotbmk n of coponent responsibility of building designer-not truss designer.Bracing shown It for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additbnol permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-IB Cuallty Standard,DSI-I9 Bracing Specification,and HIS-91 M iTek® Handling Installing all Bracing Recommendation avolobb frb from Truss Plate Institute,583 D'OnoDrive,Madison,W153719. o fuss f12068304 uss Type ty y - - 0059TS F2-1F FLOOR 1 1 (optional) . . s an I e nus nes,Inc. Inu e age 2-0-0 1-1" 1-0-12� 1-0-0 if _-22.0 Scale=1:42.7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3x4= 3x4 II 4x4= 3x6= 4x4= 1x3 11 3x4= 1x3 11 3x6 FP= 4x4= 1x3 11 4x6= 3x6= 3x6= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 � 41 ry, P1 101 N 191Iv 26 25 24 23 22 21 20 19 18 17 16 3x6= 3x8= 3x6= 3x6 FP=3x6= 04= 1x3 I I 4x4= 3x10= 30= 3x4 16-1-4 17-5-0 20-11-0 25-6-0 25-6-0 mate ses LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.16 20-21 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.21 20-21 >925 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) -0.01 18 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:140 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2'Except* TOP CHORD Sheathed or 6-0.0 oc puffins, except end verticals. 8-15 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 26=-319/0-3-8,25=1657/0-3-8, 18=2287/0-3-8 Max Uplift 26=-482(load case 3) Max Grav 26=73(load case 2),25=1657(load case 1),18=2289(load case 3) FORCES(lb)-First Load Case Only TOP CHORD 1-26=-85, 15-16=-0,1-2=0,2-3=1870,3-4=1871,4-5=-348,5-6=348,6-7=-940,7-8=-940, 8-9=-940,9-10=-704,10-11=27,11-12=27,12-13=2384,13-14=2384, 14-15=476 BOT CHORD 25-26=-738,24-25=-547,23-24=825,22-23=825,21-22=704,20.21=-27,19-20=-27, 18-19=-947, 17-18=-476,16-17=0 WEBS 3-25=-223,10-20=-337,11-19=-657,13-18=-493,2-26=849,2-25=-1305,4-25=-1513,4-24=1036, 5-24=-203,6-24=-553,6-22=133,7-22=-185,9-22=272,9-21=-553, 10-21=1042, 12-18=-1642, 12-19=1291,15-17=-543,14-17=266,14-18=-2166 NOTES 1)This truss has been checked for unbalanced loading conditions. 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4821b uplift at joint 26. 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards- LOAD CASE(S) Standard 111111111q�� 1) Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) �NE W r Vert: 18-26=-10.0, 1-13=-100.0.13-15=-300.0 e� -;•" i Alh- 10 • February 19,2002 A wwR NG-veryl;design pascsnttere and R&w lvoras omTws AND R6T/ERs6 sma EEFORR Um. �® Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and baited vertically. Applicability of design parameters and proper Incorporation of component is fesponsibitey of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stabllBy during construction is the responsbllity of the erector.Additional permanent bracing of the overall structure is the responsbility of the building designer.For general gubance regarding fabrication,quality control,storage,delivery,erection and bracing,consuit OST-88 Quality Standard.DSS-89 Bracing Specification,and HIR-91 M iTek® Handling installing and Bracing RecommenR rsallon available from Truss ate Institute,583 D'onoolo Drive.Madison.WI 53719. o russ russ y— pT e ty Ply -ARNOLD - - 12068305 0059TS F2-1G FLOOR 1 1 (optional) . . s an I e nus rtes, nc. u e age 20-0 1-11-o 1i -0-12 i 13-0 1-10-12 1-9-8 Scale=1:36.4 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS 3x4— AT ITS CANTILEVERED END(S). 3x4 11 3x6= 3x6= 3x6= 1x3 3x4= 1x3 11 3x6 FP= 3x4= 3x4= 3x6= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 L=L Iy 23 22 21 20 19 16 17 16 15 14 3x6= 3x10= 3x6 FP= 3x6= 3x4= 1x3 11 1x3 11 3x8= 3x4 11 3x8= 444 16-14 17-54 19-7-12 21-&8 21-9-8 Plate Uffses e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.17 17-18 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.23 17-18 >783 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 15 n/a BCDL 5.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight: 121 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 6-0-0 oc bracing:22-23,20-22. REACTIONS(lb/size) 23=-407/0-3-8,22=1876/0-3-8,15=901/0-3-8 Max Uplift 23=-573(load case 5) Max Grav 23=54(load case 4),22=1891(load case 2),15=903(load case 3) FORCES(lb)-First Load Case Only TOP CHORD 1-23=-85, 13-14=19,1-2=0,2-3=2175,3-4=2176,4-5=-500,5-6=-500,6-7=-1543,7-8=-1543, B-9=-1543,9-10=-1518, 10-11=-1013,11-12=183,12-13=182 BOT CHORD 22-23=-892,21-22=-618,20-21=-618,19-20=1200, 18-19=1518, 17-18=1013,16-17=1013, 15-16=1013, 14-15=0 WEBS 3-22=-226,10-17=-299,11-16=252, 12-15=-166,2-23=1026,2-22=-1479,4-22=-1781,4-20=1296, 5-20=-204,6-20=-812,6-19=397,7-19=-195,9-19=29,9-18=-349,10-18=720,11-15=-1373, 13-15=-212 NOTES 1)This truss has been checked for unbalanced loading conditions. 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 573 Ib uplift at joint 23. 3) This truss has been designed with ANSI/TPI 1.1995 criteria. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard V� NEpq'� .� , February 19,2002 AwwRwNG-verVy design parainetrins and READ Nores oNTms AND ReveRBe sroe aeroRe use. ® Design valid for use only with MRek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown h for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibslty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST-88 Quality Standard,D&B-89 Bracing Specification,and NIR-91 M iTek® Handling Installing and Bracing Reeommenciatbn available from Truss Plate Institute.5B3 D'OnofFlo Drive,Madison,WI 53719. ENNY LUMBER- - - o. . . css Truss Type 1 7yto 12068306 1FLOOR ona s an I e us res, nc. Thu e age 240-0 1-11-0 1�- 0=12 1-4-0 �(�5- �—1-6-0 1-6-4 scale=1:36.4 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3x4= 3x4 11 3x4= 3x6= 4x4= 1x3 11 3x4= 1x3 II 3x6 FP= 4x4= 5x14= 4x4= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 14 25 24 23 22 21 20 19 18 17 16 15 3x6= 3x8= 3x6 FP= 3x6= 4x6= 1x3 11 5x5= 3x4= 3x4 11 3x6= 3x10= 4-40 16-10 175-4 18-2-8 21-9-8 21-9 8 Plate Offsets e, - e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.14 19-20 >999 MI120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.19 19-20 >871 BCLL 0.0 Rep Stress Incr NO WB 0.66 HOrc(TL) -0.02 17 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:124 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2*Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 8-14 4 X 2 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 4 X 2 SYP DSS*Except* 10-0-0 oc bracing: 15-16. 23-25 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 REACTIONS(Ib/size) 25=-212/0-3-8,24=1386/0-3-8, 17=2418/0-3-8 Max Uplift 25=433(load case 5) Max Grav 25=163(load case 4),24=1603(load case 2),17=2420(load case 3) FORCES(Ib)-First Load Case Only TOP CHORD 1-25=-85, 14-15=7, 1-2=0,2-3=1497,3.4=1498,4-5=-151,5-6=-151,6-7=-184,7-8=-184,8-9=-184 ,9-10=325, 10-11=1281,11-12=1281,12-13=2186, 13-14=428 BOT CHORD 24-25=-550,23-24=466,22-23=-466,21-22=349,20-21=-325,19-20=-1281, 18-19=-1281, 17-18=-2076,16-17=-428,15-16=0 WEBS 3-24=-221, 10-19=-541,11-18=-730, 12-17=-1519,2-25=632,2-24=-1093,4-24=-1179,4-22=714, 5-22=-203,6-22=-230,6-21=-191,7-21=-184,9-21=586,9-20=-713,10-20=1363,12-18=1631, 14-16=-524, 13-16=329, 13-17=-2158 NOTES 1)This truss has been checked for unbalanced loading conditions. 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 433 Ib uplift at joint 25. ,Nm /►�j f 3)This truss has been designed with ANSI/TPI 1-1995 criteria. 17 Ci W 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be ` •*s 0 attached to walls at their outer ends or restrained by other means. "� l� fife- 5) er 5)CAUTION,Do not erect truss backwards. O . * LOAD CASE(S) Standard 1) Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert: 15-25=-10.0, 1-12=-100.0, 12-14=-450.0 �� February 19,2002 Qwwrtxma-verVy deatyn yara,sseeere ww xEwn aoras ojv Tms worn xevaRse srna BEFORE VSX. a Design valla for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.rot general guidance Iegording fabrication,quality control.storage,delivery,erection and bracing,consult OST-88 Quality Standard,OSB-B9 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendollon available from Truss Plate Institute,593 D'Onotdo Drive,Modeon,W153719. OU uss uss ype =yy =–NNYIUMBER-ARNOLD RES-2ND FL-UU591612068307 0059TS F2-3 FLOOR (optional) . . s Jan 2 2002 Mi I eK Inclusmes,Inc. Thu Feb 14 16:11:13 2002 PageT- 1-4-0 1-4-8 1 Scale=1.30.0 1x3 II 3x4 11 3x4= 3x6= 3x6= 1x3 11 3x4= 30 FP= 3x4= 3x4= 3x4 I1 1 2 3 4 5 6 7 8 9 10 11 4 v 17 16 15 14 13 3x6= 3x8= 3x6 FP= 3x6= 3x6= 1x3 11 1x3 II 3x6= 4-04 14-0-0 15-7-8 18.0-0 18-0-0 I-late Offsets e, - e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.13 14-15 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.18 14-15 >908 BOLL 0.0 Rep Stress Incr YES We 0.44 Horz(TL) 0.01 12 n/a BCDL 5.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:97 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 12=579/0-3-8, 19=-292/0-3-8,18=1665/0-3-8 Max Uplift 19=454(load case 3) Max Grav 12=582(load case 3),19=83(load case 2), 18=1665(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-19=-85, 11-12=-55,1-2=0,2-3=1772,3-4=1773,4-5=-567,5-6=-567,6.7=-1317,7-8=-1317, 8-9=-1317,9-10=-993,10-11=0 BOT CHORD 18-19=-689, 17-18=-387,16-17=-387, 15-16=1109,14-15=993, 13-14=993,12-13=993 WEBS 3-18=-224,2-19=792,2-18=-1249,4-18=-1583,4-16=1106,5-16=-208,6-16=-629,6-15=241, 8-15=-277,10-12=-1135,10-13=171,9-15=421,9-14=-184 NOTES 1)This truss has been checked for unbalanced loading conditions. 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 454 Ib uplift at joint 19. 3)This truss has been designed with ANSVTPI 1-1995 criteria. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard N� �pnp oF.NEW wit • ,• February 19,2002 AWARIVINO-VrWy design parsssnetem and REM NOTES ON THIS AND REVERSE SIDE SEPORE USE. Design valla for use only with MITek connectors.This design is based only upon parameters shown,and Is lot an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bullding designer-not truss designer.Bracing shown 4 lot lateral support of Individual Web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responslblllty of the building designer.For general guldonce regarding fabrloation,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI53719. Job uss russ ype ty y PENNYCUMBER TS - 12068308 005975 F2-5 FLOOR 6 1 (op tional . . . s an I eK Indusmes,Inc. I nu F e age 11x3x311 1-8-0 3x4— 0-11-0 3 3x4= 4 3x4 11 Sc3le=1:8.3 9 4 8 7 1x3 II B 1x3 II 3x8= 1-10-8 2-9-8 4-8-0 3x6= 4-8-0 ae ses e, e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.00 7 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:29 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 4-8-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS(Ib/size) 8=237/0-3-8,5=243/0-3-8 FORCES(lb)-First Load Case Only TOP CHORD 8-9=-69, 1-9=-69,4-5=-72,1-2=-4,2-3=-227,3-4=0 BOT CHORD 7-8=227,6-7=227,5-6=227 WEBS 2-8=-275,2-7=16,3-5=-280,3-6=13 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed with ANSI1rPI 1-1995 criteria. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1Nittlttq►� 00 Q f sk • February 19,2002 AWARMna-V.,Vy deetyr parameters and R&W NVYZS ON THIS AND REVIMM sans BEFORE VSZ. � Design valid for use only with Mitek connectors.This design is based only upon parameter shown,and is for an Individual building component to tx Installed and loaded vertically. Applicability of design parameter and proper Incorporationm of component Is responsiblsty of building designer-not truss designer.Bracing shown is Iv lateral support of individual web member only.Additional temporary bracing to Insure stability during construction Is the responsibllity of the erector.Additional permanent bracing of the overall structure is the iesponsiblIty of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consu8 0ST411 Ouol!y Standard.DSB-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Iraaing Recmnd omeation avaliable from Truss Plate Institute.593 D'Onofrlo Drive.Madison.W153719. o russ russ ype ty y - 0059 1 Z5 - 12068309 0059TS F2-5A FLOOR 2 1 (optional) . . . TSTf7�,CAES10918 — s Jan 1 I eK Industries,Inc. 1 nurebage 3x4= y 1 3x4 1 �— 1-6-0 2 .� r 8 5 8 3 1 3x4= 4 3x4 11 Scale=1'.8.3 0 Y 6 7 1x3 II 6 1x3 3x6= 1-10-8 2-0-0 4-2-8 3x6= 428 Plate Offsets(X,Y): [1:Edge,0-1-8 8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.00 7 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a BCDL 5.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:28 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 4-2-8 oc puffins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 8=218/0-3-8,5=218/0-3-8 FORCES(lb)-First Load Case Only TOP CHORD 1-8=-71,4-5=-71,1-2=0,2-3=-194,3-4=0 BOT CHORD 7-8=194,6-7=194.5-6=194 WEBS 3-5=-239,3-6=12,2-8=-239,2-7=12 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed with ANSUlPI 1-1995 criteria. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Ipltifitpt NE per•..•W y O •* f * i February 19,2002 A WHAM rG-VerM design pansuesetersr and R&AV acres OM TRIS AND XEVr-Rse sora seroxs use. !® Design valid for use only with Mlfek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be hstolled and loaded vertically, Applicability of design parameters and proper Incorporation of component k responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responslblilty of the erector.Additional permanent bracing of the overall structure 6 the responsibility of the buedlng designer.For general guidance regarding fabrication,quality cannot storage,delivery,erection and bracing,consult OST-88 OualBy Standard,DSI-89 Bracing Specification,and HIS-91 M iTek® Handling Installing and Bracing Recommendation avolloble from Truss Plate Institute,563 D'Onobb oil".Madison,WI5371o. Job russ russ ype y y -ARNOLD - UU59 13 - 12068310 0059TS F2-SL FLOOR 1 1 o tional . . . s Jan 2 2002 Mi I ek inaustries,Inc. Thu Febage 1x3 II 1 1x3= 2 1x3 3 1x3 II 4 1x3 II 5 3x4 II Scle=1:8.3 11 C. v I 3x4= 1x3 II 4AA 1x3 II 1x3 II 3x4 II 4-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a BCDL 5.0 Code BOCAIANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:25 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 4-8-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYPNo.3 OTHERS 4 X 2 SYP No.3 REACTIONS(lb/size) 10=53/4-8-0,6=22/4-M,9=146/4-8-0,8=153/4-M,7=106/4-8-0 FORCES(lb)-First Load Case Only TOP CHORD 10-11=-49, 1-11=-48,5-6=-14,1-2=-5,2-3=-5,3-4=-5,4-5=-5 BOT CHORD 9-10=5,8-9=5,7-8=5,6-7=5 WEBS 2-9=-132,3-8=-139,4-7=-102 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed with ANSVrPI 1-1995 criteria. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard NEW �1;'ca�,µ •�04� f February 19,2002 AWARMNO-VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. V Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for on Individual building component to be Installed and loaded verticaM• Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown IS for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the redponslblllty 01 the erector.Additional permanent bracing of the overall structure is the responsibIlIfy of the bulkding designer.For general guidance regoiding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Ouallty Standard.DSB-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate institute,583 D'onofrlo Drive.Madison,WI 53719. Toi' Of- Rwc-6 �1AF No7Et SFk B B BELOW Poh TJPI(Al�6aN5r N01ES �l PRE,h�DNUF WFTµUSS'KS r m j N 'll�'b'G. �- � / 12 P M j q �' 1 i - d O M ( 2e sKHue-LITS Fol'- -et & � .. A n 6cGNl) cr Tis F ¢ N s2 � V m r 7 P OF fL GLEN, "+�Q$, ON H5 AN GL114155 ��+ W zI -- SIrvWs s 31-01' H DA R W IUNG a 3 III bepI �M W � � '�� Smrl�s�owHEl=FcaLP�+41 c4Ttl',, ch V 31-on PAlu%. uF z I ;` "° FL + 33'421 Duct IpussNwii , r _ CIA:-t. ' o) Top t_ ELEV,, t 32,031 =-- ------ -- -- qIr , n n I I F _ 6 Dn FLnIf PLoJL HDR I� 16: tiE.'IMPNUF,FLooR TPUS56s @ 9�} O.G. V (SF_� 'I.fWI( arvAPx ss' 1STS& Ib1'tl,0, as 64LvT1 ,,O (1)13/4" I00LBM SFE -%r-TioN 960 DINIT& Poo WTC Q4 murrS SbUID 6tK/fll-Estop (Tip) �+ 1 2Kle sNus�cl6no,g -- ;, Q T9 � � II C nets wAU +RNLy, sse�upW� --- I!� a FIRST FL�oOR ELN,,{- 23,03 lop OF :7=7777 Am VAN*,6Np wV T, ,loot) a. UNFNISU�U I,OpU.15FhWiau, '� /C cOIs ntc en Flu, -d \ . - FIN &t<k E exl'(' c,Ko-l!K. A To[) oi; oT~ry A V E W u, p �r To[) Or sLPh �' r 13,(,1 -- - ` — LING of ExI}tL'E I 'ELpV '�' Ih�ll YAR SRU Y __ ' - •a . . !7" A -. q ' — INGF,(.N0 nI'd PT(ow/(ti)#5f — — S ECT 10 P I/4j1 : I1o11 1 1491E : PDl RhRVATIoNS UPDATED To Pftki:O I,: i �GTURI. roP OF I'oUNPpTIoN EI L2Q/Nj DN IF 4+51 /s PRDVIDEP 6y 1b RH I06F600, U'AmD 2 To ul IL*v4 /Know, ua(> Sr REv,SEPT,2 o,2001 z FbhTIPI6AL- I 6ONST, PRE M/ NUF, KOOP7 r TYPICAL WOOD DECK AND PORCH CONSTRUCTION �Ii�cE y T A ALL EXPOSED STRUCTURAL LUMBER SHALL BE PRESSURE ll" p __ LA�cI .eRNGIN4 4100 S E g4'IUN I) \ PA NTEp RATED FOR EXTERIOR USE, OR PRIMED AND I L 3'-0" HIGH CEDAR RAILING W/5/4" 5Q. BALLU5TRADES @ r 5.O.0 [TYP] - _ _ 5/4" CEDAR DECKING W/1/16" SPACING jM0OPAI GGO[1H ADSib D PHi i-" \ STEPS TO GRADE, 7" RISER 11 YV TREAD, R AD HANDRAIL EA �1+O a_OIIDOOyWINp }67 SIDE 11 Ll 2X DECK JOISTS W/ CROSS BRIDGING (See Pion) U 0 N x 8 r t / - J [2]2X BEAM ON SIMPSON CB44 COLUMN BASE W 0 - - -;�. - Alum R Q ti (� m S J TYPICAL ROOF CONSTRUCTION � — f AU- I E o I . PPITJF Y TO IN$rPl.l., P: ^245 p ASPHALT R00 SHINGLES ON p S6 0 1 1 p( (TYI,) N PD �0PU PR LICTS 1PINl s �Tb. w >- 2j1 0 FF err �1 1O G151GEROOF US WOOD 5�C�1NC ON LATERAL BRACING)ROOF) I MAINTP �'I � 5(t 1�� '1 � a LILDr(o4-)IZ- � �- - - aZ�CNFi. P120PUCfS Cn I� 6A1�1.STL. � Q z > Ir I /'I y/�1hen� `11CIU) CTI � CTvrIG r Q y�l �W� "'m H Wes — w' R-25 1NSULATION IN SEILINGS ti , II 1X4INSULATION STOP/MAINTAIN 1"AIRSPACE (IX&WD, POST W/ In �blKei) PINE U D m !2 ��"J6''OVERHANG[TYP.]W/2" CONTINUOUS VENTILATION '� �!a - SIli1HaUND 4tl�lvn Q (--. r D hIDK 5EE FCIWS c I� " r— [2120 TOP PLATE `0 n SPT Roo 91NINb pooh PEyoND ° _V� . p� �- ----- TYPICAL WALL CONSTRUCTION -- _ — _-- CEDAR SHAKES O ,i I- _ z I 6Wo POST—, w Su} - - Ul " " 1/2"COX PLYWOOD SHEATHING ON �`�.,-" SGN(yJ {6IllEU I I ! 0 A -' 2 X STUDS @ 16" O.C. [See Floor Pion for Stud Dlmenslon) �4' FLOORTRIJS, �'D� 1 oo D U A^I �cT^IL I I�ZII _ I 0 p - PROVIDE SOLID BLOCKING/ FIRESTOPPING @ 8'-0'. �2n41C 0'+`NC[ ',I U."(�Gc7 SEC ON pci- (�" �r 3p &r SI2�S p 1,YrI, ` I Y' R-13 BATT INSULATIONS -�1 0[ ' ' '' k SIMWc{a N5 i'Nc'Nol` E ITy dl[IEl=3ouT �- [2] 2X 6 PRESSURE TREATED SILL - " R4b aATC INSUL DUcT 61 (P of Ntepp., .- SfM GB4¢ W„ '4, p4r'PIUU LRU!'A- k ENSURE NAILING SHEATHING TOALL PLATES, RIM J015T 1 -�,12'1 , GO�fG, PIC(L` ANDSII&L. @6 O.C. ", 1)*5PilvTBfR ,� IATCIc-� MA431,Roo1 raRFIUN6. ''Y/2'ANCHOR 80LT5 @ 48"O.C-MAX. SPACING - - O E L46(� ( �``- Io,o5,01 PEV'p1fGµ, ALUMINUM TERMITE SHIELD .�,., S' I'Gt-a AH,* NU�fJ� 1 GLorzl _ t o - \ / VAfEFPINh "-8'CONCRETE FOUNDATION WALL , - - - - " - � IAFoI QUC6{NE�6 TVfWkSVL'(/EA.9&Ra�f ��. MILWATERPROOFING Rl> CRot fED PU, - 24- & X16' CONCRETE FOOTING WITH 2 k9 REBAR 2�8CPFN$ION ,TtlIHT (TIP) 'FI-FT6 6EYDNIv . LINE or PEavS2'6P�Xs - cGAI NooKKus p v2MRyN w oMycoNdRE�fy>�c/ajvpEya r�/ -1` �1'.' M T 16�9P.I.oNI RA q. M3.. n ,G L _ L :,•:4 di WIy' ti— "^141 x3Td'xlSlltarv� } '+ 'n12' 5 BEN78 W�filj1 IZI10G " 14lip 1 fo„ 00, Tei 4 OI= RI,DG6 REV t;I r 0 o fS� 4c1oW Fob TyPIc,A L-aN�' N0� i q HS Apc4+01, C 3'-V H, G* ►t f 1LkN&� �C beDR M x ii< -toss N CND F -77 c� (v ON , Je, HDR, ' a� t,La ids 6,Pri: 35 ! ( E1r 'I. "c �kI)k c ti� l )13 41�x Lw L ( !TI I Fr..; �aAU,GIS+ y� a EE i 14f F17- 1j-F 1 'f'•``. Gni �1,� �(i` ,ty t'v,'' } �:�;�`;, ' = — .. ;�-r,,� _ _ ,, __ I'� _ ; cCTUAL-T.O.FIO NIP• - .N �►�Q � EpT 2 ,�oor, -}----�-- cOMP�%q, Flu. -� FILL fi� IN6E�N0, SUI��O� - 24 n I'i- H FTc� wl( ) I� 1 II C:2 8 T P` LDG ' To AGTUAI VP ©l= FoUNPAT 10N �1,2�tP'+l LO F 21r 45 � 4��oJ\� AN �0 JD WH 10(2wo 1,1"N') � PF�DYI�Ep ray � j ,- `� Q z �, :•,�. / \ . . To Lvjwp" � dam' ct e`v tc.. 1 `9 F i r SEIS SECJ(ON � �� , THI► �P60E m�N��r �F �-�� p/G*'0 TYPICAL WOOD DECK AND PORCH GONSTRUGTfON s ALL EXPOSED 5TRUGTURAL LUMBER SHALL BE PRESSURE TREATED, RATED FOR EXTERIOR USE, OR PRIMED AND ll 1� PAINTED i R � 2 5- BATT r Ns l --- 3'-0" HIGH GEDpR RAILING W!5/4" SQ. BALLUSTRADES @ / 5" O.G [TYP-] Ile 5/4" CEDAR DEGKIN4 W/1/16" SPACING �- ' ,t STEPS TO GRADE, 1" RISER, 11 A' TREAD, HANDRAIL EA. 4— a w � f SiDE � . 2X 2 X DECK JOISTS W/ GROSS BRIDGING(see Pion) v 1)00q\MN0 HGT ' ` -- !; J. __— - 1'{ [2] 2X BEAM ON SIMPSON 0544 COLUMN BASE W ` • I,UM F1,A ►f f v - -- -- ---- - ate. ' FASiS Srw 4 N I x '" ! TYPICAL ROOF CONSTRUCTION _ - - 1 cT��f� ; ,, Sc �+ � t3� STp�I M,�s ��. w d S #45 #ASPHALT ROO SHINGLES ON �,(v ICE 4WhTEl� —_ oto a}pt. �pucn f'o RA 6IsWl C I•'I�In II PO 15# BU (2 LAYERS OF FELT PORCH ROOF) hiPIMr1l� l'� `�`�� `1Ell'� (T Y) --- Q r — . - _ ------- -----�__--_ ON 5/8" PLYWOOD SHEATHING,ON } � ---- - - Or r ROOF TRUSSES 24" O.G. (WTH.LATERAL BP AGING 5 —�-IL �Glt CGS I r , 2 w INE WALS R-25 INSULATION IN CEILINGS — _- , ,�; L � � � I \ ----lVxco v�a, I�Ost 1 I x I�i�INT�U P ' " S Ui�©UND 4 TtIIM 1 X 4 INSULATION STOP/ MAINTAIN 1 AIR5PAGE.. j i , oVERHANC� [T"lP.�-W/�2" CONTINUOUS VEC#'ffLA�'IOP1 `� -�Wil r h1Di��S� oC ._ [2] 2X4 TOP PLATE Rove � - fin(poSf ap _-_-- TYPICAL WALL GON5TRUGTION -�y CEDAR SHAKES �� '� -`#�+ 51j4- i Ht �1 1/2" GDX PLYWO+ SHEATHING ON S I S 2 X STUDS @ 16i" O:G. [See Floor Pion for Stud Dimension] ��' ��5� C� © G• � �:�Jl� ' � � 5� ( 't:` �- C� � Sp�S�' ��.5 Q PROVIDE 50LID BLOCKING f FIRESTOPPING LV 8'-fj" 4- PROVIDE I� ,., � t , � SI+u�;+a� ©� a � ��TI I�ZIi I i 01+ R- 13 BATT INSULATION �>�r r �. r �t;n5 f Tf INSut. ala of .€31�F��O' StMKOG Gtr I6f., p [2]2 X 6 PRESSURE TREATED SILL - _."._ I�ttGT G ENSURE NAILING 94EATHING TO ALL PLATES. RiMJ045T - ( _ '� I �'W� GONG, Pl � $A`�.3�,2001 FORFuWA, AND SILL. @6"O.C: I NT �_ , - LATtcc-c-- #5 r 4 o.QS. I f Yr PiTG ,.,., p` 1�►IG °•' _ I r 1: �.�."[» 1 ; A "pISN I �E �)C`t;� ,�C'ISG C 10 �- �- - `/2•'AN'GHOR BOLT` 0'484.O G.'"AX. SPA'046 ALUMINUM TERMITE SHIEDka ONGRETE FOUNDATION WALL __ r aQ��iG SrL�S�r � Cc. Mti,►� -� �, � -Gf h'!,t�"++��i� Ott�.'-� ` l��} WATERPROOFING `• _. PpNgt, 1IIT��IP ? ' `__ + i f -1 � , q U NC 0F_ 4 Co� ry4 " X 16° CONCRETE FOOTING 11 ITH # 5 MAR � - W . G- 'fNQ}US 11 117W, GOND Gz�V `j- , �► _ I __ vim' .- 't 1 PROPOSED 2 STOOrsyl RESIDENGE fo r fee _. z � � 1 LATHAM LANE ORIENT , EW YORK { DRAWING LIST y 7-1 TITLE MAGE p A-1 FOUNDATION / FOOTING / CELLAR PLAN TOWN OF SOUTHOLD A-2 FIRST FLOOR PLAN -� - A-3 SEGONDFLOOR FLAN A-4 'SEGTIONSLOT 10 , AP OF LANi: E ,f A-5 ELEVATIONS ,i p� (PENERAL NOTES and SPEGIFIGAT05 i G. STRUCTURAL 4. CONTRACTOR SHALL PROVIDE 200 AMP SERI, GE PANEL. WILLAND CINDY ARNOLD RESIDENCE - ORIENT NESIJjYORK - 5. SPECIFIC NEEDS FOR DEDICATED OUTL _ ` 1. PROVIDE GALVANIZED STEEL ANCHOR BOLTS 1" DIAMETER, MAX SPACING 4'- b" O_G. AND 18" FROM EACH CHANGE IN DIRECTION OF v ETS TC BE GCGRD NA' D WITH THE OWNER. � T ! � � � c I ALL CONTRACTORS SHALL BE FAMILIAR WITH, AND STRICTLY ADHERE WILDING GODS RULES AND REWLATIONS OF ALL GOVERNING BODIES '.., M ,, FOR T y BE H'_M-FIR 5rRUr'''JRAL 42 WISED A, 19 9 ' 015?URE .�ONTEI `: G. SMOKE DETECTORS, 2 ,v .MON Lu BER SED . �R SCIS 5. HEADERS AN BEAMS S AL� HAVING JURISDICTION OF THIS PROJECT, INCLUDING BUT NOT LIMITEf,TO: THE TOWN OF SOUTHHAMPTON, THE STATE OF NEW YORK CODE I M NIMU" !BER STRESS OF "i5G P.S.:. FCR REPE? 'LVE MEMBERS, 1000 PSI FOR SINGLE MEMBERS, MODULOUS OF E_T IGIT'" 1. SMOKE DETECTORS TO BE INSTALLED AS REGJIRED BY LAW 62/81 , 1 RULES AND REGULATIONS (19951, AND THE UNIFORM BUILDING GODE:;I;.B.G. -1994]. ALL REQUIREMENTS SPECIFIED IN THE GORE SHALL BE E- .4CC.000. 2. DETECTORS TO BE EITHER IONIZED OR PHOTO-ELEiGTRIG AND TO COMPLY WITH 8517-11. 'I ADHERED TO AS 'IF THEY WERE GALLED FOR, OR SHOWN, ON THE DRAWINGS. GONTRAG?OR RESPONSIBLE TO ✓0"!PL Y W?-! F.E.M.A. 3 iSAD_RS, 5RE:ATER THAN 4-0"SHALT.BEAR ON(2)2x4 P05T5. AL�.3EAM$SHALL BEAR ON(2)2�UNLESS OTHERWISE NOTED A5 LARGER 3. UNITS TO BE HARD WIRED AND TO COMPLY W/8517-12. ! CONSTRUCTION GUIDELINES IF APPLICABLE. CN CRAWING5. _ k UNITS TO BE APPROVED BY THE BOARD OF STANDARDS AND APPEALS,AND LISTED 3Y A"' �GGEPTABLE TESTING LABORATORY SUCH A5: j 4. ,r,_.NG, RAF"ERS,AND FLOCK J015 T SPANS GREATER THAN 8-0"5H.AL_HAVE S T EEL OR WOOD CR055 BRIDGING. SPAN5 C EA'7ER TH } (A)UNDERWRITERS LABS.(B}CANADIAN STAB DAiRII A55OGATION.(G)UNDERWRITERS f 5 CF NADA. THIS STRUCTURE HEREBY COMPLIES WITH THE NEW YORK STATE ENER�GONSERVATION CONSTRUCTION CODE::. 5PAGED EQUAL 5. UNITS SHALL BE LOCATED ON THE CEILING,W THIN 15'-0"MAXIMUM FROM ANY ROOM US::L OR SLEEPING. 16'-0"SHALL HAVE TWO ROWS OF SAME, Y 5. ENGINEERED WOOD PRODUCTS(WOOD 1 BEAMS, ORIENTED STRAND BOARD(0581 MICRO-LAMS,AND PLYWOI 04ALL BE APA R�T FOR ALL CONTRACTORS AND 5UBGONTRAGTOR5 SHALL BE LIGENSED AND INSURED, PROOF OF BOTH SHALL BE SUBMITTED WITH BID. EXTERIOR OR SPECIFIC USE. GONTRACTOR SHALL STRICTLY ADHERE TO MANUFACTURE 1hI5TALLATI4N SPEGIWCATIONS H. FIREPLACE A O� 1. INSTALLATION OF THE MASONRY FIREPLACE 5`�ALL BE IN STRICT GOMPLlANGE WITH ALI.KPLICABLE BUILDING CODES[INGLUDING BUT NOT o o w Cn 6. PROVIDE"SIMPSON,H-2 GALVANIZED STEED HURRICANE ANGHOR5 AT aGH END OF EVERY`RAF'TEk N z ANY DISGREPANGiES WITH GONSTR'JGTION DOCUMENTS SH�I.L BE BROUGHT TO THE ATTENTION OF THE ARGHTECT PRIOR TO THE 7 SECURE EACH FLOOR JOiS1 TO EACH PLATE OR 5TRUG1 URAL BEAMS U51NG SIMP50N HURRICANE ANGHOR"H4" � - LIMITED TO UBG SEG.2516,AND N.F.PA. CORRECT DESIGN AND INSTALLATION 6 THE SOLE RESPONSIBILITY OF THE CONTRACTOR. � � � oN LZ GOMMENGEMENT OF ANY WORK. 8. LAMINATED VENEER LUMBER[L.V.L1 BEAMS ARE TO BE 5EGUR:D TOGETHER WITH MINIMUM OF(3)ROWS 16 d GDMMONNAILS, g 12"O.G. 2. MAINTAIN 1'MINIMUM AIRSPACE BETWEEN ALL FII2EPLAGE COMPONENTS AND NON METAL MATERIALS. MAINTAIN 2"EDC*DISTANGE. 0 N DRAWINGS REFER TO "ABOVE MEAN 5EA LEVEL" (A.M.5.L). THE INFORMATION REGARDING EXISTING SITE i M EAR ON 2 2X4 POSTS UNLESS INDICATED AS LARGER ON DRAWINGS, ELEVATION HEIGHTS INDICATED 0 9. L.V.L.BEAMS SHALL B ( ) ELEVATIONS AND 501L CONDITIONS ARE A5 INDICATED ON A LAND SURVEY BY J05EPH A. INGEGNO, DATED REVISED MARCH 21,2001,AND AS 10. TOP LOADED MIGRO-LAM BEAMS SHALL BE LATERALLY BRACED @ 4'-0"OG. UNLESS NOTED AS LE55 ON DRAWINGS. f D OT PROCEED WITH If copper tubing i5 us _ CERTIFIED TO THE OWNER,WILLIAM ARNOLD. 11. ALL NAILS AND SCREWS SHALL BE GALVANIZED. .�, � •� g y o b(, F TNG UNTIL SURVEY for water distributing THE OWNER / CONTRACTOR 15 SOLELY RESPONSIBLE FOR VERIFYING THROUGH THE USE OF A LIGENGED ENGINEER, THAT THE SITE AND I WOOD DECKS AND TRIM ; ., OF UNDATION LOCATION System; piping Shall be GEOTECHNICAL / 501E CONDITIONS ARE SUITABLE FOR THE CANSTk fON OF THIS STRUCTURE. TH15 INCLUDES VERIFIGATON OF, BUT NOT' 1. FOOTINGS FOR WOOD DECK SHALL BE POURED CONCRETE OF SIZE lN�1GATED ON DRAWINGS. MiN. DEPTH SHALL BE 3'�0"BELO` N� o H APPROVED. of types IC or L only LIT IMED TO: SOIL BEARIN6, GROUNDWATER TABLE ELEVATION, FLOOD ZONE DESIGNATION AND LOACTION OF FINISHED FLOOR RE-ATIVE TO FINISHED GRADE AND BEAR ON VIRGIN SOIL PROVIDE 'SiMPSOWSTR4NG TIEGALVANIZED POST BASE;CB 44"WITH 1" STANDOFF, " UNDERWRITERS CERTIFICATE MEAN SEA LEVEL. SAID GEOTEGHNICAL REPORT SHALL BE 5UBMITTEDTO THE ARGHTECT PRIOR TO THE GOMMENGEMNET OF ANY WORK.: EMBEDMENT. REQUIRED VERTICAL LOCATION OF THE CELLAR SLAB AND ANY AND ALL WATERPROOFING SHALL BE THE RESPONSIBILITY OF THE SAME ENGINEER. 2. ALL DECK LUMBER SHALL BE CEDAR OR PRESSURE TREATED FOR EXTERIOR USE. 3. NAILS AND J015T HANGERS SHALL BE STAINLESS STEEL OR OTHER APPROVED NON-GOM51VE MATERIAL. o '°� _ urn,sHeD PLUN181Nt3 AT THE TIME OF BUILDING DEPARTMENT FILING,THE ARCHITECT HAS NOT BEEN RETAINED FOR CONSTRUCTION SUPERVISION. GOMPLANGE WITH 1 4. DECK JOISTS SHALL BE SEGERED TO BEAMS OF NAILERS WI`H GALVAI JOIST HANGERS OR SIMPSON H-4 ANCHORS. N ALL PLUMBING WASE CONSTRUCTION DOCUMENTS 15 THE RESPONSIBILITY OF THE OWNERAND GONTRACTORS. THE OWNER/CONTRACTOR 15/ARE RE5PON51BLE! 5. TRIM LUMBER SHALL SLATED TO BE�PAINTED°SHALL BE PRIMED PLUS ONE FINISH COAT ON ALL SIDES PRIOR TC INSTALLATION. EXPOS I �� w v. RGA1 to,i4e IMAU6 &WATER LINES NEED FOR ALL PERMITS,REQUIRED TESTING, OUTSTANDING G.of 0'5 etc. FINISH SHALL RECEIVE A SECOND GOAT. - - ° 7=140 BEFORE COVERING ELEv A. JOBSITE CONDITIONS GENERAL CONSTRUCTION CAN t 1. D'JMPSTER SHALL BEAR ON 2 X LUMBER AND BE PRESENT THRDU6HOUT IDB. ! i 1. ALL G.W.B. SHALL BE MIN.1/2"'THICK UNLESS NOTED OTHERWISE. CURVED WALLS SHALL RECEIVE 2 LAYERS 3J8"G.W.B. METAL ,� rPROVIDE �4 HR. FIRE =. LAZE NFA1�N0 CU -.. . TED SEPARATION TO .AAEPPt jRED 2. SCRAP CONSTRUCTION MATERIALS NOT TO USED SHALL BE WELY DISCARDED EACH EVENING. j BEADS SHALL BE INSTALLED ON ALL CORNERS. Y.ILLS AND GEILINGS SHALL BE TAPED AND SPACKLED THREE COAGS, P01,.15HED AND �MIAj r, Y"NON STAININ(I�5ROWN PAPER TA D TO FINISHED FLOORS.PAPER SHALL BE REPLACED AS REQUIRED. f READY FOR PAINT. USE 4'-0p x 12-0 BOARDS As ALL6WABLE. ---- ° - '"°` b tpEw P(Io PDS E� 2 SNS ART. 717.3 (f) (1) Of � �� 3. CONTRACTOR SHALL SUPPL NO �. � EL,+I�.�' 3 4LtA" FlbIXSE �17�(#�1(+��i�,. 4. MATERbALS AND TOOLS SHALL BE NEATLY AND SAFELY ORGANiD EACH EVENING AND THROUGHOUT COURSE OF CONSTRUCTION. 2. ALUMINUM FLASHNG SHALL BE fa$ED FORAI.L RGOFING AND SIDINGJUNGTIONS. ? 1, \ r N. STATE BUILDING CODE. M*rk Alt rjILMISaft � � (v w/G# E 3. PROVIDE 36 INCH CONTINUOUS ICE AND Vr' R SHIED AT THE PERIMETER OF ALL ROOFS. - PIT H FINISHED GRADE TO u►o.D�j 4MeS B. EXAVA�T)ON, COMPACTION OF FILL,AND FOUNDATIONS �� 4. PROVIDE ALUMINUM LEADER5 AND GUTTERS;iHROUGHOUT. INSURE ADEQUATE DRAINAGE AWAY FROM HOUSE. C oc IN SOIL CONDITIONS EXIST AT THE PER'METER OF 7:s : PROM SISI-SCALD AND/OR AGCOMMODAT�SAME. _ --- - - - - _ -- PREVENT G �. CONTRACTOR SOLELY RE50NSIBLE FOI�'SCikt$ORINGS AND„EP�IFICATION THAT STABLE THETHE PROPQ D HOUSE. 1000 P.S.F SOIL BEARING CAPAGITY_a REQUIRED. CON1I AG"i`C R I�►TO I ARCHITECT IN WRITING IF SAID) f PROP 5 DQ NOT EXIST. � � � REiPiNli Exlsr;�. DIEVICES AS TO PART.902.6(K) Q � ELECTRICAL` PR IDE OPENINGS FOR SAND 5. 5 NOT SATED FOR REMOVAL 1. ELECTRICAL CONTRACTOR SHALL BE FULLY LICENSED AND INSURED. PROOF OF BOTH SHALL BE SUOjIITTED WITH BID. r �� Q E�.i3,3 t M.Y.STATE BUILDING CODE. 0) 2. PROVIDE PROTECTION FOR ALL SURROUNDINGTREE I REINFORCING,FDOTfNGS AN FOUNDAT10 SHALL ALIO 9115 FREE. r �, EM GENCY ESCAPE AS 3. RE-BARS USED FOR RE *Opp, i 2. ALL LOCAL AND STATE LAWS AND REGULATIONS, O.S.H.A., AND ADDITIONAL FERE PROTECTION A550GIATiONS ( COMMENDATIONS. PERFORM SLUMP ANI? BREAK iE5:5 FGR EAG�I TRUCK( M REQ ED BY PART. 7i4 Of Ir-- f RNING OR RELATED TO ANY PORTI� a TH15,WORK ARE HEREBY MADE A PART OF THESE SPECIFICATIONS. GQh1PLIAIVGE OF +�, 4. ALL CONCRETE SHALL BE 3,000 R5.I. AT 28 DAYS. C04 RACTQ4 COVE ., �!- CI I PORTS SHALL REMAIN AT THE JOB SITE FOR RE'W W BY The VaVECT. GCNERNING BODIES 15 THE I ESPONSI THIS CONTRACTOR. N.Y. ATE BUILDING CODE. OCCUpA OR DELIVERED. RE v 2 I S ,0 0 T SHALL 8E PERFROMED PRIOR i0 POURING? !' IPM Nl' AND APPARATUS SHALL BE UNDERWRITERS LISTED OR La,Bp A$ SUCH. THE LISTING MARK ,. -- USE IS UNLAWFUL 5. ALL. FILL SHALL BE COMPACTED TO 97%OF MAXIMUM DRY DE�f51TY. SOIL GOMPA, t"�N TB5 5 �: 3. ALL MATERIALS, EQU E CONCRETE FOOTINGS AND SLABS CLA55FIGATION MARKING OF U.L.WILL BE ACCEPTED AS EVflENGE OF SUCH COMPLIANCE. WITHOUT CEIM"CATE � z L,A T7 N P �. N E OF QCgttRlwC1r �* T P L A 111 , +0-01Ll M P�P o F �- NDS N D 111 ° I''T 0AP I�OV D AS NOTED " u . DAT B.P.# let a b`` , FE . By: NOTIFY BUILDING DEPART E AT - I UNDERWRITERS CERTIFICATE 765-1802 9 AM TO 4 PM FOR THE I 3i,ol Fp (k FIuNb REQUIRED FOLLOWING INSPECTIONS: - 1, FOUNDATION - TWO REQUIRED FOR POURED CONCRETE PLUMBER CERTIFICATION 2. ROUGH - FRAM NG & PLUMBING ON LEAD CONTENT BEFORE 3. INSULATION 4. FINAL - CONSTRUCTION MUST CERTIFICATE OF OCCUPANCY BE COMPLETE FOR C.O. SOLDER USED IN WATER ALL CONSTRUCTION SHALL MEET THE OF THE N.Y. F SUPPLY SYSTEM CANNOT STATE COUNSTRUCTION & ENERGY I � F EXCEED 2/10 of I% LEAD. CODES. NOT RESPONSIBLE FOR DESIGN OR CONSTRICTION ERRORS a I-oil �' ��` 81 -tea +/- �' ,� +!_ �= _ `i` �'/- �'_�'► +�_ �. woo \ C.osNG, in wi FC6 1 fu ss CVA ►*P D, Da A30\15 a GI . s11,. . �4-I - - T To --f� h S�p1.IT SYST� H►�1`�lZ 4 ` _ m""� CZOR Wt MO.GoNtVMf •�� '-2� 1- 41 -11-fAu, ;To,, 4- - - - - - -- -- - wk., �f :.a,axe . - - -...� 1kb Jia 8044 ; °�'- g• �, �. 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'� 'F 2-5' x 5-0 Single Unit/Gasemer* t 5 GW'4 2-5 x4-O' Smg e �Jn'rt/Casement U _j zQ 6 (3)GXW'6 3-O"x 6'-0" 3 UNi?S/Gasemen* W z cl a 3- S.E a-5 � 1, 4 ) Q 1 7 (2)GXW 16 3-0"x 6-0" 2 UNITS/Gosemer.+ CIR24- - GI L E� (�r� r ' W `l /Gose n* DL i,3)Gi6 2-C' x 6-C" 3 UNITS mo � z � INTERIOR DOOR 5GHEDULE }- Q 41r , 2 i ;¢II �� 1 A N/A 1-6"x 8-O "l2'RAISED PANEL WOOD z i - 81 - yr. -- --- .._.. _ --- -- ---- --- ---- ------ _-------- -- - — WW 8-0'' ~ V z ---------------- -- � B N/A 2-4 x . ./2"RAISED PANE WOOD � Q 4-1 - �' _ -0 7 i/2'RAISED PANEL WOOD C � Z x Q W_ D N/A 3-0 x 8-G" 1112' RAISED PANEL WOOD Qf 0 N/A 3-0 x 6-8' FIRE PROOF,SELF G O51N'6 W Q t� NIA -0'X 8-C SL 0 1 N G GLG'SE` Q T, (� ( �(� `#' z f •� v N/A 6-G X 8-✓ DBL ',/2RAISED PAN��WOOD O " �3 1 1 5 C L!L — - N/A c-0' x 3-0 SL D'NG GOOSE` C1 EXTER. DOOR 5GHEDULE P=_ A��D N3 Wi ^^,�,4,E. MAl X,01 fIUXv sGSG 72aL DSGSG X23 c-C x 6-3 'E' LA 3_iDA5 WI/__ N/A b-G x 3- G' GVERAL� 3 FR EN-,Ry DOOR W�'�;2;'3 _rH ! 1 Coordinate Select with Owner NOTES: A+3 ANDERSE\ �'�GF �ERFOR"ANGE NS A'�tiG' .A -.� i �,�Oc G 3^OR 135 I G W! A NAL'' 0 _c- n rr OF 5 2.D ME\S:"VS ARE FOK FKtFERENGE :N:.Y. GGNTRAG"OR"0 VERIFY ANUG Gv^CRDINATE. %LA\ DRAW NGS FOR DGOR 3W 1,5. 4.WINDOW-.ASND DOORS iC BE W-'!TE PV'-GLAD CR AL'„v. EXTF_R!OR AND WOOD INTERIOR. f�(46t �k g 4�1�W For- TPII�LO Notes ;�� c 10'r 1 . de7 14, Sl;";m(t �t cum ;I y: ` 11 Poo wUNC a1 I [1U6T TPUSS ! V" + A All p:`�5'Qa� I4J (o. Il. 35 I :T%TS �I 3 V 1 WY I ' LV L 5� Sf✓ct�i N B�a� SOw 0 �v -�rTv� (TI P} a I ' 6ELW* _ • - ! I�NFINIS��(� Vx I i " A , W EL N ' d " � O TYPICAL WOOD DECK AND PORCH GON5TRUGTION !, .tip I ALL EXPOSED 5TRUGTURAL LUMBER SHALL BE PRESSURE ts'( �Lr�aM ti\ [t o U; U, 3C�`I 0 N��£ �� ,,, TREATED. RATED FOR EXTERIOR USE, OR PRIMED AND , PAINTED -- - - 3'-0" HIGH CEDAR RAILING W/5/4" SQ. BALLUSTRADES @ 5" O.G [TYP.J j 514" CEDAR DECKING W/1/16" SPACING �- �i STEPS TO GRADE, 7" RISER, 11 A"TREAD, HANDRAIL EA_' d SIDE ,I 2 X DECK JOISTS W/ GROSS BRIDGING (See Plon) — f [212X BEAM ON SIMPSON GB44 COLUMN BASE W _vPc,aL Rcc� G�NSTRucTIoN , Tyl�,> N� , . 5� ' i � Nays 5 sTi��M i&s Zr � w < )' � 5 a ASP'^ALY ROG SHINGLES ON UZ � 5# BL NG FE_T (2 LAYERS OF FELT @PORCH ROOF; r° ��S�� C 5/8 PLYWOOD SHEATHING ON --- GF TRUSSES @ 24" O.G. WITH LATERAL BRAGING _ - ------------�` - -- O �tuATE4�•S HEI� � I/�t' GW�, �N W nLL� k d.�• t-- - �,I --- �\ � �, „� Z R-25 INSULATION IN CEILINGS _ J� ' ` �x�v�D, PosT wl I x I'aINT�D PINE X 4 INSULATION STOP/ MAINTAIN 1"AIRSPAGE I — __ __ a' , ct1t (�UNDtWd+^ d Z i a 16" OVERHANG [TYP] W1 2" CONTINUOUS VENTILATION [2? 2X4 TOP PLATE �; ��,� K )� 1 �INfNb i�i0 wD TYPICAL WALL CONSTRUCTION CEDAR SHAKES ON 'r CDX PLYWOOD SHEATHING ON 2 X S-,L;DS @ 16" O.G. [See Floor Plan for Stud Dimension) 14�- FL>U d-r, C 2410 �✓ � � / ry��Pif �r �'�� k � � I'vFh�+�+ � ap�St s1*5 PROVIDE SOLID BLOGKING / FIRESTOPPING @ 6-0". '�1-44 p- __ ell — k BATT INSULATIONSIM�,DN N o F,P_j � kdZ�t)%ST Ft,1t5 r 17 ,r, .F f2 2 X 6 PRES��RE TREATED SILL ENSURE NAIUNS SHEATHING TO ALL PLATES, RIM JOIST ►+iAy3t,400l FOR F1UN6s r AND SILL. @6" 0-G. 115�ENTaop- IATT -c ANCHOR BOLTS @ 48" 0-G. MAX. SPACING - G I,L/>Iti ALUMINUM TERMITE SHIELD r 'O CV– NbT fl - 4 - e- 8" CONCRETE FOUNDATION WALL r �hcoi,f SLP4� SIJ Ga MIL � WATERPROOFING I/;a ExpSIoN THIN C �rw�'� �(�.,. 1 Ji o+�l?,�si�f� o� z z . . t.!N �? " X 16" CONCRETE FOOTING WITH 2 # 5 REBAR V f ,�'C S V' I t I �, 0r 5K6T Ca� �. 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